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Report (37) (2, ? cs&' /33 GP Engineering,Inc. Real-World Geotechnical Solutions Investigation• Design• Construction Support June 19, 2016 Project No. 14-3586 RECEIVE!) Niki Munsun Riverside Homes, LLC OCT 2 Q 2016 17933 NW Evergreen Parkway, Suite 370 CITY OF TIGAD Beaverton, OR 97006 BUILDING DIVISION SUBJECT: SUMMARY REPORT OF GEOTECHNICAL OBSERVATION AND TESTING WALNUT RIDGE TIGARD, OREGON Reference: Geotechnical Engineering Report, Walnut Property Subdivision, 13320 SW Walnut Street, 13320 SW Walnut Street, Tigard, Oregon, November, 6, 2014. GeoPacific Engineering, Inc. (GeoPacific) conducted on-call testing and construction observation services for the Walnut Ridge Subdivision. The Site Plan for the project, prepared by Harris McMonagle Associates, is attached. This project consists of creating 10 lots for single-family residential structure construction, and associated improvements that included new streets, underground utilities, and storm facilities. Results of field monitoring and density testing for the development are attached to this report. In addition, this letter provides recommendations for residential structure construction. PREPARATION AND FILL PLACEMENT ON LOTS Based on our field observations, no engineered fill was placed on lots t 3 UNDERGROUND UTILITIES AND STREETS Prior to any street base course placement, areas to receive fill were stripped. Stripped materials were removed from the site and/or stockpiled for later use as landscaping soil over finished lot surfaces. See the Field Soil Observation Summary for site stripping reports. GeoPacific performed periodic testing of the utility trench backfill during placement of underground utilities. Tested backfill consisted of imported $/"-0 crushed rock. Density test results indicate the backfill was compacted in accordance with project specifications, to at least 95 percent of Standard Proctor(ASTM D698) at the locations tested, per project requirements. 14835 SW 72nd Avenue Tel (503)598-8445 Portland, Oregon 97224 Fax (503)941-9281 coring IVUNTE/� � NC CONSULTINGIENGINEER 3204 NE 166th Avenue I Vancouver,WA 98682 corinam(dlcomcast.net i 503-313-3011 Lateral Analysis For Riverside Homes— Plan 2885 A 12863 SW 133rd Ave OCT 2 0 2016 Tigard, OR 97223 CITYOFTIGARD BUILDING DIVISION September 19,2016 ice PROp4 ' W 49 8PE Q r OREGON C�o9NA�2. �q P2 MOW Expires: 12.31.1Cp Job No:15116 ' LIMITATIONS ' ' ' ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 — L-15 Lateral Analysis For Riverside Homes— Plan 2885 Job No:15116 • " " LIMITATIONS " • " ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT, DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT,WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 — L- 15 coring N/UhTEAN INC. CONSULTING1ENGINEER 3204 NE 166t Avenue I Vancouver,WA 98682 corinarnacomcast.net 1503-313-3011 STRUCTURAL DESIGN CRITERIA Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) Dead Load: A. Roof 15 psf 5. Floor ..10 psf C. Exterior walls .10 psf D. Interior walls with gypboard each side 5 psf Snow Load: A. Uniformly distributed snow load 25 psf Floor Live Load: 40 psf Wind Load:based on ASCE 7-10 CH27 MWFRS Directional Procedure A. 3 Second Gust Wind Speed V=126 mph B. Importance Factor ..1=1.0 C. Exposure D. Topographical Factor .Kzt=1.0 E. Wind Directional Factor .Kd=0.85 F. Structure classified as enclosed Seismic Load—based on ASCE 7-10 Section 12.14 A. Mapped Spectral Acceleration for short periods.....Ss=1.0 B. Mapped Spectral Acceleration for 1 sec.period S1=0.34 C. Ductility Factor R=6.5 D. Seismic Design Category D Foundation Soil Properties: A. Undisturbed sandy silt per IBC 20012 Table 1806.2....Soil Class#5 B. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 3000 psi B. Reinforcing bars ASTM A615, Grade 60 corina MUNTEANtiN(_ CONSULTING'ENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-1 rorinarn®corncast.net(503 313-3011 SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 12•SD5 SEISMIC BASE SHEAR V:= R •W (EQ.12.14-11 with F=12) Ss mapped spectral acceleration for S 1.00 •— short periods(Sec.11.4.1) from USGS web site SS mapped spectral acceleration for := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 114-1) Fa 1.1 Based on Soil Ft, Site coefficient(Table 11.4-2) Fv:= 1.8 Site Class D SMs:= Fa•S5 SM5= 1.1 (Eq.11.4-1) SKI Fv•SI SM1= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3'SMs Sps= 0.73 > 0.50g SEISMIC 2 CATEGORY SDI 3•SMI SDI= 0.41 > 0.20g D per Table 11.6-1 1.2 SD5 WOOD SHEAR PANELS V W R:= 6.5 Table 9.52.2 R 1.2.0.73 V •W V:= 0.135•W 6.5 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.4-3 with redundancy factor=13 per 12.342) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS coring MUNTEAN��r�:- CONS U LTI NGI ENGI NEER Plan 2885 3204 NE 166'"Avenue Vancouver,WA 98682 Job No:1511161 By:CM corinam�alcomcasLnet(5033'3-3011 Date:Nov 2015 Sheet L-2 SIMPLIFIED WIND AND SEISMIC COMPARISON WIND --* ' 11 AL — —� 7.4 psf psf _) 111111 1111 -44. Wind base –9 Shear IIEMIMMINIMMINIMMINEM Length L:= 52.ft Height Ht:= 24•ft WIND:= L•Ht.(11.psf+ 7.4•psf) SEISMIC WIND= 22963.2 lb \-Fr ..> Wroof F2 - — Wfloor — Wwall Seismic base Shear Aroof:= 52.ft•40•ft Aroof= 2080ft2 Afloor '43•ft•40•ft oor= 1720ft2 Wwalls:= 4.52•ft•20•ft Wwalis =4160 ft2 SEISMIC:= (Ar •15•psf + Arbor'15•psf + Wwaiis'10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN corina MUNTEANIN( Co NSU LTI NG'ENGINE ER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue Vancouver,WA 98682 corinarn alcov vst net 1503 3133011 Date:Nov 2015 Sheet L-3 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qZ:= .00256•KZ•KZt•Kd•V2•I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I := 1.0 TOPOGRAPHICAL FACTOR KZt:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 19.69 (varies/h eight) 15'-201 KZ:= 0.62 qz:= .00256•KZ•K2t•Kd•V3s2•I qZ= 21.42 20'-25' KZ:= 0.66 qz:= .00256•KZ•KZt•Kd•V3$2•I qZ= 22.8 25'-30' KZ:= 0.70 qz:= .00256•KZ•Kit•Kd•1/3s2•I qz= 24.18 IIII coring MUN T EAN CONSULTINCIENCINEER Plan 2885 3204 NE 166'"Avenue I Vancouver,WA 98682 Job No:15116 By CM corinamna Comcast net 1 503-313-303 L-4 Date:Nov 2015 Sheet WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= gZ•G•Cp G:= 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD PN,:= 12.4•psf•0.85.0.8 P,w= 8.43psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 5.27 psf 15-20' WINDWARD PW:= 13.49•psf•0.85.0.8 PW= 9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL = 5.73 psf 20'-25' WINDWARD PW:= 14.36•psf•0.85.0.8 PW= 9.76 psf LEEWARD PL:= 14.36•psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD P,:= 12.4•psf•0.85.0.3 P,= 3.16psf LEEWARD PL:= 12.4-psf•0.85.0.6 PL= 6.32 psf 15-20' WINDWARD PW:= 13.49•psf•0.85.0.3 P„= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL= 6.88psf 20'-25' WINDWARD P,:= 14.36•psf•0.85.0.3 PW= 3.66psf LEEWARD PL:= 14.36•psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD P,,,:= 15.23.psf•0.85.0.3 PN,= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf , IIIcoring MUNTEANttNc CONSULTING'ENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue(Vancouver,WA 98682 Date:Nov 2015 Sheet L-5 coni namacomcaslnet 1 503-313-305 WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ;sfAiihllSllo;.88- Assume Cp-o.3` := 35 SI4140‘ 7Cp--0.6 3 8ft j 9.17 psf 6.1 psf Mean Roof Height o fir,, 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf.5.5.ft=18.92 pIf Leeward 6.88•psf.5.5.ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf•4-ft= 33.72pif 8.43•psf•8.5•ft= 71.66pIf Leeward 5.73•psf•4•ft= 22.92pIf 5.73•psf•8.5•ft=48.71p if 4 fW pS Roof A ata, L-6 v n --r- n l + i II II II II ii ,,11 till 6I1 7 I 1 II I I 1 II c 7......, 1 Ir' iJJ `" PRS. 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I I A.....7 '*4 t+ 41 c s � 1 corina MUNTEANt N C CONSULTINCIENGINEER Plan 2885 Job No:'0116 By:CM 3204 NE t66'"Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet L-9 corinam(alcomcastnet 1503-313-3011 SHEAR WALL DESIGN Pdl P'dl Wdl 4, 7 1 __ P (V) P wind V:= seismic h 4 12=Holdown F orce Based on 2012 IBC Basic Load Combinations 1605.3.1 0.6D+ W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Ma:= P•h Resisting Moment: Mr•= .06•(Wdl + Wwall) (L)2 '2 + 0.6•Pdl•L Mot— Mr Holdown Force R L i III coring MUNTEANt,Nc CONSULTINGJENGINEE0 Plan 2885 Job No:15116 Sy: CM 3204 NE 66.orma Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-10 cnrinam(alcomcasLnet I 503-313-3011 Left Elevation Exterior Walls Second Leve/ Wind Force P:= 2260.1b P= 2260 lb Length of wall L:= 5•ft+ 4•ft+ 19•ft L= 28ft P Shear v:= L v= 80.71 plf A 5 Overturning Ma:= P•8•ft•28 Ma= 3228.57 lb•ft Moment Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)•(52) 2 + 0.6.600•Ib•5•ft Moment Mr= 2625lb•ft Ma— Mr Holdown = 120.71 lb Force 5.ft Main Level Wind Force P:= 4660 lb P=466016 Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= L v= 145.63p1f 6 8 Overturning Mot:= P•9•ft•32 Mot=10485lb•ft Moment Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)•(8-ft 82)2 + 0.6.800•ib•8•ft Moment Mr= 7680lb•ft Ma— Mr Holdown = 350.63 lb 8•ft Force r III coring MUNTEAWN(= CONSULTINGIENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-1 1 corinarr4c.orncast net 1 503313-3011 Front Elevation Exterior Walls Second Level Wind Force P:= 2373-lb P= 2373lb Length of wall L:= 3.5.ft+ 3.ft+ 3.5•ft+ 3.5'ft L= 13.5 ft P Shear v:= — v= 175.78 plf B L 3.5 Overturning Mat:= P•8•ft•— Mot= 4921.78lb•ft Moment 13.5 (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4-ft+ 10•psf•8•ft)• 2 + 0.6.600•1b•3.5•ft Moment Mr= 1774.5lb•ft Mot— Mr Holdown = 899.22 lb Force 3.5 ft MSTC48B3 Main Level Wind Force P:= 2988•Ib P= 2988 lb Length of wall L:= 2.25•ft+ 2.25•ft+ 1.5•ft+ 1.5•ft L= 7.5ft 2.25.3.5= 7.88 P Shear Wind v:= — v= 398.4 plf 0 L 2.25 Overturning Mot:= P•7.88•ft• 7.5 Mot= 7063.63lb•ft Moment (2.25.ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)• 2 + 0.6.800•Ib•2.25•ft Moment Mot— Mr Mr= 1292.63lb•ft Holdown = 2564.89 lb Force 2.25•ft HITS Y. 1 corina MUNTEANair,c Co NEULTI NC ENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue I Vancouver,WA 98682 Date:Nov 2015 Sheet: L-12 codnam®corocast net 503-313-3011 Right Elevation Exterior Wails Second Level Wind Force P:= 2260.1b P= 2260 lb Length of wall L:= 8•ft+ 5•ft+4•ft L= 17ft P Shear v:= — v= 132.94 plf A 4 Overturning Mot:= P•8•ft•17 Mot= 4254.121b-ft Moment Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•8•ft)•(42.ft)2 + 0.6.600•Ib4.ft Moment Mr= 1968lb•ft Mat— Mr Holdown = 571.53 lb Force Oft Main Level Wind Force P:= 4660.lb P= 46601b Length of wall L:= 15•ft+ 8•ft+ 3•ft L= 26ft P Shear v:= — v=179.23 plf B 8 Overturning Mot:= P•9•ft•26 Mot=12904.62lb.ft Moment (8•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800.Ib.8•ft Moment Mr= 7680lb•ft Mot— Mr Holdown = 653.08 lb 8-ft Force corina MUNTEAN-',N( CONSULTINCIENGINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'"Avenue 1 Vancouver,WA 98682 Date:Nov 2015 Sheet L-13 corinvr acomcast net S03-313-3011 Rear Elevation Exterior Walls Second Leve/ Wind Force P:= 2373•Ib P= 237316 Length of wall L:= 7.5•ft+ 11•ft+4•ft L= 22.5ft P Shear v:= L v= 105.47 pif A 7.5 Overturning Mot:= P•8•ft•— M = 632816•ft Moment 22.5 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf•12•ft)•(7 2 2ft) + 0.6.600•Ib•7.5•ft Moment Mr= 5231.2516•f t Mo- Mr Holdown = 146.2316 Force 7.5ft Ma/n Level Wind Force P:= 3813•lb P= 381316 Length of wall L:= 6-ft+ 7•ft+ 4-ft L= 17 ft P Shear Wind v:= L v= 224.29plf B 4 Overturning Mat:= P•9•ft•17 Mot= 8074.591b•ft Moment Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•8•ft)•(422 ) + 0.6.800•lb•4•ft Moment Holdown Mot- Mr = 1370.6516 Mr = 2592 lb•ft Force 4.ft HITS coring MUNI roc CONSULTI N C CENGI N EER Plan 2885 3204 NE 166'"Avenue Vancouver,WA 98682 Job NO:15116 By:CM cortnam(4)comcast.net 1 503-313 303 Date:Nov 2015 Sheet L-14 Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069•lb P=4069 lb Length of wall L:= 18-ft L= 18ft P Shear Wind v:= — v= 226.06 plf B L Overturning Ma:= P-9-ft Mot= 36621 Ib•ft Moment Resisting Mr:= 0.6•(10•psf•12•ft+ 10•psf•9•ft)•(18-ft 182)2 + 0.6.1200•lb•18•ft Moment Mot— Mr Mr= 33372Ib•ft Holdown = 1805 lb Force 18-ft A ... III corina MUNTEANtiNE CONSULTINGIENCINEER Plan 2885 Job No:15116 By:CM 3204 NE 166'rAvenue I Vancouver,WA 98682 Date:Nov 2015 Sheet L-1 5 corinarn(alcomcastnet 1 503.3133011 WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft•(4.43•psf + 8.86•psf) w = 79.7 plf / D / / \ 11 II / I 1 II II / II w II M II L di; II � 11 II DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10•ft D:= 11.ft w•L2 M:= 2 M= 3987Ibft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C= 398.7Ib L 12 SDS 1/4x21/4 screws(min)x172 lbs=2064 in combined withdraw w•L Nail top and bottom chord of first truss to wail with v:_ v= 72.49 plf (2)16d nails at 1611 o.c.(web to studs)