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Specifications CONTRACTOR - _ TO CONFIRM - EXTERIOR 1X • A114 HORIZONTAL general rates e) SHEATHING GENERAL: KA REND[NDER I -CONTRACTOR TO VERIFY (MINIMUM) UTILITIES LOCATIONS OF ALL _ Is HOWN ' T PCIINLIMIOX HEREIN OR NOT HNlOER SPROTECT B• NPAGIIMMe TNEMFRDMDAMAOE DESIGNER: r .'. }_B'�• a - ,pr .. -CONTRACTOR IS SOLELY —t_�� rwu. ° uln. rw oNrt RESPONSIBLE FOR ALLMEANS Karen Under �� I Fw""�BWL1.1 .A I • -� ANC METHODS AND SHALL I MAINTAIN THE STRUCTURAL �,Le R CONTRACTOR INTEGRITY OF ANY L. — —————— I I H ❑ CONSTRUCTION UNTIL ALL ELECTRICAL INSALL I!2"GYPSUM o (( L TO CONFIRM FINAL LATERAL AND VERTICAL CONTRACTOR(S): PANEL ° ' BATH L EXISTING 1/2" LOAD CARRYING SYSTEMS ARE ��� O Ev BOARD ON INTERIOR OF .as ® ° J 40 ®F § COMPLETED. STUDS.FASTEN TO PLYWOOD CONTRACTOR SHALL KEEP THE II STUDS W/SD COOLER ) I ® SHEATHING BROOM CLCONSTRUCEAN COION IRORION AT TE IN A a�- � •�_�• NAILS 4"O.C. CLOSET ' ,,,o„E„ FASTENED TO ALL TIMESDURING THE ANCHOR WALL TO 1 R "" FRAMING W/ GARAGE � ° DIMENSIONS ARE FINISH TO T FOUNDATION W/2X URFP BD NAILD B" FINISH UNO:CONTRACTOR IS --� -- FOUNDATION PLATES �Aa.." ❑ O.C.EDGES, RESPONSIBLE FOR 12"O.C.FIELD VERIFICATION ANO'SEPTA B TO LOCATED 2'{+/-)AWAY ® TO DESIGNER ANYOISCREPANCIES FROM CORNER OF WALL. ADU TO DESIGNER BEFORE INSTALL PLATES PRIOR ® PROCEEDING. TO GYPSUM BOARD a °"`°�`°""°°"°° 01 ® Et INSTALLATION `° MINI SPLIT ® C aa 0 0 M111111111111111111 ,.„INSTALL BWL1.2 —�� T— ra I 5 J 1S'-11•i ....., . Qe tag-n• z y gel el el V M O o '�O �- .2 N - ew Main Floor Plan J Main Floor As Built o E. C, SCALE:1/4"=1•-0" on on 1/4"=1.-0" =I—. LS~ CONTRACTOR TO CONFIRM EXTERIOR iX DATE:7/20/2022 ala.oEc c HORIZONTAL lighting legend 4 s• 1 SHEATHING e•.D v4 - I— r T t•a• (MINIMUM) wall sconce REV: m. it R IOWs LED light tJI I I I s y - ill % ,,, I iyr PuECERLKK YII IEgPfl d' mVnx'Lrt'n '•' '' •1 REV: E puck light 1(naamelne .+Nc—aI — I - 0 I �\� (Eb E(B6 s.p .,•_ IL-. -- d J ceiling I ,b ueuu•a. m � � ©m I e#Bust fan with light T ~ bnam PIX - MIW4 r I I WANa GAIERR s AABC _ L gw wall switch ®wuLmow ®wanrmxrwai --1--t-1----I--f--t--I--I-- r _I> ❑ AL I wall switch with timer lr _ ------- 3Wuy switch ISIISES WALL 1.N •N DRAWING:ING:,, ...1.n.ore.W p13LCg.6f �W ,II•aS" h (ANs-BFulooik r&I I gav0agpeok .Aao...me"NE LI I Plans SPLIT »o 330+Y duplex outlet ® MINIS - STRUCEVA I I I TJr Q P P hood vent outlet •Euw rox xr 1 I 1 I ELEw ION/siCT L_—L-1—i—___L—1 1—_ __I I-- I .... smoke arboroutlet ) LEv noN RIs*Or.2 IHRocs SIPAOMno"xEmucsrwwxo•Eroc smoke and carbon Lralunw a. 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AO 3 wall register led garage light N ADU 16025 SW 92nd Ave WCL Engineering • Basic Information Site Name: Mooney/Gent Property Location: 16025 SW 92nd Ave Location:Tigard,Oregon Local Jurisdiction:City of Tigard,Oregon Code Information Calculations are based on: Oregon Structural Specialty Code 2019(OSSC) Oregon Residnetial Specialty Code 2021(ORSC) American Society of Civil Engineers, Minimum Design Loads and Associated Cirteria for Buildings and Other Structures,2016 (ASCE-7) National Design Specifications for Wood Construction 2018(NDS) NDS Special Design Provisions for Wind and Sesmic 2021(SPDWS) Project Description Garage Conversion to ADU- Lateral Calcs only Design Loads Dead Load Roof: 15 psf Walls: 10 psf Floor: 15 Psf Live Load Per OSSC:40 psf floor- Residential Roof Live Load Per OSSC for standard roof: 20 psf Snow Load Roof Snow load=Cfx0.7xCexCtxIsxPg Per OSSC figure 1608.2 Ground Snow Load and SEAO Snow Load Map= 12 psf, use 20 psf w/5 psf surcharge Wind Loads Building meets criteria for Envelope Procedure per ASCE Chapter 28 Main Wind-Force Resisting Systems Basic Wind Speed-V 98 mph per OSSC Table 1609.3 Vasd 75.91 mph per OSSC equation 16-34 Importance Factor Per ASCE 7 Table 6-1: 1.00 ADU 16025 SW 92nd Ave WCL Engineering Exposure Category B ASCE 7 Section 26.7.3 Adjustment Factor for Mean Roof Height and exposure 14 Mean Roof height(ft) Per ASCE 7,figure 28.5-1, A 1 .0 Topographic Factor Property has no abrupt changes in general topography Kzt=1 ASCE 7 Section 26.8.1 Use ASCE 7, Figure 28.5-1 for pressure values, linear interpolation permitted per ASCE 7 Figure 28.5. pitch of 8:12 33.6. Horizontal Pressures Vertical Pressures Overhang ABC DE F G H Eeh Goh Ps30 16.1 11.0 12.8 8.8 1.2 -9.8 0.4 -8.4 -5.6 -5.5 ASCE 7, Figure 28.5-1 for Exposure B @ 95 mph, 30to45 degree Ps30 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 -E3 -7.2 ASCE 7,Figure 28.5-1 for Exposure B @ 100 mph,30t045 degree Ps30 16.8 11.5 13.4 9.2 1.3 -10.2 0.4 -8.8 -5.9 -6.2 Interpolated values based on 98 mph Ps 16.8 11.5 13.4 9.2 1.3 -10.2 04 -8.8 -5.9 -6.2 Design Wind Loads per ASCE 7 equation 28.5-1 Seismic Loads Site Class No Geotechnical data D OSSC 1613.3.2 Seismic Design Category D SEAOC(See Attached Report) Sds 0.77 SEAOC Report Sd1 N/A SEAOC Report Seismic Force Resisting System Light frame walls sheathed with wood structural panels rated for shear resistance: R 6.5 ASCE 7 Table 12.2-1 Seismic Response Coefficient-Cs 0.118 ASCE 7 Section 12.8-1 Fundamental Period-Ta 0.16 ASCE 7 Section 12.8.2.2 Long Period TL=16 ASCE 7 Figure 22-15 Ta<TL, Cs Max is 0.5289, Use CS Above Seismic Weights Roof Dead Load 15 psf Floor Dead Load 15 psf • Seismic Forces-Adu Roof N/A N/A L 18.167 ft L 0 ft L 0 ft W 19.833 ft W 0 ft W 0 ft H 8 ft H 0 ft H 0 ft SF 360.31 SF SF 0 SF SF 0 SF W 5404.7 Lbs W 0 SF W 0 SF F2 640.25 lbf F1 0 lbf Fx 0 lbf ADU 16025 SW 92nd Ave WCL Engineering El 35.242 plf El #DIV/0! plf El #DIV/0! plf E2 32.281 plf E2 #DIV/0! plf E2 #DIV/0! plf Base Shear ASCE 7 Section 12.8.1 640 lbf 35 Long Wall plf 32 Short Wall plf Vertical Force Resisting Elements See Forte for joist, header and beam sizing. See Enercalc report for footing calculations For B1 R2 bearing on existing retaining wall,see load capaicity below. Wall Height=4 ft Footing width=1 ft(min) Bearing capacity= 1500 psf Allowable point load: 6000 lbs(4 x 2 x 1 x 1500) Bl-R2=3,043.75 lbs(D+.75L+.75S,See Forte) Allowable>Actual,OK Lateral Force Resisting Elements ADU-Gable End Wall Roof H= 6 ft W= 18 ft 16.8 A(from above)psf Gable end Wall, Roof H =h/2 18.0o A Area (3ft x Wall height) 13.4 C(from above)psf 73.002 C Area(Width-2A x Heigth) 1579.4 Total Force(A x Aarea x 2+C x Carea) Wall H= aft W= 18 ft 16.8 A(from above)psf 24.0o A Area (3ft x Wall height) 13.4 C(from above) psf 97.336 C Area(Width-2A x Heigth) 2105.8 Total Force(A x Aarea x 2+C x Carea) ADU-Sidewalls Roof H= 12 ft W= 20 ft 11.5 B(from above) psf 36.00 B Area (3ft x Wall height) 9.20 D(from above)psf 408 D Area (Width-2A x Heigth) 4580.2 Total Force(B x Barea x 2+D x Darea) 1st fl H= 8 ft W= 20 ft 16.8 A(from above) psf 24.00 A Area (3ft x Wall height) 13.4 C(from above)psf 110.67 C Area(Width-2AxHeigth) 2283.9 Total Force(A x Aarea x 2+C x Carea) BWL1.1 North Wall !BWL1.2 South Wall ? IBWL1.3 East Wall ADU 16025 SW 92nd Ave WCL Engineering BWL1.4 West Wall Analyze as perforated sheawalls(SDPWS Table 4.3.5.6) BWL L bi Afs Ao Aw Ao/Aw Afhs/Aw Co 1.1 18.917 14.75 118 12 151.33 8% 78% 0.91 1.2 18.917 17.417 139.33 3 151.33 2% 92% 1 1.3 18.25 15.25 122 20.01 146 14% 84% 0.71 1.4 18.25 15.25 122 3.9999 146 3% 84% 1 Braced Wall Summary Wall line 1.1 1.2 1.3 1.4 Floor 1 1 1 1 Fun Elevation Width(ft) 18.17 18.17 19.83 19.83 Existing structure built Tributary Width for wall line(ft) 9.1 9.1 9.9 9.9 prior t01950's. Exterior Segemented wall Ratio 1.0 1.0 1.0 1.0 sheathing horizontal Nominal Wind Load @ Level(Ibs) 1316 1316 2861 2861 dimensional lumber(2x8 Total Nomial wind Load(Ibs) 1315 1316 2861 2861 minimum) Use 140 plf AID Wind Load @ Level(Ibs) 789.7 789.7 1717 1717 shear capacity per table Total AID Wind Load(Fw-lbs) 789.7 789.7 1717 1717 4.3d in sdpws 2021. Nominal Seismic Load @ Level(Ibs) 320.1 320.1 320.1 320.1 Garage door infill walls Total Nomfal Seismic Load(Ibs) 320.1 320.1 320.1 320.1 are sheathed w/1/2" AID Seismic Load @ Level(Ibs) 224.1 224.1 224.1 224.1 plywood. Use type 0 Total AID Seismic Load(Fs-Ibs) 224.1 224.1 224.1 224.1 values from table below. Wall Height(ft) 8.0 8.0 8.0 8.0 Design Length(ft) 19.83 19.83 18.17 18.17 Aspect Ratio 0.40 0.40 0.44 0.44 New shearwall(1.4) Aspect Ratio adjustment(SDPWS 4.3.4) 1.00 1.00 1.00 1.00 sheathed w/1/2" Adjustment for Opening(SDPWS4.3.3.5) 0.91 1.00 0.71 1.00 Gypsum board w/5d Shearwall Type(see Drawings) Ex Ex Ex Ex cooler nails @ 4" o.c. Wall Design for Wind(plf)(SDPWS Table 4.3) 140 140 402 220 Spacing.Shear capacity= ASD Factored Design(plf) 70 70 201 110 220 plf per table 4.3C of Factored from above 63.7 70 142.7 110 Allowable Wind Load(Fallow-Ibs) 1263.4 1363.3 25926 199e4 Fw<Fallow OK OK OK OK Seismic Shear Force(Vs=Fs/L-pit) 11.3 11.3 12.33 12.33 Wall Design for Seismic(plt)(SDPWS Table 4.3) 140 140 312 220 Factored from above 127.4 140 221.5 220 AID Factored Design(Vallow-plf) 45.5 50 79.11 78.57 VsPVallow Check OK OK OK OK Apparent 5tifness-Ga(SDPWS Table 4.3) 1.5 1.5 11 6 Deflection(In) 0,03 0.01 0.01 0.02 Allowable Deflection(In)(L/360) 0.267 0.267 0.267 0.267 Deflection due to Seismic Force Check OK OK OK OK Shearwall Schedule Seismic Wind Typ'Sheathing Fasteners Edge Field Sill to Concrete connection Sill to Wood Vs Fs-2 Ga Vw Fs-2 0 7/16"Sheathing(unblocked 8d 6" 12" 1/2"Dia.Anchor Bolt 37 16d Nails @ 9 °0.c. 312 156 11 402 201 1 7/16"Sheathing 8d 6" 12" 1/2"Dia.Anchor Bolt 22 16d Nails @ 6 .o.c. 520 260 11 670 335 2 7/16"Sheathing 8d 4" 12" 1/2"Dia.Anchor Bolt 15 16d Nails @ 4 "o.c. 700 350 14 930 490 3 7/16"Sheathing 8d 3" 12" 1/2"Dia.Anchor Bolt 12 16d Nails @ 3 "o.C. 900 450 17 1260 630 ADU 16025 SW 92nd Ave WCL Engineering 4 7/16"Sheathing 8d 2" 12" 1/2"Dia.Anchor Bolt 9 16d Nails @ 3 "o.c. 1170 sas 21 1640 82 5 7/16"Sheathing(2 sides) 8d 4"St 12" 1/2"Dia.Anchor Bolt 8 16d Nails @ 2 ^o.c. 1040 520 zz 1960 980 6 7/16"Sheathing(2 sides) 8d 2"St 12" 1/2"Dia.Anchor Bolt 5 16d Nails @ 2 "o,c. 1400 700 28 3280 1 Shearwall capacites Per SDPWS Tables 4.3A,4.3B,4.3C,4.3D Hold Downs Hold Down Schedule Type Hold Down Stud Anchor n 1 HDU2-SDS2.5 (2)2x 5/8"0 S8 3075 2 HDU4-5D52.5 (2)2x 5/8"0 SB 4565 3 HDU5-SDS2.5 (2)2x 5/8"0 SB 564s 4 HDU8-SD52-5 (3)2x 7/8"0 SB 7870 5 HHDQ11-SDS2.5 (3)2x 1"05B um 6 HDU14-SDS2.5 (4)2x 1"0 SB 11813 7 MSTC40 (2)2x N/A 4745 8 MSTC66 (2)2x N/A 5860 9 CMST14 (2)2x N/A 6490 10 CMSTC16 (2)2x N/A 4585 Hold Down Loads Wall line 1,1 1.2 1.3 1.4 Design Length(ft) 19,83 19.83 18.17 18.17 Wall Height(ft) 8.0 8.0 8.0 8.0 Total Nominal Wind Load(Fwl 1316.2 13162 1631.1 2661.1 Total Nominal Seismic Load Ifs) 320.1 320.1 320.1 320.1 Maximum Load l]hs) 1316 1316 2861 2861 If negative value Wall Dead Load(pit) 80 80 140 140 for total uplift @ Roof Dead Load(plf) 135 135 30 30 boundary, no Floor/Attic Dead Load(plf) 0 0 0 o hold downs are Upper Floor Load(plf) 0 0 0 0 required. Total Load on Wall(plf) 215 215 170 170 Overturn Load(Mwl-Mdl) -31757 31257 -5165 -5165 Uplift Load @ Boundary for Floor(Ibs) •1601 -1601.2 -284.3 -284.3 Upper Floor Uplift @ Boundary(Ibs) a 0 0 3 Total Uplift @ Boundary OW -1601 -16012 -284.3 -281.3 Demand/Capacity Ration of 1.6:1 .25619 .2361.92 -454.88 -4500.8 Type N/A NIA N/A N/A ASCE ASCE 7 Hazards Report AMR ICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SET 7-22 Elevation: 203.28 ft(NAVD 88) 16027 SW 92nd Ave Risk Category: ii Latitude: 45.404137 Portland, Oregon Soil Class: D-Stiff Soil 97224 Longitude: -122.771562 - CPO 4N- q Metzger 4 I Or U I li rise, N.eaety a n.. un a_ Omni,A r.. ,. .. ... https://asce7hazardtool.online/ Page 1 of 4 Tue Aug 02 2022 ASCE AMERICAN SCCIE1Y OF CIA ENGINEERS Seismic Site Soil Class: Results: PGA M : 0.5 IL : 16 SMs : 1.15 Ss : 0.92 SM1 : 0.78 Si : 0.36 SDS : 0.77 SDc SD1 : 0.52 Vs30 . 260 14 Multi-Period MCER Spectrum Os Multi-Period Design Spectrum 4* 08 1-2 04 le 0.7 1.0 r 06 N 0.8 r a 0.5 s+ rs 0-6 y 9 4 y 4 0.4 0 3 n 0.2 w 0.2 . .* s O.ii 9 * 0 6 40 0 2 4 _ tii Sa(g)vs T(s) Sa(g)vs T(s) 12 Two-Period MCERSpectrum 0.8 Two-Period Design Spectrum a 0-7 > 4 1.0 M . s #. j; * 0.6 i' a 084 • 0s [ . i 06 t 04 • 0.4 0.3 02 02 % �� r is i D1 :_ 0 2 1 6 10 12 14 16 18 0 2 4 6 8 10 12 14 16 18 Sa(g)vs T(s) Sa(g)vs T(s) MCER Vertical Response Spectrum Design Vertical Response Spectrum Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made available by USGS. available by USGS. https:/lasce7hazardtool.online/ Page 2 of 4 Tue Aug 02 2022 ASCE. AMERICAN SOCIETY OF CIVIL ENGINEERS Data Accessed: Tue Aug 02 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. https:/lasce7hazardtool.online/ Page 3 of 4 Tue Aug 02 2022 ASCE' MARTIAN SOCIETY OF CIVIL ENGINEERS • The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,affiliation,relationship,or sponsorship of such third-party content by or from ASCE. 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