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Plans /S- ;tel6 -co37? 4 COPS l i 1 ? „ Ci-) vt s�-- x> R HERMAN OFFICE3151 NE s BLVD.,surre 100 il, ENGINEERING PoRm, w,OR 97232 INC [— Pti©NE(503)230-$$76 "%rum.> ErLI:rif\ (' SHERMANENGINEERS.COM MEMORANDUM To: Mr. Darrin Krause Westwood Homes REVISION 12118 NW Blackhawk Dr. Portland, OR 97229 Date: February 7, 2018 From: James Meese ®City of Tigard Associate ed plans By-- Date ..a.:22..--JE___ RE: Sherman Engineering Project#16-MSJN-02-266 Viewcrest—Lot 19(20) We are writing to inform you of our recommendations related to changes or questions to the home listed above. As requested, we have reviewed 74-inch tall unsupported all-thread rods at the crawtspace exterior walls. We have also been asked to review the attachment or support for the storm-water walls at our foundation. We have concluded that the all-thread rods are fine, as long as a single 2x6 compression stud is located or added each side of rod, within 10"from rod centerline. Connect plywood sheathing with edge nailing to these studs with 10d at 6" on center. After reviewing the storm-water pictures, it appears that the storm-water area would not impose any extra loads that our foundation cannot handle. It appears that the storm-water area would impose similar loads as compacted fills or natural soils,for these shallow situations. If you have any questions, please give us a call. CC: Don Sherman, File—Westwood_020718 v. (https://wwwstrongtie.com/literature-and-finks-canada) a71MPSON USA/Canada(ht'ips://www.strongtie.conilliterature-and-Itnlis-canacia)I Change Location... [ arch strangtie.com 1 Strong-Tie fhttps://www.strongtie.co Tension Load Demand Load:13500 lbs. -•x Rod Properties i i f i Rod Diameter:'[ •1j2"..-..._-...-...�r] • f Length of Rod:I_ 8;ft- 2 in ' i i t Calculation Results Iii 3 Lt-':,0!;, �, �� Elongation:0.083 inches - ' . 1)Rod elongation=PL/(AexE) t t Where, c P=3800 tbs. J e L=74 fiches i i Ae=0.142 square inches which is the rod effective net area from AISC. J i I, E=29000000 I ,41;,,,,,,, , i`.' 2)For overturning restraint systems,the total- • elongation should not exceed the local Jurisdictions limits.If no such limits exist it is recommended the values not exceed 0.200" per floor unless wall specific drift calculations are performed. 3)For uplift restraint systems,per AC-391 Section 3.2.1.1 the total elongation shall not exceed 0.18". ,26916,-0037? ASHERMAN i ENGINEERING3151 NE SANDY BLvn.,Sum 100 INC Porrul,ND,OR 97232 PHONE (503)230-8876 SHERMANENGINFERS.COM MEMORANDUM To: Mr. Darrin Krause Westwood Homes 12118 NW Blackhawk Dr. ` pPROO4s Portland, OR 97229 �"GN6.0 ab w buuk., Date: February 6, 2018 From: James Meese 4 'to�p T`' Associate 0� s ,fi�', EXPIRES: 0130/ • RE: Sherman Engineering Project#16-MSJN-02-266 Viewcrest—Lot 19(20) We are writing to inform you of our recommendations for structural changes to the home listed above. As requested, we have been asked to review the issue that foundation dimensions and architectural dimensions do not match related to the garage depth. It appears that the 3'-2" dimension was placed directly on top of the garage dimension. Unfortunately, this was not caught until concrete is poured, and framing is underway. At this point we recommend excavating and pouring a new foundation wall line 3'-2" in front of the garage retaining wall, and tie into existing concrete with horizontal bar dowels per detail SK2. Use the plan markups and SK1 information sketched for the new concrete wall and footing. It is required to provide a new footing at the base of the retaining wall footing to resist loads from a upper level beam point load at the foundation. See SK1 for the profile of proposed foundation and the existing retaining wall. If you have any questions, please give us a call. CC: Don Sherman, File—Westwood_020618(1) L ,-,..., r---1 LJ 1 I .1, , ! , . . 1 . , , . . 0 , . . • _ __• .. ....,,___. , 1 . ..-i _ J 1 c_i -!,.. -1 ' I - - . Er- 1 i r- -I ''..'• 1 '', , .1 1 t--, .,,, L __-J i' ‘,.._ ...,.„ _ • I Is- I I • i I-- a : H I. r N \ 1 1 ';- . 0.11 WI 1/* 2 ' I ..... ., !.. 1 z' I. 1 1. ., ,---V1111 77; f....„7„.._______ . .4,ii 1 . --kno - i ...- i 1 '-r 1 -L.- ____ I I. 1 - v..,. r T.' „-- 1 ., — 1 i . ' ,. i - , ' •-.°1--4,--I——---i-i 1•2`e.t. 14E , i-” - - 4-4.--__ ..., , 1 i i., • , .., , . ' 1 1 i • 1 t 41.- - 1 1 t.:• : ' , it ,/ (1 - ...... I .._1. : I 7 i 1 1 I 1 { . , .. .---12-- . -- 4 .11.4 .9r442,-)! .-,1 r.- L ff i ,i ii t II ,' I / ft •1 It , , .. ,, /I 11 1 z , ipli. ,,••• I 't ,' I 1!I - iii t ' i I . ' 1 1 1 1 e / I i , II / • ' ' , 1 \ („ii ,..,9 ,.. / / NEW --r-4—r_ FLOOR SHEATHING TO FOUNDATION MATCH TYPICAL PER U5, 2X6 JOISTS AT 24" o/c W/ HU DOWEL HNSR EA END TO SILL PLATES - HORIZ. INTO VERIFY THERE 15 NO VOIDS AT WALLS PER SILLS, IF THERE 15 NOTIFY ENG. SK2 •it--,..", t i., _- — �.J11 , ri In O i , ff) r 1 • . k. %:iia J , 3 16" o LOCATE a3 B.O. FTG AS d SHOWN FOR WOOD CLEARANCE `r TO SOIL 4'-0" WIDE X IT DFFP CONCRETE FOOTING W! (4) #4 F.W. AT BOTTOM, CENTERED ON POST SHOWN ON PLANS BARS INTO EXISTING W/ 5" EPDXY HOLES G \ o J///_POV4EL A C. c L C' - \ DA \D A FO,}RED 4ED C-�AR . DA D KJ FND-55F-1201 SCALE: I" = I'-O" tt4 x18" DOWELS IN 5" DEEP HOLES AT ALL NEW HORIZONTAL WALL COMPLETELY BLOW OUT HOLES OR FOOTING BY INSERTING HOSE E REINFORCEMENT COMPRESSED AIR AT BOTTOM OF HOLE FOR A MINIMUM OF 10 SECONDS AND SLOWLY DRAW OUT TO REMOVE DUST.CLEAN _. _" _ HOLE WITH WIRE BRUSH AND COMPLETE CYCLE TWO TIMES MIN. " • FILL HOLE W/SIMPSON 'SET-XP' ' EPDXY AND INSERT DOWELS '...7v f .."7"."''''. "7.'''..1.--11117.11.7...;;141-^��:y •. l• c I I =" • EXISTING FOUNDATION d d E...-4 0 j— • . r , 4 a ' _ . . . • - ••••• N• ' A A • NEW FOOTING W/DOWEL INTO ._I l l i=71 71ffn: EXISTING FOOTING je NEW FOUNDATION / EXIST. / 4111 BEV\ ::ND -AT =X 15T. OUNDAT I O1\ FND-EXIST-0005 SCALE: I" = I'-0"