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Report (3) 1').s1"2oz3-Oo 1 2? RECEIVED /�\ ASCA �E 209 NE Lincoln St, Suite A4'R 1 0 2023 ` /4,fi��i��� Hillsboro, OR 9St, A :�C- �ENGINEERING, INC 503-846-1131 CITY OF TIGARD S1" VG DIVISION March 27, 2023 Cascade Job Number: 23118 Subject: Structural assessment based on visual observation of damage to a house caused by a tree strike to an existing home at: 10747 SW 65th Ave. Portland, OR 97219 Dear Mrs. Gibbons, At your request, Dmitri Wright, S.E. met with you at the address listed above on Monday, March 27, to view the issues noted above, and determine the extent of damage and required repairs. The home is a 1-story wood framed residence with a daylight basement built in 1950. For the purposes of this report, the front of the house faces east. OBSERVATIONS: ar ., A tree strike has caused damage to , several of the trusses inside the building, '' -''N111 ' * - ,,. ,� ,. -`° concentrated on the east side of the home. t, '_ . The damage is mainly seen at the y � �_..� connections between truss elements7. e - where metal truss connectors have torn or 'so'ar the wood elements to which they attach ` Oa 0 ,1 ., have slipped free or cracked. Some ice ' • t ' damage is also seen at the top chords . r 74 which bore the tree impact directly, some ''`III , , n ,; = gg ( 1 t 1 `a _Al: ° ,� ,:, ) ., b, ., k.Fs . ,µ .- "i% t is � S . ' f of the chords are cracked or punctured, and the p it r '' truss forming the Dutch gable was damaged by the . � ,, o.r� sheathing connections pulling free. The framing ,� ..R, - above one window, including the wall top plate and , the window header, has also been crushed. i. ANALYSIS : ,�- t" The trusses damaged by the tree strike are no ', r ' longer sufficient to support the roof structure or the .' imposed environmental loads. The truss forming the • Dutch gable and the six adjacent trusses to the north cannot be repaired in place and will need to be fully replaced in order to restore the vertical and lateral .': `` 4�' load bearing capacity of the roof system. a 3/27/2023 1 �� � D� 209 Lincoln St, Suite i,iiVA\ Hillsboro, OR 97123-3043 ENGINEERING INC 503-846-1131 RECOMMENDATIONS: ROOF DIAPHRAGM ROOF DIAPHRAGM BOUNDARY NAILING 2X SOLID BLOCKING WITH . The seven damaged trusses 1"0 SCREENED HOLES should be removed and (3)8d TOENAILS PER BLOCK replaced with new premanufactured trusses PREMANUFACTURED 2X FACIA BOARD ROOF TRUSSES matching the existing roof SIMPSONH2.5 EACH TRUSS, profile and designed by a SHEAR WALL BOUNDARY (2)MIN.AT GIRDER TRUSSES NAILING registered professional DOUBLE TOP PLATE engineer. Before installing the SHEAR WALL SHEATHING BEAM OR HEADER WHERE OCCURS new trusses, the framing around the damaged window should also be replaced, including a header matching the previously installed member and a new double top plate with appropriate lap splices to accommodate tension chord loads; once the wall framing is in place new wall sheathing should be installed with nailing to match the existing undamaged exterior walls. Follow all instructions given by truss manufacturer for bridging and blocking used to stabilize the trusses laterally during installation. After installing the trusses, new roof sheathing and diaphragm nailing should be installed to match the existing roof elsewhere in the building. See included framing details for header and truss installation. Repair work should be installed by a licensed contractor with an approved building permit. DOUBLE TOP PLATE // DOUBLE TOP PLATE CRIPPLE STUDS MATCH CR(WALL STUDS MATCH WALL STUDSii. 00 4X OR 6X 2X BUILT-UP SOLID HEADER HEADER PER PLAN �` Ilia PER PLAN r TOENAIL HEADER ; END NAIL HEADER WITH(4)16d MIN. /� WITH(3)16d MIN. ,/ �' �� BLOCKING OR POST PER PLAN INSULATION KING POST DOUBLE KING+ —�'� AS REQUIRED PER PLAN TRIMMER MIN. f TRIMMER TRIMMER J i ST AT16"Q.C. ��tOtlAT18"O.C. STAGGERED KING STUDS STAGGERED TYPICAL SOLID HEADER TYPICAL BUILT-UP HEADER The observations and conclusions presented in the report are, in our opinion, representative of the site and structural conditions. Thus, the professional opinions and conclusions contained herein are derived in accordance with general professional experience for this type of investigation, and no warranty is expressed or implied. We reserve the right to alter our conclusions and recommendations if new information becomes available. 3/27/2023 2 4N,CASCAbE 209 NE Lincoln St, Suite A Hillsboro, OR 97123-3043 ENGINEERING, INC 503-846-1131 The scope of this report is limited to the issues on which we were specifically asked to comment. A comprehensive structural review of the building was not provided. Please contact our office if you have any further questions. Sincerely, '` 58926 PE Digitally signed by Dmitri Wright Date:2023.03.28 13:23:15-07'00' (/' OREGO 7/ToY 9, Zc)-,ox` Dmitri Wright, PE S. W� RENEWS: 6/3 0/2 4 Cascade Engineering, Inc. 3/27/2023 3 RECEIVED WI'Ze k, APR 1 0 2023 CITY OF TIGARD BUILDING DIVISION MiTek U A, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 3480325 LUPE CUESTA - SW 65th The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton, OR). Pages or sheets covered by this seal: R75566406 thru R75566407 My license renewal date for the state of Oregon is December 31,2023. 0(9 NGIN ,�� EFR /�2 89200PE -7 OREGON 4" 49QMY14,2.°N � FRRIO- April4,2023 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job , Truss Truss Type Qty Ply LUPE CUESTA-SW 65th R75566406 3480325 A01 Common 6 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.530 s Mar 9 2023 MiTek Industries,Inc. Tue Apr 4 15:41:02 2023 Page 1 ID._naDFgKMaaF3GDM_1 fB752zVPVl-OjDGgu5Vo1 ohrgrZoXlajwF7np9bKFOtZtOkEVzU2oV -2-0-0 8-1-3 • 15-0-0 + 21-10-13 I 30-0-0 32-0-0 2-0-0 8-1-3 6-10-13 6-10-13 8-1-3 2-0-0 Scale=1:54.7 4x6= 4 4.00 12 12 13 2x4 \\ 2x4 // 3 5 2 1 \` 14 6 qI1�— m I Ia o w 10 15 16 9 8 3x10 = 3x6= 3x6= 3x6= 3x10 = 10-3-8 l 19-8-8 I 30-0-0 10-3-8 9-5-0 10-3-8 Plate Offsets(X,Y)-- [2:0-0-1,0-0-0],[6:0-0-1,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.27 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0 83 Vert(CT) -0.78 2-10 >452 180 BOLL 0.0 " Rep Stress'nor YES WB 0.43 Horz(CT) 0.13 6 n/a n/a BCDL 10.0 Code IRC2018/rP12014 Matrix-SH Weight:119 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (size) 6=0-5-8,2=0-5-8 Max Horz 2=45(LC 16) Max Uplift 6=-52(LC 9),2=-52(LC 8) Max Gray 6=1408(LC 2),2=1408(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3006/373,3-4=-2735/321,4-5=-2735/321,5-6=-3006/373 BOT CHORD 2-10=-269/2801,8-10=-133/1886,6-8=-286/2801 WEBS 4-8=-42/964,5-8=-525/192,4-10=-42/964,3-10=-525/192 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 15-0-0,Exterior(2R)15-0-0to 18-0-0,Interior(1)18-0-0 "to 32-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 h 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ?�0) PROpk- , 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide cS will fit between the bottom chord and any other members,with BCDL=10.Opsf. ��\� `N I NNEFR �� 5)A plate rating reduction of 20%has been applied for the green lumber members. C �i-3?..- 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2. 89200PE 7)This truss is designed in accordance with the 2018 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7i-/6 41/14 V 4 4 R R►1..\- �P RENEWAL DATE: 12-31-2023 April 4,2023 1 w ® V.RNVG..`� y e,c,:n o-rarrv..es anc e DNC, SON'Hit;FN iNCLUrit_ r9I LK iil LRLNCL,PAr( - ,,3r v. „_"320 BL r OP,'....USG. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary end permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Mf Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville,CA 95661 Job Truss Truss Type Qty Ply LUPE CUESTA-SW 65th R75566407 3480325 A02 Common 1 1 Job Reference(optional) ProBuild West(Closed), Beaverton,OR-97005, 8.530 s Mar 9 2023 MiTek Industries,Inc. Tue Apr 4 15:41:03 2023 Page 1 I D:bDLjxz7xs3rd WaQ6_plCmGz3QIN-UvnetE57ZLwYSgQIM FG pG7 nFSDZy3Zg0oXl H myzU2o U -2-0-0 5-8-8 11-2-15 15-0-0 18-9-1 24-3.8 30-0-0 32-0-0 2-0-0 5-8-8 5-6-7 i 3-9-1 3-9-1 5-6-7 i 5-8-8 2-0-0 Scale=1:54.7 • 5x6= 5 4.00 12 3x14 _15 16 36x10 2x4O 2x4 �i 3 7 0 2 14 �` 17 8 dI1 0 o /i 13 1r41 d \ 9 Io 5x8= 12 10 v 4x5 = 6x8= 6x8= 4x5 = 5x8 = 7-7-4 15-0-0 I 7-7-4 I 22-4-12 I 30-0-0 7-4-12 7-4-12 7-7-4 Plate Offsets(X,Y)-- [2:0-4-0,0-2-9],[8:0-4-0,0-2-9],[12:0-4-0,0-3-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.31 12-13 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.74 12-13 >479 180 BCLL 0.0 * Rep Stress Incr NO WB 0.97 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code IRC2018/T'PI2014 Matrix-SH Weight:154 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (size) 8=0-5-8,2=0-5-8 Max Horz 2=-45(LC 17) Max Uplift 8=-302(LC 9),2=-302(LC 8) Max Gray 8=2482(LC 1),2=2482(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5823/994,3-4=-5531/938,4-5=-3802/697,5-6=-3802/697,6-7=-5531/938, 7-8=-5823/994 BOT CHORD 2-13=-870/5467,12-13=-649/4285,10-12=-666/4285,8-10=-890/5467 WEBS 5-12=-364/2185,4-12=-1024/232,4-13=-168/1322,3-13=-370/142,6-12=-1024/232, 6-10=-168/1322,7-10=-370/142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 27 Wind:ASCE 7-16;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat. II;Exp B;Enclosed; MWFRS(envelope)and C-C Exterior(2E)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 15-0-0,Exterior(2R)15-0-0 to 18-0-0,Interior(1)18-0-0 nn to 32-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for �C k�Q P n Q��Css reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 37 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s�CJ �NGI NEFR /O 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �/ will fit between the bottom chord and any other members. _74 89200PE 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=302,2=302. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and a � ;� � referenced standard ANSI TPI 1. ��o 8)Girder carries tie-in span(s):6-0-0 from 0-0-0 to 30-0-0 •R GONAZ 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / Si .` /Q gy14,2°� P+ LOAD CASE(S) Standard 4 1) Dead+Roof Live(balanced) Lumber Increase=1.15,Plate Increase=1 15 4 -f3 R 11-1 Uniform Loads(plf) Vert:1-5=-64,5-9=-64,2-8=-94(F=-74) RENEWAL DATE: 12-31-2023 April 4,2023 A WARNING v rtr ie p ,2020LA.i ORL iPdfj MINIM,, ...c.eu And ._Inc ON 1i IS AND NIP LK PL., 2LNJEPAGE 1171ar P", ° Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web end/or chord members only.Additional temporary and permanent bracing Kiel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component MiTek USA,Inc. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 400 Sunrise Avenue,Suite 270 Roseville.CA 95661 __ r • : - ner I fety tes PLATE LOCATION AND ORIENTATION 6-4-81 dimensions shown in ft-in-sixteenths sj4' Center plate on joint unless x, y I ( Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury ME Dimensions are in ft-in-sixteenths. h 4k. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0- 16 C1-2 c2-3 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p � LI 4 bracing should be considered. � crli / 3. Never exceed the design loading shown and never 1.11110, U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building H O designer,erection supervisor,property owner and C7-8 C6-7 cs6 I— all other interested parties. For 4 x 2 orientation, locate plates 0- 1/id'from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROU UND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7 Design assumes trusses will be suitably protected from Connector plates, the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber software or upon request. NUMBERS/LETTERS. shall not exceed 19%at time of fabrication. 9. Unless expressly noted,this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907,ESR-2362, ESR-1397,ESR-3282 the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. P Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or purlins provided at by text in the bracing section of the truss unless otherwise shown. spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSIlTPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior k�0 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. — number where bearings occur. 18.Use ofgreen or treated lumber mayp Min size shown is for crushing only. MB pose unacceptable ,X environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSIfTPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is sufficient. DSB-89: Design Standard for Bracing. 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, //tt���� k,g, ANSUTPI 1 Quality Criteria. Guide to Good Practice for Handling, l i Installing&Bracing,of Metal Plate 21.The design does not take into account any dynamic ():other load other than those expressly Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev.5/19/2020 p ssly stated. An ntliCt on Stamp TRIANGLE SHAPE A INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE 10-00-00 1 it N 0- z ..0 co CI c 2 E F L M a O i _ 1-y _c a o CNI my o CO E Ce v N m 0 J i MAIN FLOOR CO 2 Use LUS24 Hangers UNO T.O.P.= 91-1/8" UNO 7 C n Q'LT O a N O i >toc o OA STD. HEEL HT. TYP. UNO >-w o 0, O a co OOa- 4/12 w0° �° of o9'3 ,,,,- TYP. UNO 0 o M ZQ CM0) O U'2 pd c w 00 .a N C O (6 R r o o d m O▪ ( CO 0 TC LL=25 -----^ O TCDL=7 { =° cc BC LL=0 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY !n N O Tnese I se dare d indvidual loft biro N BC DL= 10 be d- h Wilabgde ■a. O t a aN ua f of the bJh truss s er S Me 0 In C Total Load=42 •atid�& f ,mod fid (0 eir w d permanent M ldivg zgoft is Q pia Wind Speed= 120 mph wple em nt dawi and hudch teacisg ner Is Exposure sure= B roof and floor and for overall structure The O P design of the truss support structure Loci zdiug headers. J a beams walls and columns is Ne cesponstbdtly of Me Roof pitch = 4/12 budmng dengner. For genera,gu,aam a regarding .. .. Mac ng consult'Braeng of wood trustee available X . 2 Overhang= 24" from the WI'Inns MHe I r u e 583 D'Omfn-o DriveMan . 3 • b