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Specifications 13 v P Z zo(97-001100 570 SE Washington Street � n Suite 210 1,,5O W j �nn2 R IENgEHEE,°� - % DEBIPM o Portland, OR 97216 CI UIL - STRUCTURAL ENGINEERS Tel. 503-254-6292 Fax 503 - 254 -6761 January 15, 2008 RECEIVED JAN 1 7 LUH CITYOF f1GARD BUILDINGDIUISIOR' PROJECT: e Print — Floor dition 9970 SW Greenburg Rd., Ti ard, SUBJECT: Hansen Architectural Systems Guard Railing General Conformity Review I have reviewed and approve the subject engineering for general conformity with the design concept of the project, provided that the following construction connections are accomplished. 1. The posts of the guard rail are to be fastened to the glu -lam and blocking below with 3/8 inch lag screws threaded 4 Inches. 2. Each block is to be fastened to the glu -lam with (12) 12 gauge wood screws at least three inches long. The contractor is responsible for dimensions, which shall be confirmed and correlated at the job site, fabrication processes and techniques of construction, coordination of his work with that of all other trades, and the satisfactory performance of his work. Respectfully submitted, 7e To, City of Tigard Todd Rowell PE Approved Plans Rowell Engineering and Design Bym.o,(. Date / OFFICE COPY E &L Civil Engineering 02 July 2007 Hansen Architectural System Attn: Mark Koehrsen 4860 NW Shute Road Hillsboro, OR 97123 SUBJ: HANSEN ARCHITECTURAL SYSTEMS GUARD RAILING I have reviewed the attached calculations that I previously prepared and have determined that they are still valid. If you have any questions please e-mail me at elrobison @narrows.com. Edward Robison, P.E. Stamped on 02 July 2007 z Q �OFESSIO& Pi p C. R te � � I C q T� ' %.�O P Q.� C. & y O y u id -v LICENSED 2 � `, 42123 • 0 Z PROFESSIONAL • _ � EDWARD C. 2 "' * ENGINEER * o ' w w No. C 65 883 Z • m O ROTS • N i �.� / 1576 -S A ff 11 4; 7 -'led � Q' \ A 1 q' �� . S• N A V \ F CAN\ EXP 03/21/2008 EXP 12/31/2007 EXP 04/30/2008 __-"*„7-: �,INEE � , e:GINEk-4, • • 0 C. . . . 9 w sir,�. � ' ®MI/yID G''•. �► 4 , 18195PE _ w � ►� 1 SON ':0 � � , .T. �o i N 6�:1�/31/70Q9: i � i ii � , � .. CIVIL OREGON � 29129 ' ,+I I I N o .17546 �0 -' ( 0 4()C. F C 6 1 `Spy / o d d, �'�! EXP 12/31/2008 EXP 04/05/2009 Attachment: Guardrail calculations 12 pages 4508 Park Lane NW 253- 858 -0855 Gig Harbor, WA 98335 fax 253- 858 -0856 email: elrobison @narrows.com • E &L Civil Engineering 02 SEP 2005 Hansen Architectural System 4860 NW Shute Road Hillsboro, OR 97123 SUBJ: HANSEN ARCHITECTURAL SYSTEMS GUARD RAILING GLASS PANEL, PICKET RAIL AND CABLE RAIL The Hansen Architectural Systems standard guardrail installation uses a base plate screwed to the posts. This installation method meets the following loading conditions: 200 pound point load on top rail 50 plf load on top rail, vertical or horizontal - commercial applications 25 psf uniform load on infill panel Wind load for 85 mph exp C @ 35' above grade Installation components are is specified in the Hansen Architectural Systems railing details. For 42" high rails the maximum post spacing is 5 feet on center and for 36" high maximum post spacing is 6 feet on center. The screws used to attach the base plates are AISI 4037 alloy steel fabricated in accordance with SAE J429 Grade 8 and coated with Magni 550 for corrosion protection. The fasteners connecting the base plates to the structure shall have a minimum withdrawal strength of 823 lbs for 36" high rails and 1,200 lbs for 42" high rails. Refer to the attached calculations and details for additional information. For these conditions the railing meets or exceeds all requirements of the 1997 Uniform Building Code, 2000 and 2003 International Building Codes and 2000 and 2005 Aluminum Design Manuals. If you have any questions please call me at 253 - 858 -0855. Edward Robison, P.E. Attachment - Calculations 8 pages Baseplate screw info - 3 pages i ROF ESSI, EU PAOF C ' 'O ` En `9,* �(� 0 C. R O' 1 � ,T oGIN - '*` ` , G t �AS�� f it a e 4 ; �<c, Q - < j 2 ' 181 E T ki; 'z COWARD C. � C� Q O � /'-- ` , ' - k> ,,! a •". . w N C 6 • R ' 1 OREGON 29129 , ply, n• ��.. -'* ...i 'CO I a 8 �S E� 4508 Park Lane NW 253 -858 -0855 Gig Harbor, WA 98335 ..1 I I 1 POs - S f r -eiJ -1h 1 6 CO S 75 or 6061 r r.„ =-.E 0,66-3 ;01" op . ---) S 0,72.6 ifl i 1--- --= o,ciz..5 fp _ i .-) T -= 0,79 0/19 { G / Pa cam /t ape k +.-/--/ r S — kt /C a wo,.b le- bena..ji, s - Fre.mss IA17M Tcbfi. 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I I 2. eas CP I Gis H.37 5 I .1 fax "moil? vrl? pos# rnor en-i- for base p J -k- Sire n,. ,r / = Z - J 730 - 1 1,375 11 t,S . i �, frr►►' .Fac or screws 4-0 p 0 /4- z - S 3/ #' - Lie 1 Z , Z3 Z. * Oat/ "r Z ,1880 n Z.z9 r- 45 73 When 1/3 Sires to ;s #: /oW -' 8, 5 73 - -� . / y 3©- { For- -f &c 1QrS o ' Sot_1c 19 hifr ►' ? vm Pe s ii f'7an v &/ Secltorl 5.3 Z-1 4 trirpi 17aS OREGON 440 8. A d'L Civil Engineering 4508 Park Ln NW ' / It / z°°4 Gig Harbor, WA. 98335 253- 858 - 0355 qarlsien G&Ar read To (at' / 307x 6 15 r 0. Z 8 E3 i.1 VY 5 0, 633 41 5, 0 0, d ZS Z 0 Yy r /, Z7 ir? 1 vser4 cheI for IYY 0. 156 0, 0 Z3 MY Syy 0. 125 /6 5Ax 0,0 ff A ilopvc,blc, 54ressr.:3 F (Co 3 /4 ) `" 2'/ 9,36 , z 7 f3o-s ee4 o 6 max pos4 5pet.ciry, r ct, = Z.3,7 — 0.12. I 7,.7a I<S1 M — 17-78 (0, 4334- 0,125) 13 44- hon Ver !& I I o_ S A vrt A b 1-0 re) rck; I ror ver ircal oasd 1:34oPoro 4 -i cor = Iq Mut v er4. 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" - O I ZS" 3 '15 3.8 For Rad Connec /(o i Bl — CZ) .5G > rews each - Z•3�15 470 # F;r lc' - + rail Connec4►-on bra.eke ..s ( - 4 ) - 3 Y 5 = 4f0 For 1'n fir' /1 inser-4- _o +op & ) c. ,'r'ec- bear ► -'or ori ov c ct,5 an vp 11'14 for clown war Torc.e rnVs# be .2pheJ. #AterlA +op ro41 berr'fy" e i Shear 54rorg.1h 0-P -lap r al'I Conntch'oo �o do Cet.r1 be creased- b &cUt i-- or Z o .I 'd- ort&/ ,'6 re W$ u p 4 - o Li *0 rn & ) ( S • 3'I S 13 giO 44. E eh'L Civil Engineering 4508 Park Ln NW Gig Harbor, WA 98335 253 - 8584)8,55 Hansen Gvarci r'a d G f ms s panel S-1 r 1-h Fv IJy 4-ern perect. glass F > ZQ ksr For- Vi II G lass pane/ W /-4-h Svppar+ oft 1 a ion", fop a »cI b o tiLom e 4es S = ' . az D.IZS in Allowable load based or Sae f -'ac for o4 I r c 2 l 1 " zo 5 K51 j M p , '! - 1 ZS • �' 000 = 6 ZS "' � 2, �8 a� 1' i /g' 11 ow�b1� pAn,el f r 25 p /oa 52;05 Z.S h/ ctx ren cam IN r''J 10 c_ Poi. 3 6 pestle / t,✓,��l % a ll oi,) bIc $ - frrss Jr} c rro$e .r wi•rc /aa 1 \A/ 52 c)8 - I,? p si' ( / &SS bGar'i S-fre.SS' 5 kSi V . 12 3 pn 2 p erf o o+ _ o k ! es'L Civic Engineering 4508 Park Ln NW Gig Harbor, WA 98335 253 - 858-0855. V y f !cal , {/Arc] r-ad sect t ?� Kes►'deo 4►a.1 Q / 3C et 4,:s3- v arty pkceon 1 top (Ail 1 — toadies Fey lac /ce37.7, i -- zva# Cone 1oa-d. For_ I post Su rds r, J oa_d 'Wa 36 "= 772o /1 Pe I SC. M 07. 1,3 %3 Sf�si i icrease is &. /io wed, C. ®mroe r c, o f f t o c& L car . � Sdp/O- or zrloPGo� r -' z ' yz a900" - Ok nD sass I t crca.Se Cone For 50 pl-P. I ,'vim load app / y 17, - fress cruse- Co_ /cam /S - exl/o.vable p©siL' Seac ir: G c y P' /1 4 130 M 5o1.r -5,Vz 544p &o.') fq 73 + N'0 -5 5 // 930 ;. 5 /y ` 5' �/ 50 ( ) 5e 5 r o - Por - irlaX frn tin') pos4 spay' Toc c omerier^c,a_I a. pp IfccJ ions Mr 54-41e.: �7 IL Anchor- S4 I 7Z.00' QZ3 r _ /osoo I z res z • ci, 375" Com z- 9,375 E eh'L Civil Enginecrin: 4508 Park Ln NW Gig Harbor, WA 98335 253 - 858 -0855 l , 5' a 1-"----L741. ii " . ----------- i .# 4-.6 - 7... . Ir-:** .. : f ******* ' 1 K. • 14 -10 . -. , 1 MAJOR .254 MINOR - . .248 188 0 „ Rer - s tini PDT i4 R...44 75 t 4 PPI I0.1. - ( 1 ) .2 - 1 184 a ;1 .t alird,SN.S/ cvo.5 / fig-e- Per( rp. 5 i s M OS a ISAR '' hi. Q 3"r 1../..By ca '- - 5116" 4 1.X1 li t -3 :75 fti f1 tS>O �, r?e 1 re p c. mee,i o•f- It Icr= 7v"' �v.b� -,u rn .0 12 es' i ii t'(}�va! Sec . ! - r n 5' z , f . New Scfew a I(o» — AISI 4037 Category Steel Class Alloy steel Type Standard Common Molybdenum steel Names Designations United States: AMS 6300 , ASTM A322 , ASTM A331 , ASTM A519 , ASTM A547 , SAE 3404 , SAE J412 , SAE 3770 , UNS G40370 Composition Element Weight Dih C 0.35 -040 Mn 0.70-0.90 p 0.035 (max) S 0.04 (max) Si 0.15 -0.30 Ma 0.20 -0.30 Mechanics! P roperties Properties Conditions T ( °C) Treatment Poisson's Ratio 0,27 -0.30 25 Elastic Modulus (GPa) 190 25 Tensile Strength (Mpa) 1027 M 1 051' Yield Strength (MPa) 758 = / / K5 411 quenched, fine grained, 25 tempered at 205 °C more Reduction 6 Reduction in Area (%) 38 Hardness (KB) 310 25 oil quenched, fine grained, tempered at 205 °C more 4 ' MAGNI 550 PRODUCT DESCRIPTION: KEY ADVANTAGES: MAGNI 550, formerly known as Dorrltech nr Consistent torque tension relationship without the Magnigar(i Silver 17, features an aluminum- need for post coating lubricants pigmented organic topcoat over zinc or zinc alloy Resists electrolytic Glad chemical perforation plating. The thcrmnsfi•ttil1g epoxy - based topcoat creates a durable barrier surface and the zinc plating 1 Provides exceptional galvanic corrosion protection provides tcat.ho Jie protection of the steel substrate against aluminum and other metals When tht; toileoat is punrirtted. This system is 1 Resistant to automotive fuels and fluids engineered to provide extended f eld life and improve mechanical performance of fasteners such as nuts. Olt is a thin Film, covrrinti vutrrplex stlapes bolts, clips, clamps, and springs. thoroughly and uniformly APPEARANCE: Si {ver /Gray I Can be a cost effective alternative to cadmium, zinc alloys, and stainless ct<'rl PERFORMANCE DATA; li Pratrets against atmospheric corrosion Sall Spray ASTM 13117 1000 hour's K Factor 0,17 +/- 0.03 ! Chip r'rsiStant Humidify /Adhesion FL'fM BI 10G -01 Grate 1 or bitter LP 463PB -9 -01 yti hours /FUSS - SPEC1Ft{'ATIUtvS: GM44GSP /GM9071P Qti hours /PosS INSA M2lP2G - A22 (5427) (Ford Motor Cuatitaie?) APPLICATION: GM 7113M (General Motors) MAGNI 550 can be applied using the clip /spin PS -9295 (Chrysler Corporation) Nnrt'tSS. It • cut also be spray milled, allowing ltrr area; to be ;electively unasked or when liar! 11M- HCSK- I1151:1 1:' 1 Uvuttnr'r Curparat, configuration irrtwnls bulk prutn•s fits (Iipislmt technology is a hulk ;motivation pruveN$ that n1ltnvN cu:IUngS In he applied in an ecunurnicul runner. Parts an. placed in a mesh ha%kei arrd whim into file coating, Flit. bask''l IS trlt'tt it'Olurveu it OM lhv ;rdtrtitut aittl is rcrttrilrnic•d lrr rt•aluvt (a:uI recover) extrss coating. this spimilitg process ;rrltivvuti objeelive irl t•rr :ttirtt) ai Cltrrt'.S and tutilurrrrty. h:nalty, thy. pm:. ;Iry .irnrtl, teut.ny :r ir,n :rttlt', Il jllly t'nrr :»i4rrt rt'a : >l.nrl eu;ulnia. 1\4 �GN j rtgi iet't t d Coat imp. - Irl1Ori)1ri11O ( ;t (illilt'l I1t'tiurtI hl1el', (Xtl'f'Itlilltl i)ii;iI1l t Il`t'. s -- EXPIRED MiTek® rd /izior 130102007-06460 POWER TO PERFORM. "' "ez' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: J071210 Fax 916/676 -1909 J071210 MONTE VAN STRUCT. PDX, OR The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Lumbermen's Bldg Center - Clackamas,OR. Pages or sheets covered by this seal: R27416143 thru R27416144 My license renewal date for the state of Oregon is June 30, 2008. 0 No excepioons taken C3 Make corrections noted ® Rejected ® Revise and resubmit Checking is only for general conformance with the design concept of the circled and general compliance with the information given in the Contract Documents. Any action shown is subject to the requirements of the Plans and Specifications. C :,r:acior is responsible for dimensions, which shall be confirmed and correlated at ': '..) site, fabrication processes and techniques of construction, coordination of - yk with That of all other trades and the satisfactory performance of his work. ��yGttUEF `� t?'/ o1 BY: Q 16890PE p <' r T & /�p4 ' 4` pk�'�,T':ti'3Mr & DE!!GN �A OR. a �� , ix City of Tigard Approved Plans By ... *12__ Date .1.a- : - EX•IRATION D' 0/08 December 12,2007 Tingey, Palmer S 424 1i a ukct The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. OFFICE COPY • Job ° Truss Truss Type Qty Ply J071210 MONTE VAN STRUCT. PDX, OR R27416143 J071210 A FLOOR 20 1 Job Reference (optional) Lumbermens Clackamas Truss, Clackamas,OR 97015 7.020 s Nov 9 2007 MiTek Industries, Inc. Wed Dec 12 14:24:22 2007 Page 1 I 6-2 -12 I 12 -3-14 I 14 -0-0 i 6 -2 -12 6 -1 -2 1 -8 -2 Scale = 1:23.8 1.504 II 304 = 1.5x4 II 3x4 = 1.5x4 II 2 3 4 5 3x4 = 6 • 0 1:1 11:1-- i e ° I 103" = V ■ , ► 7 3x4 = 3x8 = 3x4 = I 6 6 - -1p 12 - 3 - 14 I 14 I 6 - 0 - 12 6-1 -2 1 -8-2 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.00 TC 0.46 Vert(LL) 0.01 8-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.01 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) -0.01 8 n/a n/a BCDL 8.0 Code IBC2006/TPI2002 (Matrix) Weight: 60 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, BOT CHORD 2 x 4 DF No.1 &Btr G except end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb /size) 9= 1082/0 -5-8, 8= 161/0 -7 -12 Max Uplift 8= -37(LC 4) Max Gray 9= 1098(LC 2), 8= 368(LC 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -10= 110/0, 1-2=-36/0, 2- 3= 0/1437, 3-4= 0/1437, 4-5=-28/107, 5-6=-8/14, 6-7=-69/22 BOT CHORD 9-10=-322/0, 8 -9= 766/186, 7-8 =- 107/28 WEBS 3-9=-306/0, 5-8 =- 258/0, 4-9 =- 1068/0, 4-8= 201/698, 5-7= 49/135, 2 -9= 1180/0, 2 -10 =0/381 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 8. 4) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/7P1 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard � �R fG D PR OFES S �NGIN 9 � o 4117, . 1 i .- r 41 S.1 INA EXPIRATION DATE: 06/30/08 December 12,2007 1 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ffiTEE SDI-7473 PAGE 1-7473 BEFORE USE. ' Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding swmw..- fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, D59 -89 and ICSI1 Building Component Safety information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply J071210 MONTE VAN STRUCT. PDX, OR R27416144 J071210 BP FLAT 38 1 3x4 I I Job Reference (optional) Lumbermen Clackamas Truss, Cladcamas,OR 97015 -1129 7.020 s Nov 9 2007 MiTek Industries, Inc. Wed Dec 12 11:04:59 2007 Page 1 1 2 3x4 = 3 4 7 -2 -5 1 -2 -5 Scale = 1:8.4 \\ 3x4 I I 3x4 = 8 7 6 5 1 -2 -5 1 -2 -5 LOADING (psf) SPACING 1-4 -0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.00 TC 0.01 Vert(LL) 0.00 7 "" 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 8.0 Code IBC2003/TPI2002 (Matrix) Weight: 6 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1 -2 -5 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 7 =54 /Mechanical, 6 =54 /Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-48/0, 1- 2 =0/0, 2- 3 =0 /0, 3- 4 =0/0, 3- 6=48/0 BOT CHORD 7- 8 =0/0, 6- 7 = -0 /0, 5 -6 =0 /0 WEBS 2 -6 =0 /0 NOTES 1) This truss is not designed to be used as a floor truss. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PR Qp Q •.,: fi t' .410 O - s GO ,,o - Ty r/ ., /21 �(<, RS. EXPIRATION DATE: 06/30/08 December 12,2007 A WARNING - VertJy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USG Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. e Applicability of design poramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stablity during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison. WI 53719. Cams Heights, CA, 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft -in- sixteenths Damage or Personal Injury Mil Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 4.1.44k, Apand f ply ully plates embed to both sides teeth of truss I 1. Additional stability bracing for truss system, e.g. diagonal or x- bracing, is always required. See BCSII. 2. Truss bracing must be designed by an engineer. For 0 - 1 46" 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. MUM 4 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U ■2 designer, erection supervisor, property owner and plates 0 hd' from outside o U all other interested parties. il edge of truss. c» C6 C5 O 5. Cut members to bear tightly against each other. BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that 11P Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or purfins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. ■ME� reaction section indicates joint IMA number where bearings occur. ®MS ® 17. Install and load vertically unless indicated otherwise. _.1 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI /TPI l : National Design Specification for Metal 19 Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.;� and pictures) before use. Reviewing pictures alone ' DSB -89: Design Standard for Bracing. is not sufficient. BCSII : Building Component Safety Information, 20. Design assumes manufacture in accordance with . Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 10570 SE Washington Street 0 . f10 Suite 210 Portland, OR 97216 o'JIL & STRUCTURAL, ENGINEERS 10570 503 -254 -6292 Fax 503 -254 -6761 RE P. v P 2o07- O4 P December 13, 2007 PROJECT: e Print — Floor Addition 9970 SW Greenburg Rd. Tigard, OR SUBJECT: Beam Location Discussion: "B2" has been installed approximately 2.5' from the adjacent wall as indicated in the clouded area on the attached section instead of at the location indicated on sheet 1 of the structural calculations dated 8- 29 -07. Recommendation: "B2" has been analyzed for higher loads due to the cantilever condition of the floor joists bearing on it. As indicated on the attached section, a min. 6.75" X 18" 24F -V4 GLB is adequate at this location. Sincerely, Todd Rowell w City of Tigard /GIN � F .Q % Bp ?rovedi Plans Q / , 5 67P ∎ (' � �° � r�tC �� b at / � `r 7 . � I /��r0 OREGON /‘ o T 22,'� � T. RO I EXPIRES: DEC. 31, a�_ OFFICE COPY . A22.1IM..JPICT - Wednesday, November 28, 2007 / 907 AM C : ' 0 NEW GUARD RAL 42• HOT ' Pr int 9970 SW GREENBURG RD. 3.75 x 16 Tlmbersb+M end cap ' LAP /4' PyWd SHEATHING TIGARD OR. MIN. OVER EXISTING FLOOR S 9X SOLID BLOCKING 9X SCUD BLOCKING 1.76 x 16 TI berennd end cap `f — I 1 1 -ill- 1 " !' . i L v S 210 Q Z ®1r engineered Floor Joists A 2 r . 2 a pII EX NG JOISTS *HMO MI SUP TRACK -" CPYING !10 < 1 g X. 8 • • • eLOaara _ NEW 6IVO ' 2A G -v 4 Mil FASTEN EXISTING 24FD4 MS c_ ` c> t 'z.5 J018T • as ' rows o1 SOS .28.6' 1 Laps @18'ocTYP. NEW 6.EX1.6 26 GA •16"OC 5 _ METAL STUD WALL • (NON- BEARING) i w16/6' Gyp Ed. ee.Side • 1. EXISTING 2X6 WALL ROWEL ENGINEERING AND DESIGN _ 105 70 SE WASHINGTON ST. \ PORTLAND. OREGON 9.218 603.264.6292 I REVISED 11 -21 -07 1- SECTION A 2.2 1 " =1' SCALE 1 LoAotiVG- - A T - 1 -- ��_ C 0 L 4- c--151_.,%167) q - 7 g L; ' o g c d "L 438L os r� c„DC) t=s,- ROWELL ENGINEERING & DESIGN By Date Project Sheet of Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.7 By: BGH , Rowell Engineering on: 12 -13 -2007 : 09:17:26 AM Project: E -PRINT - Location: B2.12.13.07.rev Summary: 6.75 IN x 18.0 IN x 26.0 FT (23 + 3) / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 2.6% Controlling Factor: Moment of Inertia / Depth Required 17.85 In Center Span Deflections: Dead Load: DLD- Center= 0.14 IN Live Load: LLD - Center= 0.47 IN = L/591 Total Load: TLD- Center= 0.61 IN = L/454 Right Cantilever Deflections: Dead Load: DLD - Riqht= -0.06 IN Live Load: LLD - Right= -0.19 IN = 2L/369 Total Load: TLD- Right= -0.25 IN = 2L/286 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 5037 LB Dead Load: DL- Rxn -A= 1555 LB Total Load: TL- Rxn -A= 6592 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.50 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 6437 LB Dead Load: DL- Rxn -B= 2021 LB Total Load: TL- Rxn -B= 8458 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.93 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 23.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 23.0 FT Right Cantilever Length: L3= 3.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 3.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 438 PLF Dead Load: wD -2= 108 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT -2= 576 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 438 PLF Dead Load: wD -3= 108 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT -3= 576 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ev= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Tension): Fb'= 2224 PS Adjustment Factors: Cd =1.00 Cv =0.93 Fv': Fv'= 240 PS Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 37748 FT -LB 11.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 5937 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 203.68 N3 S= 364.50 N3 Area (Shear): Areq= 37.11 N2 A= 121.50 N2 Moment of Inertia (Deflection): Ireq= 3197.17 N4 1= 3280.50 N4 Multi- Loaded Beam' 2003 International Building Code (01 NDS)1 Ver: 6.00.7 By: BGH , Rowell Engineering on: 12 -13 -2007 : 09:17:26 AM Proiect: E -PRINT - Location: J1.rev.12/13/07 Summary: 1.5 IN x 13.25 IN x 20.5 FT (6 + 12 + 2.5) / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 29.2% Controlling Factor: Section Modulus / Depth Required 11.66 In Left Cantilever Deflections: Dead Load: DLD -Left= 0.01 IN Live Load: LLD -Left= 0.12 IN = 2L/1228 Total Load: TLD -Left= 0.13 IN = 2L/1123 Center Span Deflections: Dead Load: DLD- Center= 0.00 IN Live Load: LLD - Center= 0.05 IN = L/2872 Total Load: TLD- Center= 0.05 IN = L/2640 Right Cantilever Deflections: Dead Load: DLD - Right= 0.00 IN Live Load: LLD - Right= -0.03 IN = 2L/1795 Total Load: TLD- Right= -0.04 IN = 2L/1649 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 675 LB Dead Load: DL- Rxn -A= 196 LB Total Load: TL- Rxn -A= 871 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.93 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 438 LB Dead Load: DL- Rxn -B= 108 LB Total Load: TL- Rxn -B= 546 LB Desian For Uplift Loads (Includes Uplift Factor of Safetv) Rxn -B -min= -3 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.58 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Cantilever Length: L1= • 6.0 FT Left Cantilever Unbraced Length -Top of Beam: Lu1 -Top= 0.0 FT Left Cantilever Unbraced Length -Bottom of Beam: Lu1- Bottom= 6.0 FT Center Span Length: L2= 12.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 12.0 FT Right Cantilever Length: L3= 2.5 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 2.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Left Cantilever Loading: Uniform Load: Live Load: wL -1= 50 PLF Dead Load: wD -1= 10 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT -1= 65 PLF Center Span Loading: Uniform Load: Live Load: wL -2= 50 PLF Dead Load: wD -2= 10 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT -2= 65 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 50 PLF Dead Load: wD -3= 10 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT -3= 65 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 412 PSI Adjustment Factors: Cd =1.00 CI =0.51 Cf =0.90 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -1167 FT -LB Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2. 3 Controlling Shear: V= 412 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Page: 3 Multi- Loaded Beam( 2003 International Building Code (01 NDSI 1 Ver: 6.00.7 By: BGH , Rowell Engineering on: 12 -13 -2007 : 09:17:26 AM Project: E -PRINT - Location: J1.rev.12/13/07 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 33.97 N3 S= 43.89 N3 Area (Shear): Areq= 3.44 N2 A= 19.88 N2 Moment of Inertia (Deflection): Ireq= 85.25 N4 1= 290.78 N4 . /_ ROWELL ENIM 1KEER �J P % DE�� §� O �, 0 10570 SE Washington St. Suite 210 CIVIL — STRUCTURAL ENGINEER Portland, OR 97216 _I Tel. 503 - 254 -6292 Fax 503 - 254 -6761 6 bf P266 7 -' 00 ceso STRUCTURAL CALCULATIONS August 29, 2007 13P EP , D e Print - Floor Addition 9 970 SW Greenburg Rd. e U �Opi �uHHD Tig OR SO ON 2006 IBC /2007 OSSC • Von Structures 13055 SW Hart Rd DEFERRED Beaverton, OR 97008 Fire Sprinkler --- 503- 469 -9702 Fire Alarm --- Mechanical owmor Plumbing --- �ED PR Ope- Electrical �� �GIN�F S � Truss Engineering L �Ci 9 Shop Drawings i 58367 r Other Z t / 7 AI 7 G^u RAs j� OR EGO fL 4 v . /0 "1 :22, 19 ' \:," T . RO' 1 EXPIRES: DEC. 3, , (28 EXCLUSION EXCLUSIONDELIABELLTIES 1. DISCLAIMER AND RFI.F.ASF BUYER HEREBY WAIVES, RELEASES AND RENOUNCES ALL WARRANTIES (EXPRESS OR IMPLIED), OBLIGATIONS, AND LIABILITIES OF ROWELL ENGINEERING & DESIGN, INC. AND ALL OTHER RIGHTS, CLAIMS AND REMEDIES AGAINST ROWELL ENGINEERING & DESIGN, INC. (EXPRESS OR IMPLIED) WITH RESPECT TO ANY NONCONFORMITY, IMPROPER INSTALLATION, WORKMANSHIP OR MATERIALS. II. F.XCI OF CONSEQI IFNTIAI. AND OTHFR DAMAGES ROWELL ENGINEERING & DESIGN, INC. SHALL HAVE NO OBLIGATION OF LIABILITY, WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY), TORT (INCLUDING ACTIVE, PASSIVE OR IMPUTED NEGLIGENCE) OR OTHERWISE, FOR LOSS OF USE, REVENUE OR PROFIT, OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES. III. THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. 76"-0" . 6 '- ,_,...,.. 1`1A \ \\\ \ \ \V A\ , '' A\ \ \ \\ \ \ \ \ \\\ \ \. 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'�� 5rcet. e.,e'+ II .. _ \ e,n.r. 5ee_ Q I 1 - STARS OP' 1.1Nisi 3C ` " _ 1 1_ >� � . rro..� ` -0 / FRAMING SCHEMATIC FIRST FLOOR MODI AT1ON PLAN 2 NOTE: ALL NEW WORK IN RED ` 76 l_Ott , ' r ( (,� p:, k -6" IF 0. • 03 � 111 [ LAV \ LAV IN N �, ...c...r.r�� = P r illt .... OPY AND BINDING 9970 GREENBURt RD. TIGARD, OR. EXISTING PRESS ROOM N i CO ; ,_t a� Cdr � ! " - - - ��R; 3' 01 ' 8 " ' -z,. I\ , ." .. MD W.U.S 0 t=1 5 p A. PN5 E A_ w a.sc lisw t U last //� [ ((� y► �'x4'X2 0 ,.\ NEWcvrcca LOBBYT �' ataF sots . AO ••,, ' (5) N.N. yr %MN% "xexxxxxtixW NW ANN ti 4 'Aria tc A. WAY Q: t N. i q .2- : rte`• vet, \ CAri NETE co ' comes -0. OFF CE \ £LE L} • .1►�i i I L _ 3 k EXT STARS UP Ilimuil it .4; 11111111111111 .■° 3Q E .._ 17 / _ 29 H E —O / 0" J / FOUNDATION M 1 F TONS PLAN FIRST FLOOR MODICAT1 ON PLAN t 1 4 '+ 1 /4 r A-56 4 P vi, sr Pl-4T -r 0 Q _ \ L io" 5 / 1 8 " a2 t3oLr r\--P. o r= ( ) 1 i 5/ N ‘ T. 1 -'r 1 l� s 3C TM 114 N\ ,-,-, Y4_ V Y4 / H4 I - 1 � N :r- %rCr■l P 2 PI-.A 46 Nr L. YiorN 10"x, o „ s ‘, ,— g 1 . - s - C,PLVV\rr A3b 5tim 3 R 6'` - - 'S C G P %-- A N P L. A..r 't ..L nt o ► s t ;'«tv G-twv \ LEY r. t-. L\ r.( At" V .r-- s r 0 pc) A A ��� k, I 11 x GiN1PC>If" iiiiiMMIIIIr , _I .i 65r 5 112 .rrn pr (4) ' ((' QD 0 C- - A 1 t___ '-' 1 . ) ROWELL ENGINEERING & DESIGN By Date Project Sheet of t n U 4- II 4 " r A - 5 6 5 'i r,../ A L \..._ P L. ta,T c\ A It \ Sj$,t 4 7 pc-5 6 5 i. � S 1 0� Ex ?ANSbtf r 6-r L.s.. "IP- X S il o— Al 0 • 2 1 6 IR Y , ILI 4 , ` /$‘. - r. A3C, 5 _ S C"'1/4 (T'YP Or= (.2) �; Ni r V 1r'.,f I. rc - 7-- r 5%D,, V Ir�,...,/ 0 T'AlL ql ROWELL ENGINEERING & DESIGN By Date Project Sheet of __ x, t 5 t t Nr c,. 6 L. t.... • O t3 1... CI c- t 1 C.-/ C P Cr- '...r C7 Q 0 C3 A C.. t'-� • CA. - istAo‘,...t iNf (.)---- \ `.16" rt n3 _y l - il 1 E-)\ i 51 • N" C._ w C7 0 9 r % Sr i O w' S 1 6. 6. a %'2, p o L, 0 C. - 1 — A..% 1_, (3 rr wbc)P r'_ -,c.„si- 5 1 P'\ P s CD NT 1 t! 1- 1-4 A. Cr-- C' . C. c c.- = 'I A t ■ L. t IV G- . U AI '-- -- 7 - II t= t_ oo�. s H t. Al tit t IV (,- i I C I S ° � — (�.)�, ci.,../- S1 Mr ."'. o Nr '5 p ► /4" P\ G ,\ L ri.C,..i 5 ® 1 6 ® o C, t =xt5'r- 1 tsf •.I00P S -30t r vt_ 1- pm,.prH r -v P., c)..,1rr G— 0 f_ ,', \ k_._ 0 • ROWELL ENGINEERING & DESIGN By Date Project Sheet of . (..--)(' d 0 I. - I s" T t y\12,C . ',Q N(0 `C 0 C-r 111! ___ r (23 a% p.,f S 5/gt N E x p A tsr 5 I ca Mit -tcsik) S t N\ r s o N S ' -r 6 ) 3 0.C. t S ` ` c ri e o t-► A '.rG- E 'er Dom;:A., 8 ., ROWELL ENGINEERING & DESIGN By Date Project Sheet of A ( r\r"G— 0f C,- 2, A.tv'\ 3 1 (50� Ip ..D) (.3% I A -- 562 L} Sq 7 13 1 E x " 2.4 V 4 (-LV t c ` 11 ..5‘ 1 -1. 1G00 3 — I �� E� - L 4 F -,- V 4 C- L r) i , 5 +- 1 18 n= ISO 10 40 * " ISO P5i ►o "*.‘ o„ 5 6$' A34 5T. 5. P. ROWELL ENGINEERING & DESIGN By Date Project Sheet of -/..) ) Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.7 By: BGH , Rowell Engineering on: 08 -21 -2007 : 2:20:47 PM Protect: E -PRINT - Location: J1 . Summary: 1.5 IN x 13.25 IN x 20.5 FT (14.5 + 6) / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 11.0% Controlling Factor: Section Modulus / Depth Required 12.57 In Center Span Deflections: • Dead Load: DLD- Center= 0.02 IN Live Load: LLD - Center= 0.11 IN = L/1628 Total Load: TLD- Center= 0.13 IN = L/1386 Right Cantilever Deflections: Dead Load: DLD - Right= 0.00 IN Live Load: LLD - Right= -0.14 IN = 2L/1017 Total Load: TLD- Right= -0.15 IN = 2L/987 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 362 LB Dead Load: DL- Rxn -A= 89 LB Total Load: TL- Rxn -A= 452 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn -A -min= -3 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.48 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 725 LB Dead Load: DL- Rxn -B= 215 LB Total Load: TL- Rxn -B= 939 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.00 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 14.5 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 14.5 FT Right Cantilever Length: L3= 6.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 50 PLF Dead Load: wD -2= 10 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT -2= 65 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 50 PLF Dead Load: wD -3= 10 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT -3= 65 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 354 PSI Adjustment Factors: Cd =1.00 CI =0.44 Cf =0.90 Fv': Fv'= 180 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= -1167 FT -LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 3 Controlling Shear: V= 551 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 39.53 N3 S= 43.89 N3 Area (Shear): Areq= 4.59 N2 A= 19.88 N2 Moment of Inertia (Deflection): Imo= 102.88 N4 1= 290.78 N4 . • e t i r" Cl i Multi- Loaded Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.7 ----/ By: BGH , Rowell Engineering on: 08 -21 -2007 : 2:20:46 PM Project: E -PRINT - Location: B1 Summary: 5.125 IN x 18.0 IN x 29.5 FT (18 + 11.5) / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 41.6% Controlling Factor: Section Modulus / Depth Required 15.13 In Center Span Deflections: • Dead Load: DLD- Center= 0.07 IN Live Load: LLD - Center= 0.24 IN = L/886 Total Load: TLD- Center= 0.31 IN = L/688 Right Span Deflections: Dead Load: DLD - Right= -0.01 IN Live Load: LLD - Right= -0.06 IN = L/2355 Total Load: TLD- Right= -0.07 IN = L/2106 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 5530 LB Dead Load: DL- Rxn -A= 1740 LB Total Load: TL- Rxn -A= 7269 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.18 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 13257 LB Dead Load: DL- Rxn -B= 4406 LB Total Load: TL- Rxn -B= 17663 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 5.30 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 1459 LB Dead Load: DL- Rxn -C= 98 LB Total Load: TL- Rxn -C= 1557 LB Design For Uplift Loads (Includes Uplift Factor of Safety) Rxn - C - min= - 1492 LB Bearing Length Required (Beam only, support capacity not checked): BL -C= 0.47 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 18.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 18.0 FT Right Span Length: L3= 11.5 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3 - Bottom= 11.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 725 PLF Dead Load: wD -2= 215 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT -2= 962 PLF Right Span Loading: Uniform Load: Live Load: wL -3= 0 PLF Dead Load: wD -3= 0 PLF Beam Self Weight: BSW= 22 PLF Total Load: wT -3= 22 PLF Point Load 1 Live Load: PL1 -3= 0 LB Dead Load: PD1 -3= 100 LB Location (From left end of span): X1 -3= 7.5 FT Trapezoidal Load 1 Left Live Load: TRL- Left-1 -3= 725 PLF Left Dead Load: TRD- Left -1 -3= 215 PLF Right Live Load: TRL - Right -1 -3= 725 PLF Right Dead Load: TRD- Right -1 -3= 215 PLF Load Start: A -1 -3= 0.0 FT Load End: B -1 -3= 7.5 FT Load Length: C -1 -3= 7.5 FT Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS • Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1761 PS Adjustment Factors: Cd =1.00 CI =0.95 Cv =0.99 Fv': Fv'= 240 PS Adiustment Factors: Cd =1.00 Design Requirements: . - Page: 2 Multi- Loaded Beam( 2003 International Building Code (01 NDS11 Ver: 6.00.7 By: BGH , Rowell Engineering on: 08 -21 -2007 : 2:20:46 PM • Project: E -PRINT - Location: B1 Controlling Moment: M= -28677 FT -LB Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 • Controlling Shear: V= 10255 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 195.42 N3 S= 276.75 N3 Area (Shear): Areq= 64.09 N2 A= 92.25 N2 Moment of Inertia (Deflection): keg= 1011.70 N4 I= 2490.75 N4 Multi Loaded Beam( 2003 International Building Code (01 NDS)1 Ver. 6.00.7 (9.> By: BGH , Rowell Engineering on: 08 -21 -2007 : 2:20:46 PM Project: E -PRINT - Location: B2 Summary: 6.75 IN x 18.0 IN x 26.0 FT (23 + 3) / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 24.1% Controlling Factor: Moment of Inertia / Depth Required 16.75 In Center Span Deflections: • Dead Load: DLD- Center- 0.12 IN Live Load: LLD - Center= 0.39 IN = L/715 Total Load: TLD- Center= 0.51 IN = L/544 Right Cantilever Deflections: Dead Load: DLD - Right= -0.05 IN Live Load: LLD - Right= -0.16 IN = 2L/447 Total Load: TLD- Right= -0.21 IN = 2L/343 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 4163 LB Dead Load: DL- Rxn -A= 1340 LB Total Load: TL- Rxn -A= 5503 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.25 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 5320 LB Dead Load: DL- Rxn -B= 1742 LB Total Load: TL- Rxn -B= 7062 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.61 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 23.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 23.0 FT Right Cantilever Length: L3= 3.0 FT Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Cantilever Unbraced Length -Bottom of Beam: Lu3- Bottom= 3.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 362 PLF Dead Load: wD -2= 89 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT -2= 481 PLF Right Cantilever Loading: Uniform Load: Live Load: wL -3= 362 PLF Dead Load: wD -3= 89 PLF Beam Self Weight: BSW= 30 PLF Total Load: wT -3= 481 PLF Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb' (Tension): Fb'= 2224 PS Adjustment Factors: Cd =1.00 Cv =0.93 Fv': Fv'= 240 PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 31508 FT -LB 11.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 5620 LB At right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 170.01 N3 S= 364.50 N3 Area (Shear): Areq= 35.13 N2 A= 121.50 N2 • Moment of Inertia (Deflection): Ireq= 2642.41 N4 1= 3280.50 N4 t 76'-0" I 6' -6" t \,,,,,,\,,,,,,\\,\\\\,\,,,,,,, „,,, \ \ \ \, \ \ „ \ \,,,,,,,,,, \, \ \ \, 1,,,,, \ „ \, \\ \. \ \,\,,,,,,�• .N.w. \ \ \ \ \, \\,.. efFi OF TIGARD C ' 1. N.. Coniitionary Approved.............. [ ' EX 1ST N G EXISTING � See Letter to: Follow.«. r i LAV LAV �\ itxttnbe : �►r.».� �ay�o 1 ANA` _ Adcress. 91 74 ~ s w 4R ' ” "4 R r 1 ri. P - t � `. EX1STNG $y:, �AV Date:. _ COPY AND BINDING \\ RECEIVED 9970 S1N GREENBURG RD. ,. TIGARD OR. do P��F N \ S E P 1 1 ZOO/ � , � co � GIN Fss EXISTING PRESS ROOM _ CITYOETIGAflD � � ` � �F �� C r emove wall and door BUILDING DIVISION 58367P un der ex#isking beam t _ "WA / /// — — — — — — $ ' SPECIAL IN SPECT � '' - -• � � \ ' Sta of Oregon Str uctural - , a ��0 X1's” FETRO = ' T. RO N. conc. P AD 3 0X3 0X1 6 = U Concrete and Reinforcing Steel r r , canc. P AD _ ' ❑ Bolts Installed in Concre EXPIRES: DEC. 31 , - ] L+ J L t J F 0 Special Moment - Resisting Concrete Frame �, lia FTr `� Steel Tendons 0 Reinforcing Steel & Pr3stressing Ste s. axe METAL FILE ROOM s. Structural Welding 56t SH4L7- A I. I ,; ; ' ` r-- ❑ High-Strength Bolting = 8' _ O Structural Masonry T rfw ❑ Reinforced Gypsum Concrete LOBBY D.11 s - 30 v °°° r' '�''' Elf Insulating Concrete Fill b waaou _ � RO _ _ N. ❑ Spray Applied Fire - Resistive Materials WOOD L _ I 3 X1 '6” \ 0 Pilings, Drilled Piers and Caissons CO sum RERs cancP OFFICE 3'x7' 4 SOX '0 ' „ N ❑ Shotcrete \ „' 1 o eni con p 51E D _ , +� P l 9 : . L .. FTC A N. - O Special Grading, ExcavatioFilling I ❑ Smoke - Control Syste 1IVWO II EXT ST ARS UP I., N. - n bM>� t;-.S .-- N. ❑ Other Inspections - \ \ \\,,,,,, ► ►,\\,\ „ \, \,\ \ „ \\, \, \, \ \, \ \,,,,,,..... \ \\ \ \ \ \\ \ \ „3 • •J 23' -3” • 30_0” 1 1 -0” 29'_On way O -T -C 2. 4 e 72.4 xi.. SYS A/ �f f> ...4. Occupancy Load 21.. FD V'ELL EN G NE ERN G AND DE SI3N Construction Type .21 105 70 SE WASHINGTON ST. • Rated Corridor PORTLAND ,OREGON 97216 WALL LEGEND Energy Code 503.254E292 ® EXIST NG CMJ BLOCK WALL FOUNDATION MODIFICATIONS PLAT V esslbilltp - 1 I EX 1ST NG WOOD FRAMED WALL NEW 1 .5x5 E MTL STUD WALL A 1 1/8" Scale 1/8" SCALE OFFICE COPY 1. 7 7 {8" 1 1 ' -2 " 1. " 1. " SCALE 1" =1 ' 1 1 2" 1 1 2" e N 1.5" M • 5/8 " Anchor '" 1p Bolt TYP. A S A 1/4" A.S. 1/4" �,1 ATE. sr 1 1/4" 4 9 PLC _ Dario 1.5" Ill• i` TS Column per Ian i ~ 10 "x1 0" x5 /8" 1 1 t 1 J4" Z 1/4" ` 1/4" A36 St. Base Plate 1/4" r- Z ARV' 's`°` 's`°`. P"'E BASE PLATE DETAI 9970 SW GREENBURG RD. TIGARD, a R. COLUMN SADDLE DETAIL A Ep PROF existing conc. fir �� lei '- ... : .:: ..: :::.. :.::: ':': : ' : : : : :'' • ' : : :; .:: Z c t . 58367P r // existing con . fir - 1.5" fro dAE 0 a,,, N non- shrink grout °c r 22 ��� ± . ,r. , ° ' L 1 O T. F10 \1\1‘1 � 1.5" \ ■ ■ ■ _ ■ ■ non - shrink gout EXPIRES: DEC. 31, 05 . "° I (5) #4 Rebars ea.way N '., :-I U tel ter U CONCRETE P AD (4) #4 Rebars ea.wayl N. `` CONCRETE P AD / 4' -0" l 3 ' -0 „ I I I I \ I I I I -- 4 - - -I- -I 4- -- I I I I I I I I I I I I I I I I I I I I I I I I I I I I -- 7 - -- r -I r I r I I I I I I I I I See Base I I I I I I - - - PTa#e b1l.j - - - o I I See Base I I a - j AB[ VE I - I - in I I Plate $tl- I I I I I I I ABOVE I I I I I I I I I I I t I I _ _ 1 ____ — L J L I I I I I I I I ROWELL ENGINEERING AN D DESIGN (4) #4 Rebars ea.way , , 10S 70 SE WASHINGTON ST. I I I I 5) #4 Rebars ea.way PORTLAND, OREGON 97216 I I I I - - - r - 1 - - - 503.254 5292 \ I I I I • I I I I FTG . ' ' FT . ' B' 0 , 1 GO A 1 • 1 -w - 7 61 -0" 6'.6„ / \ \ \ \\\ \ \ \\ \ \\ \\\ .W.N. \ \\ \\\W.W.s \ \ \ \ \\\ \NN.W \ \ \ \ \\ W.N. \\ \\\ ice\ \ \ \\ \ \ \ \ \ \X I∎. \ \ \ \\\\\ \\ • N•�x \ \ \\x \xv.: 0, \ i \ Pr O. \ O.\ E €ISTNG EXISTNG to .... hi L C AV LAV _ I P riiat \ � 0 I .„ _ EXISTING COPY AND BINDING � t I 9970 SW GREENBURG RD. TIGARD, OR. I q ` ° PROF \ 011 I E XISTING PRESS ROOM �� remove wall and door i D 8 367P r - � \ under extisting beam I ,,,, r "/ -_ , I o w \ �4 I � 22, \`' \ \ T. R O \ I ( EXPIRES: DEC. 31, \ \ I IUD \ NEW 23CI META \ SILO WALLS FILE ROOM c TYP. \ \ LOBBY NEW \ WI STING I �� . ��\Nkt \titNN: � ' ' 1 N1 .N.N.A , 6 — 9 " 30v 68 DMal \ \ NAN \� r_ONGETE I l ■\ SUE 4�Al Y' \ 0 NEW DOM N. I 3'7cf St: WaoD \ m ci 1:6131 —II— I; OFFICE • 3'x7' " \ \\i opening op g REMOVE DO O .. \ II EXT ST ARS UP 1111 \ I 901 -011 71 -011 29 1 -011 111 Nt I ROWELL ENGNEERNG AND DESIGN 105 70 SE WASHINGTON ST. • WALL LEGEND PORTLAND, OREGON 97216 - 503.26416292 ® EXISTNG CMU BLOCK WALL FIRST FLOOR MODICAT1ON PLAN • 1 I EXIST FIG WOOD FRAMED WALL NEW 1 .5x55 MTL STUD WALL A 2 1 /8" Sole t 76'_O" 6 , - 6 ..A. \ \\\\\\\ ...... \\\\\\\\\\\\\\\\\\\\ ....\\............ ,\\\\., N. NN NN ■NNN NX\tmNN\t I \\\\\ I \\\\XV... .......\\N\\\\\N. \ I MIF \ EXISTING EXSTNG c k I Mk L C AV LAV , : • K., E ; I . r ]L ENT .S ' .;y m�\ *:o]L �`�� I p rint ,_ . , . COPY A I B NBIN 9970 SW GREENBURG RD. k Ni I TIGARD, OR. -• _ , Vsi K. E _ \ � � EO PRace T I �k c. < G INF F 9 % EXISTING PRESS ROOM 58367P y r o' al and do r I / � (1 ` \ n .ere i in II A f T A / - / / .�. /� . —cal c 2x� P I 2'x. ' � r. I OREGON \L ` \ .0.. am ... mu ......... ... ... ... ..1 .M ......... ... ......... ...I... ..g -:•! .. O 9) s I I lb CT 22, 1g � \ 1 i � T. R O`N � I EXPIRES: DEC. 31, fig__ NEW4X ' T \ I ' �. 3/4 P FEW ixc rErk lap 16" o I sna 14,4t1.5 e)astina Ii» . , X I t - - � i s'�� "s [ :',.• I C) CO • $ I I 1 P in LOBBY Tm. W CD . z A ,� t` sooaa \ "grim I _ 1 .75 x16 r z -- ill cniv+Eh I Timberstrand► ■�m.� s�FSu, �w Da�op . %7ZS� MEMII OL I mimic. 2sal 1 3'%r SCwoaD .a l ���l \ 6E4arr w.1 1. 15D AD C= lir I / I I 1 .7S xl 6 i.... AI' \ I 1 ���, �_r I�dger NEW4.4 TS COL * . 1 .��sr' I_ ii_ �s I �I .- " 11111 y beam * \ I I �� EXT STARS UP 1���� X 30�_0� r ' 7._0.. 6' SM 29 ._ 0 .. I • 1 I t • HOWELL ENGNEERNG AND DESIGN 105 70 SE WASHINGTON ST. WALL LEGEND FRAMING SCHEMATIC PORTLAND, OREGON 97216 GLB -A 5 1/8N18" FD24 50325416292 \\\\\‘‘\\' EXISTING CMJ BLOCK WALL GLB-8 6.75 x18 "FD24 FIRST FLOOR MODICATION PLAN EXISTING MOD FRAMED WALL NEW 1 .5x5 S MTL STUD WALL / 2 . 1 1/8" Scale NOTE: ALL NEW WORK IN RED 0 NEWGUARD RAIL 42" HGT 1 �Y ont ) Priiat 1.75 x 16 Timberstand end cap I 9970 SW GREENBURG RD. p LAP 3/4" PyW:1 SHE ATHNG TIGARD, OR. 1 MN. 16" OVER EXISTNG FLOOR 3X SOLD BLOCKNO SYSTEM ..`0 PR FF SSi g <<,,\ --• F O� •11.1.101011. ' Is 1101. � 8367PE , r , CIA N / 16" Pre- engineered Floo r Jo ists I ii � • @16'bc Typ. EXSTNG JO ISTS @I 6"0C 0 GO ft•Irir r )0 22,19°' ��. Simpson 10T II SL P TRACK = Joist Hanger j . NEW 5 1J8'1/418" SUSPENDED CE LNG @1O' NEW7.75s16 I SOLD V1,0 OD BLOCKING G 1 EXPIRES: DEC. 31, 81 FASTEN THRU EXIST FIG 24FD4 GLB FD24 GLB JOIST INTO GLB W/ 2 rows of SDS .25 -6" 0 Lags @16 "oc TYP. < w NEVI/6.6%1.5" 26 GA w @16'OC cc 4 IVETAL STUD WALL 0 0 (NON- BEARNG) J wl5/8" Gyp Bd. ea.Side o z I L W W 2 X EXI5TNG 2X5 WALL • • RJ ELL ENGNE ERN G AND DESIGN •, 105 70 SE WASHINGTON ST. • PORTLAND, OREGON 97216 503.254E292 1- SECTION A 2.2 1".1 i SCALE 2' STABILIZER Angle * VERT.STRUT 12 GA. HANGER COUNTER SLOPE HANGERS ETWEEN I WIRE FROM MAIN RUNNER TO IF MORE THAN 1:6 OUT ALL MEMBERS Q PERIMETER STRUCTURE ABOVE, SLEEVED OF PLUMB SECURE ALL HANGERS TO See details to the left for BY 3/4" MTL. CONDUIT LOOSE BLDG. STRUCTURE, TRAPEZE Alternate Armstrong System ABOUT WIRE. ALLOW 1/2" MAX. DUCTWORK AND OTHER MOVEMENT @1 44sf typ. LARGE OBSTRUCTIONS Pririt 74" DIA X 3" LAG SCREW O CONC. EMBED 1 1/4" TYP. 1 /2 EMT Conduit or 1 5/8 stud STRUCTURE SEE PLANS ����o QR OFF SS 1 5 (�G I 58367P r , �� O REGON ��' ADDITION., HANGERS o t @ALL MEMB • S WITHIN ' r 2 2, , \ ~ p 8" OF PERIMET • TYP. 45 0 SUPPORT RUNNERS ATTACH RUNNER I EXPIRES: DEC. 31, 3/4' Clear( DO NOT TO ANGLE ONE END ATTACH) W/#12 G A. W I R E @ Tr_ (4) SHLAYhU #12 GA. 4' 0" OC E.W. 4 WIRES AT EA. STRUT TYP. r . DUTY MAIN RUNNERS LL Tak spreader 8" max. 7/8" f 7 8' ' 1 ' i 6 , 0 „ M 4' n �� �. ��� r min min WALL LATERIAL BRACING IP12' -0" OC EACH WAY- MAIN RUNNER TO STRUCTURE BEGIN BRACING WITHIN 6'0" OF PERIMETER AND 2" FROM CROSS MEMBER LOADS: MECH. GRILL 10 LBS To be installed to CISCA recommendations ECTION VIEW LIGHT FIXTURE 35 LBS mmendations for areas subject to light to moderate seismic activity. N.T.S. * Minimum 7/8" wall molding * Grid must not be attached to the sic 57ATt. or oe-4 c..04.) 7 strArrei� wall molding O" sus, a‘b CE"' Iv 6' * Minimum 3/8" clearance on all F 1 `i° sides * Minimum 3/8" overlap of grid on ROWELL ENGNEERNG AND DESIGN the wall m dding l os 70 SE WASHINGTON ST. * Ends of main beams and cross tees PORTLAND , ORE GON 97216 503.254 .5292 m ust be tied together to prevent their spreading TYPICAL SUSPENDED CEILING DETAIL Current State of Oregon A 2 . 3 requirements I. 7 5' -0u - ,i 9, 1 \ f \ \ \ r....,,:i:: print t... \ E 9970 SW GREENBURG RD. — 17‘...1 TIGARD, OR. _ 1 ti kesi '' 58367P 9r ' \ — — — — '''s..— i ffrit QREGON ��/ O T.RO` 14 CD \ \ _ EXPIRES: DEC. 31 US i REMOVE EXISTNG 42" WALL New lass 42" hgt. guard rail I I OPEN TO BELOW _ 1 \ NEW OFFICE FLOOR AREA 1 0 11 '=r 1 1 N - Co I I \ \ ,'...,.. XV4 1-1A �i New 2>6 wall 42" I I above foish floor L I STN 1 I ITh I I 301-0" 17 '_ 0 " 29 -0 " RD WELL EN0HE ERIN G AN DE 9.13N 105 70 SE WASHINGTON ST. PORTL AND ,0FEGON 97216 50 3.254.6292 SECOND FLOOR MODICATION PLAN A 3 • N EN.. :ls CJI JCaLaw I , 5 114' ., 1 1 2„ full. ,. III 5 I/--- N II 1 .75 Timbe • • • • .. . Ledger :: ; : 1 .75x1 Timberstrand Ledger Cl i°111111 n its En�roiv� + � Ern Ina -..:Pl.! :. ¶ 1 i 4x8 beam :. .���. ...,., ill i/ � - �: :• �� Beam h• r. t • • • • • • • SCE Encomia, Sr8 6.k T+T. • 1 rind�as S rtr. 114 TJ36P bss P 1bk TI 36ab,s 314" E .Anchar 314" E .Anchar 9970 GREENBURG RD. �r� TA36eaavka.. min. 5" embed I min. 5" embed TIGARD, OR. N MI .Q,ED PROFF S SIDE YEW FRONT VIEW �� 58367P - 1'=1' i/ / , / ' ,'# REGON ek GLB TO CMU CONNECTION 0 4X8 TO CMU CONN. �0, � T22, , g g ( 0 T RO`14N1 L EXPIRES: DEC. 31, ai 3 /4'CDX OVER LAP EXISTNG FLOOR SYSTEM MN. 16" 1 .75" TI 3ERSTAND @ END OF NEW JOISTS um re NEWJOIST —*- � � 111;11 -.1—EX 1ST NG 16" TJI JO ISTS-0- f aill r gi w gal IiI 1 SOLD BLKO NSDE EXISTNG JOIST CONNECT BOTH FLOOR SYSTEMS W/(2) ROW'S OF SD S .25-6 LAGS SCREWS @16"0C TYP. ROWELL ENGNE ERN G AND DESIGN . 0 JOIST TO JOIST CONN. 105 70 SE WASHINGTON ST. PORTLAND, OREGON 97216 - • ' 503.25416292 SCALE 1"=1 ' A 4