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Report BMGP ENGINEERS INC. 1045 13TH STREET SE SALEM, OREGON 97302 a .4:51 �� _ 0 9/ FIELD OBSERVATION REPORT NO. 1 Project: Engineer: Contractor:. Ash Creek Condo Repair Cameron T. Carroll Horizon Restoration Location: Date: Time: 11046 SW Greenburg Rd, Tigard 1 -13 -2011 8:00 am Client: Engineering Inspector: Job supt. Horizon Restoration Cameron T. Carroll John Gattucio CONTRACT ITEM: (A) SITE WORK (D) GENERAL BLDG CONSTRUCTION •(G) FINISHES (B) FOUNDATIONS (E) GENERAL MECH CONSTRUCTION (H) CLEAN -UP (C) CONCRETE (F) ELECTRIC (J) GENERAL REMARKS D: Onsite to perform Periodic Special Inspection for the structural epoxy installation of threaded rods for holdown anchor bolts. Also asked to review installation of MSTC holdown straps. Our observations noted the following; o Witnessed 20 out of 40 total threaded rods installed in concrete foundation with Simpson SET -XP epoxy. o Prior to installation the following were verified; • 7/8" diameter A36 threaded rods were the anchor type • Adhesive type was Simpson SET -XP epoxy • Verified 1" diameter hole were provided for rods • Verified the hole depths were a minimum of 10 inches at the retaining walls, 8 inches at the interior footings and rear exterior footings. o During installation witnessed the following at each hole; • Hole blown with compressed air • Hole brushed • Hole blown a second time • Hole filled to 2/3 full with epoxy • Threaded rod cleaned a nd slowly twisted all the way into hole o All work appeared to conform to the construction documents and manufacturer's installation requirements to the best of our knowledge. o Holdown straps at various locations around the interior were observed. Additional studs were provided in the existing walls where required to facilitate strap installation. All straps observed were sufficient and adhered to the Construction Docum ents. If you have any questions or concerns please f eel free to contact our office. :<t4 S' 010 -00 a' I To4UT Consulting lD _ ∎ �■I O to G 7 5 u2 Engineers ENGINEERS. INC. March 3, 2011 Mark VanDomelen City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Re: Ash Creek Condominiums OSSC Section 3405.2 Evaluation Mark; As requested, an evaluation per section 3405.2 of the Oregon Structural Specialty Code (OSSC) was performed by our office in regards to the Ash Creek Condominium Repair. The purpose of this evaluation is to determine whether or not the building would meet current code requirements in regards to lateral stability if reconstructed to match the existing pre -loss conditions. The original lateral resisting system consisted of gypsum sheathed 2x4 bearing walls. An analysis was performed, using the design parameters specified in section 3405.2 of the OSSC, to determine whether or not gypsum sheathed shearwalls were adequate to resist design wind and seismic forces. The calculations and subsequent results are shown in the attached pages. Our results show that gypsum sheathed shearwalls are inadequate to resist the design lateral forces. Therefore, per section 3405.2.3, "the building shall be rehabilitated to comply with applicable provisions of this code for load combinations, including wind or seismic loads." As shown on the approved repair documents, we are achieving this compliance through the use of new plywood shearwalls and new retrofit anchor bolts and holdowns. If you have any questions or concerns or require anything further please feel free to contact our office. � � o p ; s s 1 I. E .*. i A g ncerely, . c - 9 ,� � GNE 29, Z p o °' Q� Y Cameron T. Carroll P.E. F ';: . ON T C BMGP Engineers, Inc. Enclosure: Structural calculations1EXPIRES. /2-3 / -r0i/ Design Loads: 1.1 Lateral Load Calculations: 2.1 — 2.6 Lateral Check of Existing: 2.7 CC: Scott McDilda Horizon Restoration 1045 13th Street SE • Salem, Oregon 97302 • Phone: (503) 399 -1399 Fax: (503) 399 -8259 /2..OVF A C_ ezu4 J° 12,bv ,e /. '4 : ) .5 P s f Z• o .. 3 psf )2 - 3 &- WS c' : 3 ps f /6 . Fs- P %." 'r' lest psF vsE_ / 7- psi Q : 2 psF /f/ /IS C_ 1— psf /4 c.. % • PG 'wbob •. /, 4r Psf 2-g iv s 0/6 0 .� . 2 . Ps" //" G 5' Peize- f. / par Zs PS 5 /6 /" C ,' P2 ).'-, 2 > Pstf P2 ►N ILL,! r� s Z p sr` --=-> Use_ 2S PsF 3°l..z9r' I Ps A'/ s G. 2- P ICJ�L A — = /c' P sf J2OOf G /VE l&AL= 2S pSf (SNow} fG 'O/2 L /t-' 40 = yO 1°S ( / !/ /N G, VN /TS /0C PS/-= A2..LSe FILE NO. /OD C l / ' SHEET NO. II / r17 MADE BY rG DATE / # " - / 0 I : ♦ c I ♦ ' III I U. SALEM, OREGON CLIENT ° P-1 / / S � , PROJECT j_" f e}A -Ie' GA r. - A.A.-c._ Lomb CAL.c.c e..4 r/ aA : 1-J /,i.-) ,d s A ta . mar' /7 s 3 " 3 W l 6 Q.A...) RdoF - /0,/ psfr. ( /^'rA &rec.4raa) "Lb f2 -7-f- .-- G` Sot..?7',f,T - UP f gya_ 2_,,e,,,./2..; /0./ psr= -(io) t /5;2 p ('2 i /1! 3,as, - (2 l - /67 PG.F M41A) 06600- : /9' 3 jets" (2... ') 4- / 3.. es,- (s')r /L" ` /osf 6) = /2.2- p4_ lc 8 Asi 1.,.Ev r - / 2 . y Psfr ( ,-, *- 'Z.1- //s pc-F r.-4-,sr- I✓ is r 15 2- PP-ea ) 0 ° 4 fr /5 ps.."(2) t- /+:3(z ,c)-- /Y9-. Pi, /O ll - ro PG-i CL +kM 1 !� f/�n /y. (2.5- ) r /3. 5-(s ),- /2.v(. '/ - /2-S- ,oGf ( l e i il2l.') ,� = 61 /14/1-- (cCL ✓kst.6) BAS., F-or /'1 ,`7/(8. - /'r & - //s' p& (P/2eHArg..Y) = 62 p L fig (LEA ✓A-a Alternate All Heights Method qa = 23.1 psf Exposure B I. = 1.0 Roof Slope = 4:12 Wind Speed I 95 mph 3 second gust Kzi =) 1.0 I Enclosed ?) Yes I P = q,K K t Cnet = Varies, see table 1609.6.2(2) K = Varies, see below Design Pressures: (psfl Walls Roofs Wind Pressure (dl Elevation KZ Windward Leeward Primary Windward Leeward Primary 0-15 0.57 5.7 -6.7 12.4 -0.7 -8.7 8.0 20 0.62 6.2 -7.3 13.5 -0.7 -9.5 8.7 25 0.66 6.6 -7.8 14.3 -0.8 -10.1 9.3 30 0.70 7.0 -8.2 15.2 -0.8 -10.7 9.9 40 0.76 7.6 -9.0 16.5 -0.9 -11.6 10.7 50 0.81 8.0 -9.5 17.6 -0.9 -12.4 11.4 60 0.85 8.4 -10.0 18.5 -1.0 -13.0 12.0 70 0.89 8.8 -10.5 19.3 -1.0 -13.6 12.5 A FILE NO. /! 9 / +. -A4 SHEET NO. 2 l/ ��' � � MADE BY arc- DATE / - - le I N. 1. 1 \ l : 1 : I l ... I ] l . CLIENT /1 2 ./ Z�. / C SALEM, OREGON PROJECT ' /""Qc'�ir C /I - /-1 . 4A re: ,2,41 4. cbo e,d6 c ctu(A.ri n£ISMtC. - OCq.TWA-A : TI GA , D 1. L,4 rr ro DE : 1 /3'. 4r4/4 3 / La.�Girvb € /22. �S' 2 a� / C4ss 0 6 QE4 ,tJgxr PG . Sbt . . 3 S-Or O & t. (4rE 0/ S /S M 14_ S /C, .0 C,474 4014-V i3,4& / C. eE r < >4ar - /2.E,s/c r,A Je -9 S'' rr y - 82.4 JJ,4LJ - 440" P 2 = G . P sc..0 -i : R = y SrfAi £ ©u r'.F ,L' ri5�ob V! es k✓ Cs s fair �' ' 10c1 (PG./g .t b) = I, O , .5".2 (G tr Ps (444) —°- = . 20°/ (Pt.wooh rl r) , 6/ z (G Pesvm .o2(Yo) .3/t FILE NO. /ti' / i 7- 'T SHEET NO. 2 , 2 fs mow iirgliM7- MADE BY L /' DATE / -) A I • (. I • I: I It • I • I '. CLIENT frift 4P--. . SALEM, OREGON q } PROJECT , .. ek,fis ,c2 44.0 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.440314 Longitude = - 122.778202 Spectral Response Accelerations Ss and S1 Ss and S 1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.943 (Ss, Site Class B) 1.0 0.339 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.440314 Longitude = - 122.778202 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.123 ,Fv = 1.721 Period Sa (sec) (g) 0.2 1.059 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.440314 Longitude = - 122.778202 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SDI. = 2/3 x SM1 Site Class D - Fa = 1.123 ,Fv = 1.721 Period Sa (sec) (g) 0.2 0.706 (SDs, Site Class D) 1.0 0.389 (SD1, Site Class D) 2 -3 L47 f az, c.oA-t. 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