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BLD2021-00957 SFR - BLD Application - 6/21/2021
MASON COUNTY COMMUNITY SERVICES S Perm_it No-�)ffi zogI-W 5-1 PERMIT ASSISTANCE CENTER: r .BUILDING.PLANNING.PUBLIC HEALTH.FIRE MARSHAL 615 W.Alder Street,Shelton,WA 98584 Phone Shefton:(360)427-9670 ext.352.Fax:(360)427-7798 Phone !U Iv 2 I 2 021A . Beffair.(360)275-4467.Phone Elma:(360)482-5269 BUILDING PERMIT APPLICA r;rw4s PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: -t QRcy-I CV- kkw Lt -t NAME: CO'gem %Nomes MAILING ADDRESS:461 !0 V\UA L . MAILING ADDRESS:Iot5U 02!1 r 14 AvG CITY: A\k--ff..i STATE:jLe ZIP:A CITY: kX STATE:m 4�k ZIP: tat.V, PHONE#1: PHONE:&tP^�eie-1--SELL: PHONE#2: rb\'Ii- SDI -SO-7f, EMAIL: ' Cerm EMAIL: cx L&I REG# ( _.Jftt�'HJ,4jbMQ EXP.�1�J2� PRIMARY CONTACT: OWNER R" CONTRACTOR❑ OTHER❑ NAME t61t,.ey EMAIL &e-e iG o MAILING ADDRESS A!b t CITY A tA+tr`5 SI'A ZIP C4 PHONE `7icvn--Mk-AQ N'' CELL PARCEL INFORMATION: PARCEL NUMBER(12 Digit Nuinber) i'Z211— �3^liC)�C� Y 7ANING �E�t{�CtJTI�� LEGAL DESCRIPTION(Abbreviated) \-7—,11 MNbe \ l oT FIRE DISTRICT 6 SITE ADDRESS 1100 "V, %1-59-�• CITY 1 sue} DIRECTIONS TO SITE ADDRESS ES 1 \ l i\ Ik A + E IS THE PROJECT WITHIN 300 FT OF SLOPES)GREATER THAN 14%: YES❑ NO 61"'SNOW LOAD:_psf IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: (Checkau that apply): SALTWATER❑ LAKE❑ RIVER/CREEK❑ POND❑ WETLAND❑ SEASONAL RUNOFF❑ STREAM❑ TYPE OF WORK: NEW W' ADDITION❑ ALTERATION❑ REPAIR❑ OTHER ❑ USE OF STRUCTURE(Residence,Garage.Canunercial Bldg.Etc.) IS USE: PRIMARY V SEASONAL❑ NUMBER OF BEDROOMS � NUMBER OF BATHROOMS�,S HEATED STRUCTURE? YES(Whol.Bldg)❑ YES(Part(sl ofBldg)S NO❑ DESCRIBE WORK 3otta tJByy \�cztv�6 SQUARE FOOTAGE:(propaud) 1ST FLOOR2"131 sq.fL 2ND FLOOR ,N3}A sq.fL 3RD FLOOR b4 fS sq.fL BASEMENT & {Ih sq.fr. DECK-0 sq.fL COVERED DECK N21P( sq.ft. STORAGE A sq.% OTHER_ sq.ft. GARAGE -1 AL sq.ft Attached S(Detached❑ CARPORT ta3 10c sq.ft Attached❑ Detached❑ MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED* A4AKF. MODEL YEAR LENGTH WIDTH BEDROOMS BATHS SERIAL NUMBER ENVIRONMENTAL HEALTH: SEWAGE/SEWER SOURCE: SEPTIC❑ SEWER E( / NEW❑ EXISTING PLUMBING IN STRUCTURE? YES W NO❑ If yes,attach completed WaterAdegaacy Form PERIMETER/FOUNDATION DRAINS PROPOSED? YES L/ NO[] EXISTING SQ.FT. 0 EXISTING BEDROOMS 0 PROPOSED BEDROOMS 5 TOTAL BEDROOMS OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below.1 declare that I am the owner and I further declare that I am entitled to receive this permit and to do the work as proposed.I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project. The owner or legal representative,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection. This permittapplication becomes null&void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED.(MASON 4 , _ COUNTY CODE 14.08.42) Signature of OWNER(WAst be signed by the OWNER I Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT DCL Fjr/Z,Z PLANNING DEPARTMENT FUZE MARSHAL PUBLIC HEALTH •v MASON COUNTY COMMUNITY SERVICES Permit No`�1La6aL-QCQ,5? PERMIT ASSISTANCE CENTER: . BUILDING•PLANNING•FIRE MARSHA 615 W. Alder St-Shelton, WA 98584 �U� 2 �� www.co.masonma.us 26/2 1 Phone Shelton:(360)427-9670 ext. 352- Fax:t?6p)427-7796 U Phone Belfair:(360)275-4467- Phone Elma:(.tb)48-'>-5269 PLUMBING & MECHANICAL PERMIT APPLICATION OWNER INFORMATION: CONTRACTOR INFORMATION: NAME: R,._,o NAME: Carper t+a"vS MAILING ADDRESS: 4g1 E Nm>- eo Acw o1L- MAILING ADDRESS: tli5b Pvsee _ CITY: Au-t.-�, STATE:y ZIP:G s CITY: pry o¢c Leo STATE: y^ ZIP: 61 3u to ls`PHONE: 3tQ PHONE: ?i(_>:r)-i v 7--i5-IoCELL: 2°a PHONE: b i lj,- +3- su1 EMAIL : km,�:o 2 C arp<%.%torYws- ccm EMAIL: Ge¢ yPtRz Q (--xnfhL-.rnm L&I REG# Qfl EXP. 21 PARCEL INFORMATION: PARCEL NUMBER(12 Digit Number): 1211'1 -S3- r7nOo43 Zoning: GS.nee.n�/� LEGAL DESCRIPTION(Abbreviated): t ta.t_r i P.t--c' vt tA-Abc 1:t%2 Pyky'sc i . 1-0c FS SITE ADDRESS: %ao 02- CITY: er��N DIRECTIONS TO SITE ADDRESS: ,3Q AyM1rsCupan Vi1 A Ar,E Qu ��r �.. Srw�2�►�+� 114 nn,ex .-? Qom t)e,1 9-%C.L-k-r TYPE OFJOB: NEW _ADD ALT REPAIR OTHER USE OF BUILDING Qt`S�Or►�i i LOCATION OF FIXTURES/UNITS- 1 sT FLOOR 2"m FLOOR BASEMENT GARAGE OTHER PLUMBING FIXTURES(SHOW NUMBER OF EACH) MECHANICAL UNITS Type of Fixture No.of Fixtures Fees Fuel Type:Electric LPG Natural Gas Ductless_ Toilets Type of Unit No. of Units Fees Bathroom Sink A Furnace 1 Bath Tubs 'L Heat Pump I Showers Spot Vent Fan L4 Water Heater Propane Tank 1 Clothes Washer 1 Gas Outlets 2 Kitchen Sinks 2 Wood/Gas/Pellet Stove i Dishwasher Kitchen Exhaust Hood l Hose bibs Dryer Vent l Other Solar Panel Other Base Fee; Base Fee TOTAL PLUMBING TOTAL MECHANICAL OWNER acknowledge submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative,or contractor. I further declare that I am entitled to receive this permit and to do the work as proposed.I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project.The owner or authorized agent represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection.This permittapplication becomes null&void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OFTHS PERMIT IS BY MEANS OF INSPECTION.INACTIVITY OF THS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. X 4 I �2021 - Signature of r Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT vlc= 9•(Z-2.( PLANNING DEPARTMENT FIRE MARSHAL Rev: 1/27/2016 1BN Page 1 of 56 S920 100t'Street,Suite 25, Lakewood, WA 984.4iN 2 20u2!qq ' (253)9U-2900 ley lerconsuiting.com 615 W. Alder Street Date: 4/21/21 B E Y L E R Plan. Design. Manage. Design by: JEB CONSULTING Structural calculations for vertical and lateral design Project& Location: Structural Calculations for Hadley Residence 100 E Sterling Dr. Allyn, WA 98524 Mason County Client: Coval Homes,LLC 2023 12511 St E Tacoma,WA 98445 Structural Engineer: Beyler Consulting,LLC. 5920 100'Street SW, Suite 25 Lakewood,WA 98499 Elizabeth Emerick,P.E. elizabeth@beylerconsultinp-.e� NTH J.E Project Number: 21.001 11 ,y�`V` v of AA3�?,y� Code: 2018IBC " W o w Loads: I. Vertical Loads: 52 ti$ Roof(Snow) 25 PSF S Floor(Live) 40 PSF IDNAL E� 11.Lateral Loads: 04/21/2021 Wind: Exposure"B" Speed: 100 mph Kv= 1.30 Seismic: Site Class: D Seismic Spectral Response: Sos= 1.318 SDI= 0.737 V.= 0.1449(ASD) Page 2 of 56 c ' ' 5920 100t"Street,Suite 25, Lakewood,WA 98499 (253) 984-2900 B E Y L E R ban. Design. Manage. g e. Plan. Design. Manage. CONSULTING VERTICAL DESIGN Page 3 of 56 r-v FRB-1 RB-15 RB-5 RB-6 RB-16 4' 6' 5' 5' 4, RB-2 RB-3 RB-4 30' 6 6 4 , I GT-1 u --- - ;, W GT 2 FF 4' � RB-14 -�: - -- RB-17 2.6 2.67' 3.25' 6' GT-3 RB-10 - , - RB-8 L JRB-9 RB-13 6' RB-12 t 8.17' 16.17' Page 4 of 56 i I I i I I I ----- I I I I I 1 1 I II I I i I 1 I I i 1 I 1 ! 1 I I l L L--------------- -________ -__-_-_J .i I I I I I I I I I J-1 I I I I I 1 1 I__-__..__ _-. _ I I 1 1 I I I I 1 I I 1 1 I I I I I,1 I I I I I _.. ,. 1 - I I I I I I I I I I I I I I ------------ I I r _______ I I I I I I I I I L -- -- -- - - -- ---------------------r----------------�---- I � ii I I I I 1 ' I II I 1 1 I I I I 1 I I I I I I I i I I i -------------------� IL -------------------------------J.1 I I I I 1 I Page 5 of 56 Page: i LOADS ONLY BEYLER RB-1 j Roof Roof PSF Tributary PSF Tributary PLF W,_ SDL 125)(5.46 5.46)+ DL[Wall + DL SL( 0 � 0.00 0.00) = CI SL I 37 L= 4.00 ft 219 R,= DL 0.16 R2= 0.16 SL 0.27 ( 0.27 0.44 k 0.44 k RB 2 Roof Roof PSF Tributary PSF Tributary PLF W,- 5L(25](20.06)+ DL(Wall + DL SL( 0 ), 0.000.00) - SSL C 502 L= 6.00 ft T 2 803 R,= DL 0.90 R2= 0.90 SL ( 1.50 ( 1.50 2.41 k 2.41 k RB-3 j Roof Roof PSF Tributary PSF Tributary PLF W,= DL(15 25)(24.06)+ DL(Wall + (SL 0 0.00) = SL( 361 602 L= 6.00 ft 963 R,= DL 1.08 R2= 1.08 SL 1.80 ( 1.80 2.89 k 2.89 k LEL-4_j Roof Roof PSF Tributary PSF Tributary PLF W,- SDL[25 15)[26.06)+ DL[Wall + CIL SL[ 0 0.00) - C)L SSL( 652 L= 4.00 ft 1093 R,= DL 0.88 R2= 0.88 SL 1.30 ( 1.30 2.19 k 7 2.19 k RB-5 Roof Roof PSF Tributary PSF Tributary PLF W,- SDL(15 25)(22.46)+ DL[Wall + SL 0 0.00) - SL 337 562 L= 5.00 ft 899 R,= DL 0.84 R2= 0.84 SL ( 1.40 ( 1.40, 2.25 k 2.25 k RB-6 j W2 P, Roof Floor PSF Tributary PSF Tributary PLF 0.50 4.50 W,- 5L(25)( 5.46 5.46)+ DL(WalI + SL( 0 )(0.00) SL 0.00 [ 82 37 L= 5.00 ft R,= DL r 1.741 R2= 0.37 SL 2.91 j k 0.61 k W2= DL 15 22.461+ DL[ 0 )+ DLr 0 1�0.001 = �L( 337 562 4.65 k 0.98 k SL(25,C22.46 Wall SL 0 J 0.00 J GT2 NA 1 ( 1 P, SL 1 2.63] k + SL 0.00) = SSLI 2.63Jk Page 6 of 56 M Page: LOADS ONLY BEYLER RB-7 Roof Roof PSF Tributary PSF Tributary PLF W, IDL SL(25)(5.46 5.46)+ DL[Wall + SL 0 � 0.00) S 0.00 L 12 137 ) L= 4.00 ft 219 R,= DL 0.16 Rz= 0.16 SL 0.27 ( 0.27) 0.44 k 0.44 k k RB-8 WZ P, Roof Floor PSF Tributary PSF Tributary PLF 1.00 5.00 W,- SL(25)( 5.46 5.46)+ DL[ (Wall + DL SL( 0 )(0.00 0.00) SDLLr( 37 ) L= 6.00 ft R,= DL r 1.79 1 R2= 0.53 SL 2.99 k 0.88 k W2= DL 15 22.46 + DL[ 0 ]+ DL 0 0.00 = DL 337 7 4.78 k 1.41 k SL(25)C22.46) Wall SL( 0 )(0.00) SL( 562 ) GT2 NA 1.58 DL r r 1.58 P, SDL ( 2.63) k + SL l 0.00] = SL l 2.63)k Lau-Lau-j Roof Roof PSF Tributary PSF Tributary PLF W,- SL(25)(2.46 2.46)+ DL[ Wall + DL SL( 0f0.00) - SDLC 62 ) L= 6.00 ft 99 R,= DL 0.11 R2= 0.11 SL 0.18 ( 0.18) 7 0.30 k 0.30 k F-RB-10J Roof Roof PSF Tributary PSF Tributary PLF W,= DL(15 25)(19.46)+ DL[Wall + SL 0 0.00) = SL 292 487 ) L= 6.00 ft T 1 779 R,= DL 0.88 R2= 0.88 SL 1.46 ( 1.46) 2.34 k 2.34 k RB-11 Roof Roof PSF Tributary PSF Tributary PLF W,- SDL(25)(22.96)+ DL(Wall + SL DL[ 0 0.00) 344 SL 0.00 ( 574 ) L= 3.25 ft 919 R,= DL 0.56 R2= 0.56 SL 0.93 ( 0.93) 1.49 k 1.49 k FRB-12 Roof Roof PSF Tributary PSF Tributary PLF W,_ SDL(25 15)( 2.46 2.46)+ DL( Wall + SL DL[ 0f0.00) - SDL( 62 ) L= 16.17 ft 7 99 R,= DL 0.30) R2=( 0.30) SL 0.50 l 0.50 0.80 k 0.80 k Page 7 of 56 Eo Page: LOADS ONLY BEYLER RB 13 Roof Roof PSF Tributary PSF Tributary PLF W, C SL 25)( 2.46 2.46,+ DL[Wall + SL 0 0.00) SL 0.00 37 62 L= 8.17 ft r 1 99 R,= DL 0.15 R2= 0.15 SL ( 0.25 ( 0.25 0.40 k 0.40 k Ln-14J Roof Roof PSF Tributary PSF Tributary PLF W, SL125)(16.00)+ DL[Wall + SDL(Lr 25JL 1.00, DSL( 425 L= 2.67 ft 680 R,= DL 0.34 R2= 0.34 SL 0.57 ( 0.57 0.91 k 7 0.91 k RB-15 Roof Roof PSF Tributary PSF Tributary PLF W, DL SL(25,(16.46)+ DL(Wall + SL( 0 j_ 0.00 j SDL( 412 L= 6.00 ft T 1 659 R,= DL 0.74 R2= 0.74 SL ( 1.23 ( 1.23 1.98 k 1.98 k [TB-16 Roof Roof PSF Tributary PSF Tributary PLF W,_ SDL(25)[5.46 5.46]+ DL[Wall + DL SL( 0 � 0.00) - DSL( 83 L= 4.00 ft 219 R,= DL 0.16 R2= 0.16 SL ( 0.27 ( 0.27 0.44 k 0.44 k RB-17 Roof Roof PSF Tributary PSF Tributary PLF W,- D 277 SL 125)C18.46)+ DL�Wall + SL( 0 0.00) - SL( 462 L= 2.67 ft f, 1 739 R,= DL 0.37 R2= 0.37 SL ( 0.62 ( 0.62 1 0.99 k 7 0.99 k Page 8 of 56 Page: LOADS ONLY BEYLER GT-1 j Roof Roof PSF Tributary PSF Tributary PLF W,_ SDL(25)(5.00 5.00)+ DL[ Wall + SDLC 0 � 0.000.00) - SDL( 25 , L= 30.00 ft 200 R,= DL 1.13 R2= 1.13 SL 1.88 ( 1.88, 3.00 k 3.00 k GT-2 J Roof Roof PSF Tributary PSF Tributary PLF W, SLIDL(25)(5.00)+ DL[Wall + SL DL[ 0 0.00) S 0.00 L 75 125 L= 42.00 ft T y 200 R,= DL 1.58 R2= 1.58 SL 2.63 ( 2.63 4.20 k 4.20 k GT-3 Roof Roof PSF Tributary PSF Tributary PLF W,- SDL[15 25]C22.00,+ DL(Wall + DL SL(25� 1.00) SL 1.00 DL( 345 575 L= 12.00 ft Ir 1 920 R,= DL r 2.07 1 RZ=r 2.07 1 SL l 3.45 J l 3.45 J 5.52 k 37 5.52 k Project Title: Douglas Page e 9 of 56 Engineer: JEB Project ID: BC#21.00111 Project Descr: BEYLER Printed'12 APR 2021, 2 01 PM Multiple Simple Beam File:Beam esgn.e P P Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 Description : RBI-12 Wood Beam Design : RB-1 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pril 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0820, S=0.1370 klft,Tdb=1.0 ft Design Summary D(0.0820)S(0.1370) Max fb/Fb Ratio = 0.136. 1 fb:Actual: 171.42 psi at 2.000 ft in Span#1 Fb:Allowable: 1,261.25 psi Load Comb: +D+S+H 4x8 Max fv/FvRatio= 0.150: 1 .+ fv:Actual: 25.89 psi at 0.000 ft in Span#1 4.o n Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LI $ v E hi Transient Downward 0.005 in Total Downward 0.009 in Left Support 0.16 0.27 Ratio 8742 Ratio 5469 Right Support 0.16 0.27 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-2 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pdl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.840 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.3010, S=0.5020 k/ft,Tdb=1.0 ft Design Summary D(o.3010)_S(o.5020) Max fb/Fb Ratio = 0.751• 1 fb:Actual : 868.78 psi at 3.000 ft in Span#1 Fb:Allowable: 1,156.25 psi Load Comb: +D+S+H 4x10 ,e Max fv/FvRatio= 0.647: 1 6.0 n fv:Actual : 111.61 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LE $ Ili: F. hi Transient Downward 0.049 in Total Downward 0.078 in Left Support 0.90 1.51 Ratio 1468 Ratio 917 Right Support 0.90 1.51 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: i911111110 Project Title: Douglas Pa a 10 of 56 Engineer: JEB g Project ID: BC#21.00111 B E Y L E R Project Descr: Printed 12 APR 2021, 2 01PM Multiple Simple Beam File: eamDesign.ec6 P P Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Wood Beam Design : RB-3 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PHI 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Un f Load: D=0.3610, S=0.6020 k/ft,Trib=1.0 ft Design Summary D(0.3610)S(0.6020) Max fb/Fb Ratio = 0.457. 1 fib:Actual: 1,232.64 psi at 3.000 ft in Span#1 Fb:Allowable: 2,698.00 psi Load Comb: +D+S+H ` Max fv/FvRatio= 0.506: 1 3.125x9fi.o n fv:Actual : 154.08 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L LE 5. !I F. tl Transient Downward 0.052 in Total Downward 0.083 in Left Support 1.08 1.81 Ratio 1394 Ratio 871 Right Support 1.08 1.81 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-4 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.4410, S=0.6520 k/ft,Trib=1.0 ft Design Summary D(o 4410)s(0.6520) Max fb/Fb Ratio = 0.678- 1 fb:Actual: 855.54 psi at 2.000 ft in Span#1 Fb:Allowable: 1,261.25 psi Load Comb: +D+S+H Max fv/FvRatio= 0.749: 1 4x8 fv:Actual : 129.22 psi at 0.000 ft in Span#1 4.0 n Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LI: $ lei. E ti Transient Downward 0.026 in Total Downward 0.044 in Left Support 0.88 1.30 Ratio 1836 Ratio 1095 Right Support 0.88 1.30 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Page a 11 of 56 Engineer: JEB Project ID: BC#21.00111 Project Descr: BEYLER Printed 12 APR 2021, 2'01PM Multiple Simple Beam File:Beam 2.20.8.26 P p Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.24 :, Wood Beam Design : RB-5 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.840 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.3370, S=0.5620 k/ft,Trib=1.0 ft Design Summary D(0 3370)S(0.5620) Max fb/Fb Ratio = 0.873. 1 fb:Actual: 1,099.51 psi at 2.500 ft in Span#1 Fb:Allowable: 1,258.94 psi Load Comb: +D+S+H - 4x8 Max fv/FvRatio= 0.770: 1 5.0 ft fv:Actual : 132.86 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) P L Li: a W Z U Transient Downward 0.055 in Total Downward 0.088 in Left Support 0.84 1.41 Ratio 1091 Ratio 682 Right Support 0.84 1.41 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-6 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PHI 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.3370, S=0.5620 loft,0.0 It to 0.50 ft,Trib=1.0 ft Unif Load: D=0.0820, S=0.1370 k/ft,0.50 to 5.0 ft,Tdb=1.0 ft Point: D=1.580, S=2.630 k @ 0.50 ft Design Summary Max fb/Fb Ratio = 0.233. 1 D(0.3370)S(0.5620) O(0.0820)S(0.1370) fb:Actual: 630.72 psi at 0.500 ft in Span#1 Fb:Allowable: 2,709.70 psi Load Comb: +D+S+H Max fv/FvRatio= 0.815: 1 3.125x9 fv:Actual : 248.51 psi at 0.000 ft in Span#1 5.0 ft Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LE a v F. ti Transient Downward 0.017 in Total Downward 0.027 in Left Support 1.75 2.91 Ratio 3617 Ratio 2260 Right Support 0.37 0.62 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Page 12 of 56 N50 Engineer: JEB 9 Project ID: BC#21.00111 BEYLER Project Descr: CON sill "'ING Printed 12 APR 2021. 2 01 PM Multiple Simple Beam File:Beam Design. Software copyright ENERCALC,INC.1983-2020,Build:12.20.8624 Wood Beam Design : RB-7 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0820, S=0.1370 k/ft,Trib=1.0 ft Design Summary D(0 0820)S(O 1370) Max fb/Fb Ratio = 0.136. 1 fb:Actual: 171.42 psi at 2.000 ft in Span#1 Fb:Allowable: 1,261.25 psi Load Comb: +D+S+H Max fv/FvRatio= 0.150: 1 A, 4x8 fv:Actual: 25.89 psi at 0.000 ft in Span#1 4 o tt Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L Lt a a F. lj Transient Downward 0.005 in Total Downward 0.009 in Left Support 0.16 0.27 Ratio 8742 Ratio 5469 Right Support 0.16 0.27 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-8 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PHI 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.3370, S=0.5620 k/ft,0.0 ft to 1.0 ft,Trib=1.0 ft Unif Load: D=0.0820, S=0.1370 k/ft,1.0 to 6.0 ft,Trib=1.0 ft Point: D=1,580, S=2.630 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.457. 1 D(0.3370)S(0. 620) D(0.0820)S(0.1370) fb:Actual: 1,234.25 psi at 1.000 ft in Span#1 Fb:Allowable: 2,698.00 psi Load Comb: +D+S+H Max fv/FvRatio= 0.838: 1 . 3.1z5x9 fv:Actual : 255.40 psi at 0.000 ft in Span#1 6.0 n Fv:Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LE $ WE F. b Transient Downward 0.044 in Total Downward 0.070 in Left Support 1.80 2.99 Ratio 1649 Ratio 1030 Right Support 0.53 0.88 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Engineer: JEB Page 13 of 56 Project ID: BC#21.00111 Project Descr: BEYLER Corgi Printed 12 APR 2021, 2 01PM File:Beam Des n.ec(3Multiple Simple Beam Software copyright ENERCALC,INC.19832020,BuiId:12.20.8.24 Wood Beam Design : R13-9 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0370, S=0.0620 k/ft,Trib=1.0 ft Design Summary D(0.0370)S(0.0620) Max fb/Fb Ratio = 0.176. 1 fb:Actual: 203.41 psi at 3.000 ft in Span#1 Fb:Allowable: 1,155.77 psi Load Comb: +D+S+H 2-2x8 AA� Max fv/FvRatio= 0.119: 1 6.0 ft fv:Actual : 20.48 psi at 0.000 ft in Span#1 -- Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L L[ $ V. L ti Transient Downward 0.015 in Total Downward 0.023 in Left Support 0.11 0.19 Ratio 4906 Ratio 3072 Right Support 0.11 0.19 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-10 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.2920, S=0.4870 k/ft,Tdb=1.0 ft Desian Summa/Y D(0.2920)S(o.4870) Max fb/Fb Ratio = 0.729- 1 fb:Actual: 842.81 psi at 3.000 ft in Span#1 Fb:Allowable: 1,156.25 psi Load Comb: +D+S+H 4x10 Max fv/FvRatio= 0.628: 1 6.0 ft fv:Actual : 108.28 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L Lr $ v F. hi Transient Downward 0.048 in Total Downward 0.076 in Left Support 0.88 1.46 Ratio 1513 Ratio 946 Right Support 0.88 1.46 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Engineer: JEB Page 14 of 56 Rw Project ID: BC#21.00111 B E Y L E R Project Descr: C C;ti !\G Printed 12 APR 2021. 2 01 PM Multi le Sim le Beam File:Beam sign.ec6 P p Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 ,:, Wood Beam Design : RB-11 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Appfied Loads Unif Load: D=0.3440, S=0.5740 k/ft,Tdb=1.0 ft Design SummaN D(O 3440)S(0 5740) Max fb/Fb Ratio = 0.376. 1 fb:Actual: 474.36 psi at 1.625 ft in Span#1 Fb:Allowable: 1,263.22 psi Load Comb: +D+S+H Max fv/FvRatio= 0.511 : 1 4z8 s fv:Actual : 88.18 psi at 0.000 ft in Span#1 3 250 n Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L L[ $ v 1E ti Transient Downward 0.010 in Total Downward 0.016 in Left Support 0.56 0.93 Ratio 3890 Ratio 2432 Right Support 0.56 0.93 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-12 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with 18C 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi AD12 ied Loads Unif Load: D=0.0370, S=0.0620 k/ft,Tdb=1.0 ft Design Summary Max fb/Fb Ratio = 0.701 • 1 D(OM70)S(0 0620) fb:Actual: 777.94 psi at 8.085 ft in Span#1 Fb:Allowable: 1,110.23 psi 4x10 -00 Load Comb: +D+S+H � Max fv/FvRatio= 0.215: 1 16.170 ft fv:Actual : 37.08 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LE a 1K F. ti Transient Downward 0.319 in Total Downward 0.510 in Left Support 0.30 0.50 Ratio 607 Ratio 380 Right Support 0.30 0.50 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Page 15 of 56 Engineer: JEB l Project ID: BC#21.00111 Project Descr: BEYLER Panted:21 APR 2021 11:29AM File:Beam Multiple Simple Beam Software copyright ENERCALC,INC.1983-2020,BuiId:12.20.8.24 ,:, Description : RB13-17 Wood Beam Design : RB-13 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Ai2nlied Loads Unif Load: D=0.0370, S=0.0620 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.258. 1 D(0.0370)S(0.0620) fb:Actual: 323.28 psi at 4.085 ft in Span#1 Fb:Allowable: 1,251.17 psi Load Comb: +D+S+IH 4x8 w Max fv/FvRatio= 0.139: 1 8.170 n fv:Actual : 23.91 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) B L Lr a A E B Transient Downward 0.043 in Total Downward 0.069 in Left Support 0.15 0.25 Ratio 2267 Ratio 1419 Right Support 0.15 0.25 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-14 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.2550, S=0.4250 k/ft,Trib=1.0 ft Design Summary D(0 2550)s(0 4250) Max fb/Fb Ratio = 0.188. 1 fb:Actual: 237.15 psi at 1.335 ft in Span#1 Fb:Allowable: 1,264.68 psi Load Comb: +D+S+H Max fv/FvRatio= 0.311: 1 - 4x8 fv:Actual : 53.66 psi at 0.000 ft in Span#1 2(370't Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LE a )81 E ri Transient Downward 0.003 in Total Downward 0.005 in Left Support 0.34 0.57 Ratio 9475 Ratio 5922 Right Support 0.34 0.57 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Page a 16 of 56 Engineer: JEB Project ID: BC#21.00111 BEYLER Project Descr: <_6z i; Panted:21 APR 2021 11:29AM Multi le Sim le Beam File:Beam es ign.ec6 p p Software copyright ENERCALC,INC.1983.2020,Build:12.20.8.24 ,:, Wood Beam Design : RB-15 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.2470, S=0.4120 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.924. 1 D(0.2470)S(0 4120) fb:Actual: 1,160.61 psi at 3.000 ft in Span#1 Fb:Allowable: 1,256.64 psi Load Comb: +D+S+H 4x8 Max fv/FvRatio= 0.677: 1 6.0 ft fv:Actual : 116.87 psi at 0.000 ft in Span#1 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L LI: $ Transient Downward 0.084 in Total Downward 0.134 in Left Support 0.74 1.24 Ratio 861 Ratio 538 Right Support 0.74 1.24 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-16 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PdI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0820, S=0.1370 k/ft,Trib=1.0 ft Design Summary D(0.0820)S(0.1370) Max fb/Fb Ratio = 0.136- 1 fb:Actual: 171.42 psi at 2.000 ft in Span#1 Fb:Allowable: 1,261.25 psi Load Comb: +D+S+H Max fv/FvRatio= 0.150: 1 4x8 fv:Actual : 25.89 psi at 0.000 ft in Span#1 4.0 n Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 12 L Lr $ V E ti Transient Downward 0.005 in Total Downward 0.009 in Left Support 0.16 0.27 Ratio 8742 Ratio 5469 Right Support 0.16 0.27 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Douglas Page 17 of 56 Engineer: JEB g irw Project ID: BC#21.00111 Project Descr: BEYLER ;:cn;.,,i Printed:21 APR 2021,11:29AM Multi le pS File:Beam gn.e im le Beam Software copyright ENERCALC,INC.19832020,BuiId:12.20.8.24 ,:, Wood Beam Design : RB-17 Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: Hem-Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 26.830 pcf Fb-Compr 850.0 psi Fe-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.2770, S=0.4620 k/ft,Tdb=1.0 ft Design Summ= D(0 2770)S(0.4620) Max fb/Fb Ratio = 0.204. 1 fb:Actual: 257.73 psi at 1.335 ft in Span#1 Fb:Allowable: 1,264.68 psi Load Comb: +D+S+H Max fv/FvRatio= 0.338: 1 A. 4x6 A fv:Actual : 58.32 psi at 0.000 ft in Span#1 2 670 n Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2 L Li. a A F. Li Transient Downward 0.004 in Total Downward 0.006 in Left Support 0.37 0.62 Ratio 8716 Ratio 5449 Right Support 0.37 0.62 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: .I F O R T E CM MEMBER REPORT PASSED Level,Floor:Joist Page 18 of 56 1 piece(s)9 1/2"TJ10 110 C 19.2"OC Overall Length:43'5 112" 0 1 1'8" o'.' 9'4" 0 0 0 o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual O Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1226 @ 11'9 1/4" 1935(3.50") Passed(63%) 1.00 1.0 D+1.0 L(Adj Spans) Member Type:Joist Shear(Ibs) 578 @ 11'7 1/2" 1342 Passed(43%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential ding Code:IBC 2015 Moment(Ft-Ibs) -1385 @ 11'9 1/4" 2500 Passed(550k) 1.00 1.0 D+1.0 L(Adj Spans) Design Methodology:Aso Live Load Dell.(in) 0.112 @ 5'9 3/16" 0.383 Passed(L/999+) 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.142 @ TO" 0.574 Passed(L/970) 1.0 D+ 1.0 L(Alt Spans) T)-Pro'"Rating 47 40 Passed •Deflection criteria:U.(LJ360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'3"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge—Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Armes 1-Hanger on Single 2X HF plate 3.50" Hanger' 1.75"/-2 114 3441-22 458/-22 See note 2-Stud wall-HF 3.50" 3.50" 3.50" 324 902 1226 None 3-Stud wall-HF 3.50" 3.50" 3.50" 251 806 1057 None 4-Stud wall-HF 3.50" 1 3.50" 3.50" 258 770 1028 1 None 5-Hanger on Single 2X HF plate 3.50" 1 Hanger, 1.75"/-= 97 297/-20 394/-20 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Aocassorias 1-Top Mount Hanger 1TS1.81/9.5 2.00" 4-10dx1,5 2-lOdxl.5 2-Strong-Grip 5-Top Mount Hanger ITS1.81/9.5 2.00" 4-10dxl.5 2-10dxl.5 2-Strong-Grip Dead Floor Live Vertical Load Location(Side) spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 43'5 1/2" 19.2" 15.0 40.0 Default Load We erhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-parry certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design bads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 7/2/2019 7:37:45 PM UTC Amanda Lange Beyler Consulting ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 alange@beylermnsufting.com File Name: Floor Joists Page 1/2 Page 19 of 56 �` Project: 21.00111 ' 5920 100B`Street,suite 25,Lakewood,WA 98499 DESIGNED: JEB BE Y L E R beyler o8 suttiing.com C O N S U L T I N G Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN 2x6 Stud Capacity 2018 NDS/20181BC a„ AXIAL LOADS P DESIGN VALUES P=2125# PDL(")=598 F,(psi)= 675 N-Fv JLL e=0.50 in Psi(#/ft)=996 F (psi)= 150 scud c aneP (#/Yt)=0 Fd(psi)= 800 Bending x- PTOT(#/ft)=1594 F„(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 i--d.No 9 TRIB.(IN)=16 E,,;,,(psi)= 4.40E+05 Overuse,No ft C,- 1 Bepebre,No W=20 PLF LATERAL LOADS W L (in)= 48�i B,a y.Yes E=7 PLF W(PSF)=14.80 C= 0.8(Sawn Lumber) E(PSF)=5.00 Ka= 1 (Appendix G) TRIB.(IN)=16 Cb= 1.00(Bearing Area Factor) Bearing wall Fire rated? NO Use: (1)2"X 6"@ 16"O.C.OK Fire Retardant FirePRO? NO Header Bearing Area(in`)= 5.25 405=Fu(psi MEMBER SIZE SECION PROPERTIES QUANITY 1 A= 8.25 in' b= 1.5 in S= 7.56 in' d= 5.5 in I= 20.80 in (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL OL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W) L�(ft)= 9 9 9 9 9 Vapp„ed(#)= 4 10 8 92 75 M.Mlod MA= 17 44 37 224 200 Papp,l,d(#)= 797 2125 1793 797 1793 CD= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS FbE(psi)=17476 CbF=1 (fable 4a Bending) Fp(psi)= 675 776 776 1080 1080 (Eg3.7-1) CL= 1 1 1 1 1 (Eq 3.7-1) F.(psi)= 675 776 776 1080 1080 (Table 4.3.1) AXIAL STESS CALCS F,=938 C,F=1 (Table 4a Compression) Le/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(KO)L Fc*(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) Fc si= 594 642 642 737 737 1 (Table4.3.1) ALLOWABLES DL+ILL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W) Vwia,(#)= 825 949 949 1 132D 1320 V a,=A•F,•CD/1.5 M„-(ft-#)= 425 489 489 681 681 M,y =S•Fp Cp CF•CL*Cr P,-(#)= 4904 5295 5295 6084 6084 P., =A•F,•CD•CF•C1 (fdFJ+fb/(Fb(1-(fdF,)= 0.07 0.29 0.21 0.38 0.47 (Eg3.93) (t JF,E)+(fb/F,E)Z= 0.10 0.27 0.23 0.10 0.23 (Eq 3.9-4) Pc,al w on PL(#)= 3341 3341 3341 3341 3341 P, ,i,=A'Fc'Cb P._on Beam(#) = 2126 2126 2126 2126 2126 P,.,,,,,•=A'Fc Deflection U NA NA NA U925 1-11234 L/(I E/15 L Mapp„ 240 0.00 0.00 0.00 1 0.12 0.09 _"0•V4 Table 1604.3(f) CHECKS OIL+LL DL+SL DL+0.75(LL+SL) DL+W DL+0.75(LL+SL+Wl Actual L SHEAR V OK OK OK OK OK VappiePstl- 0.4% 1.0% 0.9% 7.0% 5.7% MOMENT M OK OK OK OK OK Mappie0/Me11ow 3.9% 9.1% 7.6% 32.9% 29.4% AXIAL P OK OK OK OK OK Pepdied/Pafl w 16.3% 40.1b/b 33.9% 1 13.1% 29.5% (fs/F f+fb/(Fb(1-&JF,E) OK OK OK OK OK (f,,JFJ+fa/(Fb(1-(f 1F,E) 7.0% 28.6% 21.4% 38.4% 47.0% (f./F�)+(I!WFb f OK OK OK OK OK (fjl`�E)+(f/FnE) 10.3% 27.5% 23.2% 10.3% 23.2% AXIAL P/l on PL OK OK OK OK OK PCapplba Pcialow 23.9% 63.6% 53.7% 23.9% 53.7% AXIAL P.on Beam OK OK OK OK OK Peadowd/Pc m- 37.5% 100.0% 84.3% 37.5% 84.3% DEFLECTION OK OK OK OK OK Da,r a,/D,i„ d 0.0% 0.0% 0.0% 25.9% 19.5% Ova all Check OK OK OK OK OK Page 20 of 56 Project: 21.00111 ' 5920 100-Street,Suite 25,Lakewood,WA 98499 B E Y L E R (253)984-2900 DESIGNED: JEB beylerconsu Ring.corn CON S U L T I N G Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN Opening)amb_(1)2x6 2018 NDS/20181BC en AXIAL LOADS P DESIGN VALUES P=1594# PDT(#/ft)=598 Fb(psi)= 675 e=0.50 in PsL(#/ft)=996 F.(psi)= 150 '-d eraoe PLL(#t)=0 Fe(psi)= 800 Be^•dng x-x-x v PTOT(#/fl)=1594 Fo,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 .-,d.No 9 TRIB.(IN)=12 E,,,;,(psi)= 4.40E+05 wet W..No � ft Cr= 1 Rapeb-No W W=58 PLF LATERAL LOADS W L,(in)= 48 F,r E=20 PLF W(PSF)=14.80 C= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1 (Appendix G) TRIB.(IN)=47 Co= 1.00(Bearing Area Factor) Bearing wall Fire rated? Nd Use: (1)2"X 6"@ 47"O.C.OK Fire Retardant FirePRO? No Header Bearing Area(in`)= 5.25 405=Fu(psi MEMBER SIZE SE TI N PROPERTIES QUANITY 1 A= 8.25 in2 b= 1.5 in S= 7.56 in' d= 5.5 in I= 20.80 in" (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0,75(LL+SL+W) L (ft)= 9 9 9 9 9 VWa,W(#)= 3 7 6 264 202 M.PPIW(ft-#)= 12 33 28 616 497 P,plled(#)= 598 1594 1345 598 1345 Co= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS For(psi)=17476 CbF-1 (Table 4a Bending) Fo(psi)= 675 776 776 1080 1080 (Eq 3.7-1) CL= 1 1 1 1 1 (Eg3.7-1) F'o(psi)= 675 776 776 1080 1080 (Table 4.3.1) AXIAL STESS CALCS FoE=938 CoF=1 (Table 4a Compression) L,/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L F,'(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cr,= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c(psi)= 594 1 642 642 737 737 (Table 4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W) Vanow(#)= 825 949 949 1320 1320 Vqp,,,=A•F,•CD 11.5 M,lia (ft-#)= 425 489 489 681 681 M_=S'Fp Co CF-CL*Cr P.w..(#)= 4904 5295 5295 6084 6084 P_=A•F,•Co'CF'CP (fdFJ'' f,/(F,(1-(fdFa)= 0.05 0.18 0.13 0.99 0.93 (Eq 3.93) &/Fc)+(fdF,E)z= 0.08 0.21 0.17 0.08 0.17 (Eq 3.9-0) P,,,ro„on PL(#)= 3341 3341 3341 3341 3341 P",,,,.=A•Fc'C, P,,o„on Beam(#) = 2126 2126 2126 1 2126 2126 P__=A'Fc Deflection U NA NA NA L/315 U420 L/(I•E f 15•L•M,,,„„J 240 0.00 0.00 0.00 0.34 0.26 0�',V - Table 1604.3(f) CHECKS DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W Actual SHEAR V OK OK OK OK OK VePpi.pW- 0.3% 0.8% 0.7% 20.0% 15.3% MOMENT M OK OK OK OK OK MapW`ed/Maoow 2.9% 6.8% 1 5.7% 90.6% 73.0% AXIAL P OK OK OK OK OK Papptied/Pallm 12.2% 30.1% 25.4% 9.8% 22.1% (fdFJ+fd(Fe(1-(fjF d OK OK OK OK OK (fj,-) +fe/(Fn(1-(fdFIE) 4.79/6 17.6% 13.4% 99.1% 93.3% (fdF�)+(%/F,f OK OK OK OK OK (fJA-(fdFnE) 7.7% 20.6% 17.4% 1 7.7% 17.4% AXIAL P.on PL OK OK OK OK OK PC"appllW/Pplal- 17.9% 47.7% 40.3% 17.9% 40.3% AXIAL Pl on Beam OK OK OK OK OK Peapp6edPcialm 28.1% 75.0% 63.3% 28.1% 63.3% DEFLECTION OK OK OK OK OK D,tt,l/D,llowed 0.0% 0.0% 0.0% 76.2% 57.1% Overall Check OK OK OK OK OK Page 21 of 56 Project: 21.00111 ' 5920 100-Street,Suite 25,Lakewood,WA 98499 B E Y L E R (253)984-2900 DESIGNED: JEB beylerconsulti ng,com CONSULTING Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN Opening iamb_(2)W 2018 NDS/2018IBC a„ AXIAL LOADS P DESIGN VALUES P=1594# POLO/ft)=598 Fo(psi)= 675 n e=0.50 in PSL(#/ft)=996 Fv(psi)= 150 > PILL(#/ft)=0 Fc(psi)= 800 se::m-;a x_- v PTOT(#/ft)=1594 Fc,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 No • 9 TRIB.(IN)=12 E,,i"(psi)= 4.40E+05 Wet use,No ft Cr- 1 Re.VN ,No - W=126 PLF LATERAL LOADS W L.(in)= 48 r„n S-ng,Ye, E=43 PLF W(PSF)=14.80 c= 0.8(Sawn Lumber) E(PSF)=5.00 Ka= 1(Appendix G) TRIB.(IN)=102 Co= 1.00(Bearing Area Factor) Bearing wall Fire rated? NO Use: (2)2"X 6"@ 102"O.C.OK Fire Retardant FirePRO? No Header Bearing Area(in')= 10.5 405=Fc,(psi MEMBER SIZE E TI N PROPERTIES QUANITY 2 A= 16.50 in b= 1.5 in S= 15.13 in3 d= 5.5in 1= 41.59in° (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES OIL+LL OL+SL DL+0.75(LL+SL) DL+W L+0,75(LL+SL+W) L.(ft)= 9 9 9 9 9 Viopppbd(#)= 3 7 6 569 431 Mappl,d MA= 12 33 28 1305 1015 Pepplbd(#)= 598 1594 1345 598 1345 CD= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS FbE(psi)=17476 Cb1=1 (Table 4a Bending) Fo(psi)= 675 776 776 1080 1080 (Eq 3.7-1) CL= 1 1 1 1 1 (Eg3.7-1) F.(psi)= 675 776 776 108D 1080 (Table 4.3.1) AXIAL STESS CALCS FOE 938 C,=1 (Table 4a Compression) Ldd= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L Fc'(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c(psi)= 594 1 642 642 737 737 (Table4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL-W) VWx..(#)= 1650 1898 1898 2640 2640 V_=A•F,•Cp/1.5 Madp,,(ft-#)= 851 978 978 1361 1361 M,r" =S'F;Cp CF•CI*C, Paip,,,(#)= 19614 21180 21180 24337 24337 Prow=A•F,•C.*CF•CP (1/FJ+fd(Fb0-(fdFo,)= 0.02 0.04 0.04 1.00 0.82 (Eq 3.9-3) (fs/F�)+(fdFbd= 0.04 0.10 0.09 1 0.04 0.09 (Eq 3.9-4) Pc,ara on PL(#)= 6683 6683 6683 6683 6683 Po,=A'Fc'Cb Pc,41p„,on Beam(#) = 4253 4253 4253 4253 4253 1P,-A•Fc Deflection L/ NA NA NA U290 L/387 L/(I E/15 L•M,pq d) 240 0.00 0.00 0.00 0.37 0.28 '_n_i W -1 Table 1604.3(1) CHECKS DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W Actual 0 SHEAR V OK OK OK OK OK Vapp,edVaicw 0.2% 0.4% 0.3% 21.5% 16.3% MOMENT M OK OK OK OK OK MapplkdMWIM 1.5% 3.4% 2.9% 95.8% 74.5% AXIAL P OK OK OK OK OK PapWled/Pallm 3.0% 7.5% 6.3% 2.5% 5.5% (fb/FJ+fd(Fb(1-(ft/F.J OK OK OK OK OK (fdF.')'+fd(Fb(1-(fdF,E) 1.6% 4.4% 3.5% 99.8% 81.9% (fdFa)+(f,1FbEf OK OK OK OK OK (fj.E)+(fjl`E) 3.9% 10.3% 8.7% 3.9% 8.7% AXIAL P,on PL OK OK OK OK OK Pc^appileR/ iarow 8.9% 23.9% 20.1% 8.9% 20.1% AXIAL P,on Beam OK OK OK OK OK Po,appledPp,.j_ 14.1% 37.5% 31.6% 14.1% 31.6% DEFLECTION OK OK OK OK OK Da 4Dalc d 0.0% 0.0% 0.0% 82.7% 1 62.0% Overall Check OK OK OK OK IOK _ Page 22 of 56 Project: 21.00111 HOW 5920 100e Street,Suite 25,Lakewood,WA 98499 B E Y L E R (253)984-2900 DESIGNED: JEB beylerconsulting.com CONSULTING Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN Opening jamb_(3)2x6 2018 NDS/20181BC an AXIAL LOADS P DESIGN VALUES P=1594# PDL(#/ft)=598 FI(psi)= 675 .-Fir e=0.50 in PaL(#/ft)=996 F (psi)= 150 smd cede PLL(#/ft)=0 F.(psi)= 800 s.odmg x-x- PTCT(#/fl)=1594 Fpl(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 --d,.N. 9 TRIB.(IN)=12 Em;,,(psi)= 4.40E+05 WelW.,N. � ft C,= 1 aep� r,N. W W=192 PLF LATERAL LOADS W L,(in)= 48 r,1 sracfnq.Yes w E=65 PLF W(PSF)=14.80 C= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1(Appendix G) TRIB.(IN)=156 CD= 1.00(Bearing Area Factor) Bearing wall Fire rated? vc Use: (3)2"X 6"@ 156"O.C.OK Fire Retardant FirePRO? ' Header Bearing Area(in')= 15.75 405=Fu(psi MEMBER SIZE SECTION PROPERTIES QUANITY 3 A= 24.75 in b= 1.5 in S= 22.69 in' d= 5.5 in I= 62.39 in° (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) OL+W L+0.75(LL+SL+W) L (ft)= 9 9 9 9 9 Vapplw(#)= 3 7 6 869 656 Mappiiad MA= 12 33 28 1979 1521 Pappiiad(#)= 598 1594 1345 598 1345 CD= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS FIE(psi)=17476 CDF=1 (Table 4a Bending) Fp(psi)= 675 776 776 1080 1080 (Eq 3.7-1) CL= 1 1 1 1 1 (Eq 3.7-1) F'b(Psi)= 675 776 776 1080 1080 (Table4.3.1) AXIAL STESS CALCS F.E=938 C,=1 (Table 4a Compression) L./d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L Fc•(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c si= 594 642 642 737 737 (Table4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W) Vaiia„(#)= 2475 2846 2846 3960 3960 V_=A'F„'Cp/1.5 Maii-(ft-#)= 1276 1468 1468 2042 2042 M.ro =S-F,-Co CF-Ci Cr Peic,,(#)= 44132 47656 47656 54759 54759 P_=A*Fc*CD•CF•Cn (fdF.')'+fdi= 0.01 0.03 0.02 1.00 0.79 (Eq 3.9-3) &tF,E)+(%/FcEf= 0.03 0.07 0.06 0.03 0.06 (Eq 3.9-4) P, a-on PL(#)= 10024 10024 10024 10024 10024 P�=A'Fc'CI P� lm on Beam = 6379 6379 6379 6379 6379 P_=A•Fc Deflection L/ NA NA NA L/285 L/380 U(I E/15 L'M,.a„J 240 0.00 0.00 0.00 1 0.38 0.28 W_ 1 Table 1604.3(f) CHECKS OL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+W Actual SHEAR V OK OK OK OK OK Veppl.pw- 0.1% 0.3% 0.2% 21.9% 16.6% MOMENT OK OK OK OK OK Mappuedmww. 1.0% 2.3% 1.9% 96.9% 74.5% AXIAL P OK OK OK OK I OK PapdhedPall w 1.4% 3.3% 2.8% 1.1% 2.5% (fjF )'+f./(Fb(1-&/FEE) OK OK OK OK OK (fdF�)2+fd(FI(1-(f.1F..) 1.0% 2.5% 2.1% 99.5% 79.1% (f,JF.)+(fdF.E)' OK OK OK OK OK (fdF�E)+(fdFIE) 2.6% 6.9% 5.8% 2.6% 5.8% AXIAL P.on PL OK OK OK OK OK Pe-appuedPciaim 6.0% 15.9% 13.4% 6.0% 13.4% AXIAL Pl Ion Beam OK OK OK OK OK PeappiiedP-im 9.4% 25.0% 21.1% 9.4% 21.1% DEFLECTION OK OK OK OK OK Dot a/Dwid.d 0.0% 0.0% 0.0% 84.3% 63.2% Overall Check OK OK OK OK OK Page 23 of 56 Project: 21.00111 ' 5920 100-Street,Suite 25,Lakewood,WA 98499 B E Y L E R (253)984 2900 DESIGNED: JEB beylerconsutting.com CONSULTING Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN 4x Header_(1)Beanng Stud 2018 NDS/2018 IB. ail AXIAL LOADS P DESIGN VALUES P=2125# PDL(#/ft)=797 Fb(psi)= 675 aem rr e=0.50 in PSL(#/ft)=1328 F.(psi)= 150 scud G,a°e PLL(#/ft)=0 Fa(psi)= 800 9erdmg x-x a::s v PTCT(#/ft)=2125 F,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 „.:ed,No 9 TRIB.(IN)=12 Er,;,(psi)= 4.40E+05 We US,No ft Cr_ 1 Repelwe.No W=5 PLF LATERAL LOADS W L"(in)= 48 c,r e-arir5.Ye, E=5 PLF W(PSF)=5.00 C= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1 (Appendix G) TRIB.(IN)=12 Cb= 1.00(Bearing Area Factor) "caring wall Fire rated? NO Use: (1)2"X 6" d@ 12"O.C.OK Fire Retardant FirePRO? No Header Bearing Area(in`)= 5.25 405=F,(psi MEMBER SIZE SE TI N PROPERTIES QUANITY 1 A= 8.25 inz b= 1.5 in S= 7.56 in' d= 5.5 in I= 20.80 in' (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL OL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+WorE) L.(ft)= 9 9 9 9 9 VWpi(4)= 4 10 8 26 25 M.Pp,;.d MA= 17 44 37 69 79 P.pa,.°(#)= 797 2125 1793 797 1793 CD= 1 1.16 1.15 1.6 1.6 BENDING STESS CALCS FbF(psi)=17476 CbF=1 (Table 4a Bending) Fb'(psi)= 675 776 776 1080 1080 (Eq 3.7-1) CL= 1 1 1 1 1 (Eg3.7-1) F'b(psi)= 675 776 776 1080 1080 (Table 4.3.1) AXIAL STESS CALCS Fae=938 C,=1 (Table 4a Compression) Le/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L i(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c(psi)= 594 1 642 642 737 737 (Table 4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+WorE +0.75(LL+SL+WorE) V.a_(#)= 825 949 949 1320 1320 Vy,o =A•F 'Cc 11.5 M.,,°.(ft-#)= 425 489 489 681 681 M.-=S-Fp Cp C,-CL'C, P.,,a.(#)= 4904 5295 5295 6084 6084 P_=A-FI'Cc'Cr'Cp (fdFJ+fd(F.(1-(f,/F.)= 0.07 0.29 0.21 0.13 0.24 (Eq 3.93) (tdF,E)+(tdF.E)'= 0.10 0.27 0.23 0.10 0.23 (Eq 3.9-4) P,,,,Oe.on PL(#)= 3341 3341 3341 3341 3341 P__=A'Fc'Cs P°,.,,p„on Beam(#) = 2126 2126 2126 2126 2126 P__=A'Fc Deflection U NA NA NA U3652 U4869 U(I-E i 15 L'M....,J 240 0.00 0.00 0.00 0.03 0.02 _ r_= Table 1604.3(f) CHECKS DL+LL DL*SL DL+0.75(LL+SL) DL+W or E -+0.75(LL+SL+Worl Actual SHEAR V OK OK OK OK OK Vappl.d(Valow 0.4% 1.0% 0.9% 1 2.0% 1.9% MOMENTM OK OK OK OK OK Mapoied/Maliaw 3.9% 9.0% 7.6% 10.2% 11.6% AXIAL P OK OK OK OK OK PapaiiadPallaw 16.3% 40.1% 33.9% 13.1% 29.5% (fdF.')'+fd(F.(1-(fdFIE) OK OK OK OK OK (fdFJ+fd(F°(1-((./FIE) 7.0% 1 28.6% 21.4% 13.0% 23.7% (fdFIE)+(f./Fm)' OK OK OK OK OK (fdF.E)+(f4FoE) 10.3% 27.5% 23.2% 10.3% 23.2% AXIAL Pl on PL OK OK OK OK OK Pe.ppllapclalow 23.8% 63.6% 53.7% 123.8% 53.7% AXIAL Pl on Beam OK OK OK OK OK Peappiisd/PI aloes 37.5% 99.9% 84.3% 37.5% 84.3% DEFLECTION OK OK OK OK OK D_Dwl_d 0.0% 0.0% 0.0% 6.6% 4.9% Overall Check OK OK OK OK OK Page 24 of 56 6!0` Project_ 21,00111 5920 100ei Street,Suite 25,Lakewood,WA 98499 B E Y L E R (253)984-2900 DESIGNED: JEB beylerconsulting.corn CONSULTING Plan,Design.Manage. PROJECT: Douglas STUD WALL DESIGN 4X Header_(2)Beanng Stet 2018 NDS/201818C O °n AXIAL LOADS P DESIGN VALUES P=4250# POL Wit)=1594 F°(psi)= 675 N Fa d.- PTOTM/ft) I e=0.50 in PSL(#/R)=2656 F (psi)= 150 sad Grade PLL(#Nt)=0 FO(psi)= 800 Rending X-X am, =4250 F.,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 1---d,Na 9 TRIB.(IN)=12 E.,(psi)= 4.40E+05 W.tn.,NO ft Cr= 1 k"t-No W=5 PLF LATERAL LOADS W L.(in)= 48 F„n Rmunq,yM w E=5 PLF W(PSF)=5.00 C= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1(Appendix G) -� TRIB.(IN)=12 CD= 1.00(Bearing Area Factor) Bearing wall Fire rated? NO Use: (2)2"X 6"@ 12"O.C.OK Fire RetardantFirePRO? NO Header Bearing Area(in')= 10.5 405=F,L(psi MEMBER SIZE SECTION PR PERTIE QUANITY 2 A= 16.50 in b= 1.5in S= 15.13in3 d= 5.5in 1= 41.59ine (Eq.16-9 (Eq.16-10 (Eq.16.11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) OL+WorE +0.75(LL+SL+WorE) L.(ft)= 9 9 9 9 9 Vypyd(#)= 7 20 17 30 33 Maw MA= 33 89 75 86 116 PVPi1ed(#)= 1594 4250 3586 1594 3586 C,= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS F.(psi)=17476 C,=1 (Table4a Bending) (psi)- 675 776 776 1080 1080 (Eq 3.7-1) C L= 1 1 1 1 1 (Eq 3.7-1) P (Psi)= 675 776 776 1080 1080 (Table4.3.1) AXIAL STESS CALCS FcE=938 C,P=1 (Table 4a Compression) LJd= 19.64 19.64 19.64 19.64 19.64 (3.7.1A) <50 Le (KO)L Fc*(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) Fc(psi)= 594 1 642 642 737 737 (Table 4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+WorE +0.75(LL+SL+WorE) Vwi°w(#)= 1650 1898 1898 2640 2640 V,e =A,F,•CD/1.5 Melt-(ft-#)= 851 978 978 1361 1361 M,ea=S•Fp CeCF CL*C, PWI...(#)= 19614 21180 21180 24337 24337 Pee,,,=A,F,,CID.CF•CP (tdFO)'+f,/(F,(1-(fWF.)= 0.05 0.17 0.13 0.07 0.13 (Eq 3.94) NIF,E)+(f0/FeEf= 0.10 0.27 0.23 0,10 0.23 (Eq 3.9-4) Pray,on PL(#)= 6683 6683 6683 %83 6663 Pa;,,a,-A•Fc•C, P",,,0,.,on Beam(#) = 4253 4253 4253 4253 4253 P°;,e =A•Fc Deflection U NA NA NA L77303 1-79738 U(I,E 115•L•Me,,,,,) 240 0.00 0.00 0.00 0.01 0.01 n.o)e W or t F-1 Table 1604.3(f) CHECKS DL+LL DL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+Wor Actual SHEAR V OK OK OK OK OK V-apbdNdl°yi 0.4% 1.0% 0.9% 1.1% 1.3% MOMENT OK OK OK OK OK MavdkdMwi°w 3.9% 9.0% 7.6% 6.3% 8.5% AXIAL P OK OK OK OK OK Papplladpwl- 8.1% 20.1% 16.9% 6.5% 14.7% (fJFJ-faf(F°(1-(f./F,E) OK OK OK OK OK (f JF.'f+f0/(F.(1-(f,/F,E) 5.0% 16.5% 12.8% 7.5% 13.3% (r,fF,E)+((WF,E)' OK OK OK OK OK (f,/F,F]+(%/F,E)' 10.3% 27.5% 23.2% 10.3% 23.2% AXIAL P�lo on PL OK OK OK OK OK PCakpll Wl CIAM 23.8% 63.6% 53.7% 23.8% 53.7% AXIAL Pl on Beam I OK OK OK OK OK Pc^ekwisdPaLefow 37.5% 99.9% 84.3% 37.5% 84.3% DEFLECTION OK OK OK OK OK D.t.wtDwi°wad 0.0% 0.0% 0.0% 3.3% 2.50% Overall Check OK OK OK OK OK Page 25 of 56 Project: 21.00111 ' 5920 1001°Street,Suite 25,Lakewood,WA 98499 DESIGNED: JEB B E Y L E R (253)984-2900 beylerconsultinsulting,com CONS U L T I N G Plan.Design,Manage. PROJECT: Douglas STUD WALL DESIGN 3-118 GLB_Header_(1)Bearing Stud 2018 NDS/20181BC all AXIAL LOADS P DESIGN VALUES P=3045# PoL(#Ift)=1142 Fb(psi)= 675 fir I e=0.50 in PSL(#/ft)=1903 Fv(psi)= 150 :aadGrade PILL(#/ft)=0 Fc(psi)= 800 sending x-x axe � PTOT(#/ft)=3045 F,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 ,. d.No 9 TRIB.(IN)=12 Eo,i (psi)= 4.40E+05 wee use,No ft Cr- 1 Rep-,No W=5 PLF LATERAL LOADS W L„(in)= 48 o„n e.a<ing,vec E=5 PLF W(PSF)=5.00 c= 0.8(Sawn Lumber) E(PSF)=5.00 Ka= 1(Appendix G) TRIB.(IN)=12 Co= 1.0D(Bearing Area Factor) Bearing wall Fire rated? Use: (1)2"X 6"@ 12"D.C.OK Fire Retardant FirePRO? N. Header Bearing Area(in`)= 4.8875 650=Fc,(psi MEMBER SIZE E TI N PR PERTIE OUANITY 1 A= 8.25 in2 b= 1.5 in S= 7.56 in' d= 5.5 in I= 20.80 in' (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) DL+WorE +0.75(LL+SL+WorE) L (ft)= 9 9 9 9 9 Vappliad(#)= 5 14 12 28 29 Mapaad(ft-#)= 24 63 54 77 96 Papplkd(#)= 1142 3045 2569 1142 2569 Co= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS Ft,F(Psi)=17476 CbF=1 (fable 4a Bending) Fp(psi)= 675 776 776 108D 1080 (Eg3.7-1) CL= 1 1 1 1 1 (Eq 3.7-1) F'b(psi)= 675 776 776 1080 1080 (Table 4.3.1) AXIAL STESS CALCS F,=938 C,=1 (Table 4a Compression) La/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L Fc'(psi)= 800 920 920 128D 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c(psi)= 594 642 642 1 737 737 1 (Table4.3.1) ALLOWABLES OL+LL DL+SL DL+0.75(LL+SL) DL+WorE ,0.75(LL+SL+WorE) Valli-(#)= 825 949 949 1320 1320 Vol_=A•F„•Co 11.5 Mallow(ft-#)= 425 489 489 681 681 M.-=S•F,,Cp C,-CL*C, Pais,.(#)= 4904 5295 5295 6084 6084 Pre,,=A F, Co'CF•CR (fdF)'+fb/(Fa(1-(fdF,£)= 0.12 0.54 0.40 0.17 0.39 (Eg3.9-3) (fc/F�)+(fb/Fbd= 0.15 0.39 0.33 0.15 0.33 (Eq 3.94) P.,_on PL(#)= 3341 3341 3341 3341 3341 P_- •Fc•Cb P,mon Beam(#) = 3047 3047 3047 3047 3047 P,ye.=A'Fc Deflection U NA NA NA U3652 U4869 U(I•E/15 L M,aa„d 240 0.00 0.00 0.00 0.03 0.02 r Table 1804.3(f) CHECKS DL+LL DL+SL DL+0.75(LL+SL) DL+WorE +0.75(LL+SL+Wor Actual SHEAR V OK OK OK OK OK Vapp,.Paiio 0.6% 1 1.5% 1.3% 2.1% 2.2% MOMENT M OK OK OK OK OK Mapplldd/Mallow 5.6% 13.0%b 10.9% 11.3% 14.1% AXIAL P OK OK OK OK OK Papplad/Pa,la 23.3% 57.5% 48.5% 18.8% 42.2% (f,/j+fb/(Fb(1-(f,/F,E) OK OK OK OK OK (fdFj+fb/(Fb(1-(fdF,E) 12.0% 54.5% 39.9% 16.8% 39.0% (fdF,E)+(fb/FbE)' OK OK OK OK OK (fdFcE)+(fdFK) 14.8% 39.3% 33.2% 14.8% 33.2% AXIAL P.on PL OK OK OK OK OK Peilppliad/Pclarow 34.2% 91.1% 76.9% 34.2% 76.9% AXIAL P,on Beam OK OK OK OK OK Pe.ppiiad/Pciamw 37.5% 99.9% 1 84.3% 37.5% 84.3% DEFLECTION OK I OK OK OK OK Daa af/Da,ibvad 0.0% 0.0% 0.0% 6.6o/b 4.9% Overall Check OK OK OK OK OK Page 26 of 56 Project: 21.00111 Mro 5920 100' Street,Suite 25,Lakewood,WA 98499 DESIGNED: JEB B E Y L E R beyler o8 su190ng.com CONSULTING Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN 3-118 GLB Header(2)Bearing Stud 2018 NDS/20181BC all AXIAL LOADS P DESIGN VALUES P=6090# PDL(#/ft)=2284 Fe(psi)= 675 e=0.50 in Psi(#/ft)=3806 F (psi)= 150 ',me PLu(#/ft)=0 Fo(psi)= 800 sea,.,;,r_x 3,r V PTOT(#/ft)=6090 F,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 n W 9 TRIB.(IN)=12 E_(psi)= 4.40E+05 wer Use No ft Cr= 1 Rerre-rdo W=5 PLF LATERAL LOADS W L (in)= 48 F,:n R aung.rr< E=5 PLF W(PSF)=5.00 C= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1 (Appendix G) TRIB.(IN)=12 Ca= 1.00(Bearing Area Factor) Bearing wall Fire rated? no Use: (2)2"X 6"@ 12"O.C.OK Fire Retardant FirePRO? No Header Bearing Area(in`)= 9.375 650=F,(psi MEMBER SIZE SECION PROPERTIES OUANITY 2 A= 16.50 in2 b= 1.5 in S= 15.13 in' d= 5.5 in I= 41.59 in" (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+WorE) L (ft)= 9 9 9 9 9 V„W,w(#)= 11 28 24 33 41 M.PVi.y MA= 48 127 107 101 150 P.ppiled(#)= 2284 6090 5138 2284 5138 CD= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS FbE(psi)=17476 CbF=1 (Table 4a Bending) Fb•(psi)= 675 776 776 1080 1080 (Eq 3.7-1) CL= 1 1 1 1 1 (Eq 3.7-1) F'b(psi)= 675 776 776 1080 1080 (Table4.3.1) AXIAL STESS CALCS F,,=938 CoF=1 (Table 4a Compression) La/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L Fc*(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c(psi)= 594 1 642 642 737 737 (Table4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+WorE) Vaiiow(#)= 1650 1898 1898 2640 2640 Vaa„=A•F,•Cc/1.5 Mario,,.(ft-#)= 851 978 978 1361 1361 Mar.,=S•Fs Co CF•C Cr Pall(#)= 19614 21180 21180 24337 24337 P_=A•Fc•CD•CF•CP (fd,,)f+f,/(F,(1-(f./F�)= 0.08 0.30 0.22 0.10 0.21 (Eg3.9-3) (fdF�)+(r,/F,E)2= 0.15 0.39 0.33 1 0.15 0.33 (Eq 3.9-4) P,,,_on PL(#)= 6683 6683 6683 6683 6683 Pare,+=A'Fc'C, p.,_on Beam(#) = 6094 6094 6094 6094 6094 P__=A•Fc Deflection U NA NA NA L/7303 U9738 LI(I•E 115 L M.x-,,) 240 0.00 0.00 0.00 0.01 0.01 'a w E -1 Table 1604.3(f) CHECKS DL+LL DL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+Wor Actual L SHEAR V OK OK OK OK OK Vapaik,pail- 0.6% 1.5% 1.3% 1.3% 1.5% MOMENT OK OK OK OK OK MappledMaimw 5.6% 13.0% 10.9% 7.4% 11.0% AXIAL P OK OK OK OK OK PapdiedPaii- 11.6% 28.8% 24.3% 9.4% 21.1% (fJ.'f+f,/(F,(1-(fdFbE) OK OK OK OK OK (f,JFc)'+fd(Fb(1-(f./F..) 7.9% 29.6% 22.3% 9.6% 20.9% (f./F.E)+(fdFbE)2 OK OK OK OK OK (fj.E)+(fdFbE) 14.8% 39.3% 33.2% 14.8% 33.2% AXIAL P.on PL OK OK OK OK OK Pc"appiled/P.1.1- 34.2% 91.1% 76.9% 34.2% 76.9% AXIAL Pl on Beam OK OK OK OK OK Pc^apWlewp-i r 37.5% 99.9% 84.3% 37.5% 84.3% DEFLECTION OK OK OK OK OK D-.aJD.1l-.d 0.0% 0.0% 0.0% 3.3% 2.5% Overall Check OK OK OK OK OK Page 27 of 56 Project: 21.00111 ' 5920 100°Street,suite 25,Lakewood,WA 98499 B E Y L E R (253)984-2900 DESIGNED: JEB beylerconsu Iti ng.com CON S U L T I N G Plan.Design.Manage. PROJECT: Douglas STUD WALL DESIGN Girder Truss Support_(1)Stud 2018 NDSI20181BC AXIAL LOADS P DESIGN VALUES P=3335# PDL(")=1251 Fb(psi)= 675 Here ftr I e=0.50 in Psi(#/ft)=2084 F (psi)= 150 stad G,d PLL(#/ft)=0 Fo(psi)= 800 sed6n9x4ax.;s w PTOT(#/ft)=3335 Fo,(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 b -d.No 9 TRIB.(IN)=12 Emi (psi)= 4.40E+05 wet uw,No ft Cr= 1 Repe-No W=5 PLF LATERAL LOADS W L°(in)= 48 r.,p Br-n9,r°s �J E=5 PLF W(PSF)=5.00 C= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1(Appendix G) TRIB.(IN)=12 1Cb= 1.00(Bearing Area Factor) Bearing wall Fire rated? nc Use: (1)2"X 6"@ 12"O.C.OK Fire Retardant FirePRO? N Header Bearing Area(in`)= 8.25 405=Fu(psi MEMBER SIZE SECTION PROPERTIES QUANITY 1 A= 8.25 in b= 1.5 in S= 7.56 in' d= 5.5 in I= 20.80 in' (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) DL+WorE +0.75(LL+SL+WorE) L.(ft)= 9 9 9 9 9 V.WW(#)= 6 15 13 28 30 Mappbed MA= 26 69 59 80 102 PePp1l,d(#)= 1251 3335 2814 1251 2814 Cc= 1 1.15 1.16 1.6 1.6 BENDING STESS CALCS Fbr(psi)=17476 CbF=1 (Table 4a Bending) Fp(psi)= 675 776 776 1080 1080 (Eg3.7-1) CL= 1 1 1 1 1 (Eg3.7-1) F,,(psi)= 675 776 776 1080 1080 (Table4.3.1) AXIAL STESS CALCS Foe=938 C,=1 (Table 4a Compression) La/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L Fp•(psi)= 800 920 920 1280 1280 (Eq 3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c si= 594 642 642 737 737 (Table4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+WorE +0.75(LL+SL+WorE) Vanow(#)= 825 949 949 1320 1320 V„b=A•F,•Cc 115 Malt,,,(ft-#)= 425 489 489 681 681 Me,,,,=S•Fb•Cp CF•CL-C, Pauow(#)= 4904 5295 5295 6084 1 6084 Pym=A•Fc•Co•CF•CP (fdFJ-f,/(F,(1-(fdF,,)= 0.14 0.65 0.47 0.18 0.45 (Eq 3.93) (fdF,E)+(%/F,Ef= 0.16 0.43 0.36 0.16 0.36 (Eq 3.9-4) P,,_on PL(#)= 3341 3341 3341 3341 3341 Po =A•Fc•Co PpLa,ipw on Beam(#) = 3341 3341 1 3341 3341 3341 P,,yy -A•Fe Deflection U NA NA NA U3652 U4869 U(I•E/15 L Meppa,d) 240 0.00 0.00 0.00 1 0.03 0.02 _ ,_•", F - Table 1604.3(f) CHECKS DL+LL DL+SL OL+0.75(LL+SL) DL+WorE +0.75(LL+SL+Wor Actual 0 SHEAR V OK OK OK OK OK V10.d Vaipa, 0.7% 1.6% 1.4% 2.1% 2.3% MOMENT OK OK OK OK OK Mappliewmx1low 6.1% 14.2% 12.0% 11.7% 15.0% AXIAL P OK OK OK OK OK Papphed/Pelbw 25.5% 63.0% 53.1% 1 20.6% 46.2% (fdJ-lfb/(Fb(1-&IF,) OK OK OK OK OK (fj,') +fd(Fb0-(fdF�J 13.8% 64.6% 47.1% 18.2% 44.9% (fdF.E)+(fdF*f OK OK OK OK OK (f./F.E)+(fb/F*f 16.2% 43.1% 36.4% 16.2% 36.4% AXIAL P,on PL OK OK OK OK OK Pe.poled/Pcialow 37.4% 99.8% 84.2% 37.4% 84.2% AXIAL P.on Beam OK OK OK OK OK Pc^appia,✓Pciamw 37.4% 99.8% 84.2% 37.4% DEFLECTION OK OK OK OK OK Daa°a✓Dmicwae 0.0% 0.0% 0.0% 6.6% 4.9% Overall Check OK OK OK OK OK Page 28 of 56 MEProject: 21.00111 5920 100' Street,Suite 25,Lakewood,WA 98499 B E Y L E R (253)984-2900 DESIGNED: JEB Dey lerconsu Iting,com C O N S U L T I N G Plan.Design.Manage. PROJECT: Dou las STUD WALL DESIGN Girder Truss Support(2)Studs 2018 NDS/201616C au AXIAL LOADS P DESIGN VALUES P=6680# PDL Wft)=2505 Fb(Psi)= 675 Nem Fir e=0.50 in PsL(#/ft)=4175 F (psi)= 150 SW G, PLL Wft)=0 F.(psi)= 800 se wr q x-x a.s PTOT(#/ft)=6680 Fps(psi)= 405 405 e(IN)=0.5 E(psi)= 1.20E+06 N. 9 TRI B.(IN)=12 Emi (psi)= 4.40E+05 werosa Np ft Cr= 1 Rep., No W=5 PLF LATERAL LOADS W L.(in)= 48=„n s-Ming.Y,, E=5 PLF W(PSF)=5.00 c= 0.8(Sawn Lumber) E(PSF)=5.00 K.= 1 (Appendix G) TRIB.(IN)=12 Cb= 1.00(Bearing Area Factor) Bearing wall Fire rated? NO Use: (2)2"X 6"@ 12"O.C.OK Fin:Retardant FirePRO? No Header Bearing Area(in`)= 16.5 405=F,(psi MEMBER SIZE E ION PROPERTIES OUANITY 2 A= 16.50 in b= 1.5in S= 15.13in' d= 5.5 in I= 41.59 in° (Eq.16-9 (Eq.16-10 (Eq.16-11 (Eq.16-12 (Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+WorE) L (ft)= 9 9 9 9 9 Vappiied(#)= 12 31 26 34 43 Mappiied MA= 52 139 117 106 161 P.Pow(#)= 2505 6660 5636 2505 5636 Co= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS FbF(psi)=17476 CbF=1 (Table 4a Bending) Fp(psi)= 675 776 776 1080 1080 (Eq 3.7-1) CL= 1 1 1 1 1 (Eq 3.7-1) F'b(psi)= 675 776 776 1080 1080 (Table 4.3.1) AXIAL STESS CALCS F�E=938 C,=1 (Table 4a Compression) La/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.4) <50 Le=(Ke)L F (psi)= 800 920 920 1280 1280 (Eg3.7-1) Cp= 0.742970896 0.697636299 0.697636299 0.576163928 0.576163928 (Eq 3.7-1) F'c(psi)= 594 1 642 642 737 737 (Table4.3.1) ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+WorE) V.11-(#)= 1650 1898 1898 2640 2640 Vap„=A•F,.•Co/1.5 Maio„(ft-#)= 851 978 978 1361 1361 M_=S•Fv Cp CF-CL Cr Paii°w(#)= 19614 21180 21180 24337 24337 P_=A•F,'Co•CF'CP (fdF,')x+%/(Fo(1-(fdF.)= 0.09 0.35 0.26 0.10 0.24 (Eq 3.9-3) (fdF�)+(%/Fb&= 0.16 0.43 0.36 0.16 0.36 (Eq 3.9-4) P,,_on PL(#)= 6683 6683 6683 6683 6683 1=A•Fc'Cb P,o„r on Beam(#) = 6683 6683 6683 1 6683 6683 P. „ =A Fc Deflection U NA NA NA LR303 U9738 U(I•E/15 L'i 240 0.00 0.00 0.00 0.01 0.01 "o.,w cr e � Table 1604.3(f) CHECKS DL+LL DL+St. DL+0.75(LL+SL) DL+W or E +0.75(LL+SL+Wor Actual 0 SHEAR V OK OK OK OK OK Vapgied(vWl,.r 0.7% 1.6% 1.4% 1.3% 1.6% MOMENT M OK OK OK OK OK MappikedMaimw 6.1% 14.2% 12.0% 1 7.8% 11.8% AXIAL P OK OK OK OK OK PappiiedPall- 12.8% 31.5% 26.6% 10.3% 23.2% (fdF.')'+fd(Fb(1-(fdFrE) OK OK OK 0K OK i+fd(Fb(1-(fdFrE) 8.9% 35.0% 26.0% 10.3% 23.9% (fdFrE)+(fb/FbE)' OK OK OK OK OK (fdF� +(fdFrE) 16.2% 43.2% 36.4% 16.2% 36.4% AXIAL Pl on PL OK OK OK OK OK PeappnedPciabw 37.5% 100.0% 84.3% 1 37.5% 84.3% AXIAL Pl on Beam OK OK OK OK OK Pc-appiedPuat°w 37.5% 100.0% 84.3% 37.5% 84.3% DEFLECTION OK OK OK OK OK Dac,VDalloeee 0.0% 0.0% 0.0% 3.3% 2.5% Overall Check OK OK OK OK OK Page 29 of 56 ' 5920 100t'Street,Suite 25, Lakewood,WA 98499 (253) 301-4157 bey B E Y L E R Plan. Design. an ge. Plan. Design. Manage. CONSULTING LATERAL DESIGN Page 30 of 56 5920 100th Street,Suite 25, Lakewood,WA 98499 M (253)984-2900 Job# 21.00111 B E Y L E R Designed. JEB C O ti S IT L i'I N C Date., 4/12/21 Project. Douglas WIND ANALYSIS: IBC 2018/ASCE 7-16 Risk Catew 1 I,II,III or IV Figure 26.5-1 B Iw= 1.00(ASCE Table 1.5-2) 100 Typical Basic Wind Speed,V= 100 mph Section 26.5.1 Exposure Category: Section 26.7.2 Mean Roof Height,h= 13.50 feet Alpha= 7 Parapet Height above roof,p= - feet Z= 1200 Building Width,B= 80.00 feet Building Length,L= 54.00 feet a,c'c Ed 6,1 ic1„9 Ground Elevation factor: 347 Elev.(ft)Section 26.9 GCpi=+/- 0.18 Table 26.13-1 G= 0.8500 gust effect factor defined in section 26.11.1 K�=2.01(zlza)2/WPhe (ASCE 7-16 Table 27.3-1)Section 26.10.1 Kn=(1+K1 K2 K3)2= 1.30 (ASCE 7-16 Eq.26.8-1)Section 26.8.2 Ka= 0.99 (ASCE 7-16 Table 26.9-1)Section 26.9 Ka= 0.85 (ASCE 7-16 Table 26-1)Section 26.6 1= 1.00 (ASCE 7-16 Table 1.5-2) Windward: P=gGCp-gi(GCpi)(ASCE 7-16) (Eq.27.3-1) Cp= 0.8 (windward)Figure 27.3-1 Table 27.3-1 Eq.27.3-1 Eq.27.4-1a Eq.27.4-1b Eq.27.4-1 Eq.27.4-1 Totals h Sec.27.3.1 Sec.27.3.2 External Internal Total Total windward+Leeward h feet K� q.(psf) %GCp -gi(GCpi) q G Cp+gi(G(q G Cp-gi(GCpi) Along B Along L feet 15 0.57 16.05 10.92 2.80 13.72 8.11 17.5(10.5) 16.3(9.8) 15 13.5 0.56 11.98 B.15 2.80 10.95 5.34 14.8(8.9) 13.5(8.1) 13.5 13.5 q=qh=q 15.58 10.59 2.80 13.72 7.79 17.2(10.3) 15.9(9.6) 13.5 0 q=qp 0.00 - - - Parapet 0.0(0.0) 0.0(0.0) Parapet ( )values are ASD=ULT x 0.6 Leeward: P=gGCp-gi(GCpi)(ASCE 7-16) (Eq.27.3-1) Figure 27.3-1 External Internal Total Total Cp= -0.403704 (Leeward along L) qh(psf) q hGCp -gi(GCp,) q G Cp-gi(GC q G Cp+gi(GCpi) Cp= -0.50 (Leeward along B) 15.58 -5.35 2.80 -2.54 -8.15 Along L 15.58 -6.62 2.80 -3.82 -9.43 Along B Parapet: Pp=qp GCp (ASCE 7-16) (Eq.27.33) Section 27.3.4 Windward Leeward GC,= 1.5 (Windward Parapet) gp(psf) gpGCpn gpGCpn GC,= -1.0 (Leeward Parapet) 0.00 0.00 0.00 Walls: P=qh[(GCp)-(GCp,)](ASCE 7-16) (Eq.30.3.1) h<60 ft Table 26.13-1 Area(ft') GCp(4&5) Windward GCp(4) Leeward GCp(5) Leeward GC,= 0.18 (Windward) 10 1.0o 18.4(11.0) .1.10 .19.9(-12.0) -1.40 -24.6(-14.8) GCpi= -0.18 (Leeward) 25 0.93 17.3(10.4) -1.03 .18.8(-11.3) -1.26 .22.4(-13.5) gh(PSf)= 15.58 50 0.88 16.5(9.9) -0.98 -18.0(-10.8) .1.15 -20.8(-12.5) 200 0.77 14.8(8.9) -0.87 -16.4(-9.8) .0.94 .17.5(-10.5) • • KZT 1 Page No66'USA®6.0 I $ Lynch C r \ lum Point �Sunbeach � r �'✓ 1A n V, cr O ympm 8o,horc 378.9 ft H=146' 300 ft Lh= 1584 H/Lh=0.09 2.2 mi 200 ft 1.9 mi Lh=1584' 100 ft Oft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist:4.0 mi Terr Dist:4.0 mi Elev Gain:205.0 ft Avg Grade:4 Climb Elev:553.5 ft Desc Elev:348.5 ft Max.Elev:378.9 ft Min. Elev:20.5 ft Climb Dist:2.5 mi Desc Dist: 1.5 mi Data use subject to license. TN Scale 1 :62,500 o w n w ©2006 DeLorrrle.Topo USA®6.0. NN ps.o e1 o 8 +w v www.delorme.com 1"=5,208.3 ft Data Zoom 11-6 Page 32 of 56 KZT Check 1 26.8 TOPOGRAPHIC EFFECTS 26.8.1 Wind Speed-Up over Hills,Ridges, and Escarpments Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography,located in any exposure category, shall be included in the determination of the wind loads when buildings and other site conditions and locations of structures meet all of the following y N conditions: ® ❑ 1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (1 OOH) or 2 mi (3.22 km), whichever is less. This distance shall. be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. ❑ 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22-km) radius in any quadrant by a factor of two or more. 0 3. The structure is located as shown in Fig. 26.8-1 in the upper one-half of a hill or ridge or near the crest of an escarpment. ❑ 4. H/LI, ?0.2. 5. H is greater than or equal to 15 ft(4.5 m)for Exposure C and D and 60 ft(18 m)for Exposure B. 26.8.2 Topographic Factor The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K,: K� _ (1 + K,K2K3)2 (26.8-1) where K,, K,, and K3 are given in Fig. 26.8-1. It site conditions and locations of buildings and other structures do not meet all the conditions specified in Section 26.8.1 then K,,= 1.0. • • KZT 2 KZT= 1.3 Page Yo�o USA®6.0 NA LIE I1 g E IUD 1A 6 i ELPAIR STATE'PARK 4 ifs 9 -- _ '4IUm PointLN wN.FOOD DR ;' .. � `O Q W �� - �r.r,., ��w•Nf Q(Jq �i �, 1 � - �0 1314"A, L i z All STREET.. l, 361.3 ft 324.1' H=324.1' 300 ft Lh=1056' 200 ft H/Lh= 0.3 100 ft Oft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist:4.0 mi Terr Dist:4.0 mi Elev Gain:-278.9 ft Avg Grade:4 Climb Elev:305.1 ft Desc Elev:583.9 ft Max.Elev:361.3 ft Min.Elev:-0.5 ft Climb Dist:2.0 mi Desc Dist:2.0 mi Data use subject to license. TN Scale 1 :43,750 ©2006 DeLorme.Topo USA®6.0. o z" www.delorme.com 1"=3,645.8 ft Data Zoom 12-2 Page 34 of 56 KZT Check 2 26.8 TOPOGRAPHIC EFFECTS 26.8.1 Wind Speed-Up over Hills,Ridges, and Escarpments Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography,located in any exposure category, shall be included in the determination of the wind loads when buildings and other site conditions and locations of structures meet all of the following y N conditions: Zk ❑ 1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. ❑ ❑ 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22-km) radius in any quadrant by a factor of two or more. ❑ ❑ 3. The structure is located as shown in Fig. 26.8-1 in the upper one-half of a hill or ridge or near the crest of an escarpment. ❑ ❑ 4. H/L,, ?0.2. ❑ 5. H is greater than or equal to 15 ft (4.5 m)for Exposure C and D and 60 ft(18 m)for Exposure B. 26.8.2 Topographic Factor The wind speed-up effect shall be included in the calculation of design wind loads by using the factor KJ: K,_ (I + K,K2K3)Z (26.8-1) where K,, K,, and K3 are given in Fig. 26.8-1. If site conditions and locations of buildings and other structures do not meet all the conditions specified in Section 26.8.1 then K;, = 1.0. KZT 3 Page Togo USA®6.0 j Lynch C ` G, Sunbeach rf, �C 3 j. q 0.D f 3 A n ickerJ -Lake, V- r f or it 11 Orympic Shore K 364.4 ft 300 ft 200 ft 100 ft Oft -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist:4.0 mi Terr Dist:4.0 mi Elev Gain:-29.3 ft Avg Grade:6 Climb Elev:709.9 ft Desc Elev:739.2 ft Max.Elev:364.4 ft Min.Elev:-0.2 ft Climb Dist:2.1 mi Desc Dist: 1.7 mi Data use subject to license. TN Scale 1:62.500 ©2006 DeLonne.Topo USA®6.0. www.delorme.com ° 1"=5,208.3 ft Data Zoom 11-6 Page 36 of 56 KZT Check 3 26.8 TOPOGRAPHIC EFFECTS 26.8.1 Wind Speed-Up over Hills, Ridges, and Escarpments Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography,located in any exposure category, shall be included in the determination of the wind loads when buildings and other site conditions and locations of structures meet all of the following Y N conditions: ❑ 1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. ❑ Fx� 2. The hill, ridge, or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22-km)radius in any quadrant by a factor of two or more. El ❑ 3. The structure is located as shown in Fig. 26.8-1 in the upper one-half of a hill or ridge or near the crest of an escarpment. El ❑ 4. HIL,, >_0.2. Q 5. H is greater than or equal to 15 ft(4.5 m) for Exposure C and D and 60 ft(18 m)for Exposure B. 26.8.2 Topographic Factor The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K,: K, _ (1 + K,K2K3)2 (26.8-1) where K,, K2, and K3 are given in Fig. 26.8-1. If site conditions and locations of buildings and other structures do not meet all the conditions specified in Section 26.8.1 then K;, = 1.0. • • KZT 4 Page To$o USA®6.0 ATLIE a -TATE'PARK -'4 /6 l -41um Point ;(; - E`IUDY LN ' C 4 v NI n F F.,AnE RD i VA c i r F _ D ` IS7 FS� �m ST .- D w� s 4� �� z o V b 361.6 ft 300 ft 200 ft 100 ft tAi= Ji4 O ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist:4.0 mi Terr Dist:4.0 mi Elev Gain: 101.9 ft Avg Grade: 6 Climb Elev:780.7 ft Desc Elev:678.8 ft Max.Elev:361.6 ft Min.Elev:-0.2 ft Climb Dist:1.9 mi Desc Dist: 1.8 mi Data use subject to license. TN Scale 1:43,750 p w x x ©2006 DeLorrne.Topo USA®6.0. NN(,s.a E> x www.delorme.com 1"=3,645.8 ft Data Zoom 12-2 Page 38 of 56 KzT Check 4 26.8 TOPOGRAPHIC EFFECTS 26.8.1 Wind Speed-Up over Hills,Ridges, and Escarpments Wind speed-up effects at isolated hills, ridges, and escarpments constituting abrupt changes in the general topography,located in any exposure category, shall be included in the determination of the wind loads when buildings and other site conditions and locations of structures meet all of the following y N conditions: ❑ 1. The hill, ridge, or escarpment is isolated and unobstructed upwind by other similar topographic features of comparable height for 100 times the height of the topographic feature (100H) or 2 mi (3.22 km), whichever is less. This distance shall be measured horizontally from the point at which the height H of the hill, ridge, or escarpment is determined. x❑ 2. The hill, ridge,or escarpment protrudes above the height of upwind terrain features within a 2-mi (3.22-km) radius in any quadrant by a factor of two or more. El El 3. The structure is located as shown in Fig. 26.8-1 in the upper one-half of a hill or ridge or near the crest of an escarpment. El 13 4. HIL4 >_0.2. Qi Q 5. H is greater than or equal to 15 ft(4.5 m)for Exposure C and D and 60 ft(18 m)for Exposure B. 26.8.2 Topographic Factor The wind speed-up effect shall be included in the calculation of design wind loads by using the factor K;,: K,_ (I + K,K2K3)2 (26.8-1) where K,, K2, and K3 are given in Fig. 26.8-1. If site conditions and locations of buildings and other structures do not meet all the conditions specified in Section 26.8.1 then K,,= 1.0. 4/12/2021 ATC Hazards by Location OTCHazards by Location Page 39 of 56 Search Information Redmond Coordinates: 47.3963137,-122.8405759 Seattle °w 347 ft A Elevation: 347 ft E 1 Timestamp: 2021 04-12T20:06:01.783Z Hazard Type: Seismic Tacom uyall.up Reference ASCE7-16 Document: 1 Google� � Q pj Map data 02021 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.648 MCER ground motion (period=0.2s) S1 0.587 MCER ground motion(period=1.Os) SMS 1.978 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 1.319 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F„ *null Site amplification factor at 1.0s CRS 0.902 Coefficient of risk(0.2s) CR1 0.883 Coefficient of risk(1.0s) PGA 0.707 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.849 Site modified peak ground acceleration TL 16 Long-period transition period(s) https:Hhazards.atcouncii.org/#/seismic?lat=47.3963137&ing=-122.8405759&address= 1/2 4/12/2021 ATC Hazards by Location SsRT 1.648 Probabilistic risk-targeted ground motion (0.2s) Page 40 of 56 SsUH 1.827 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 3.539 Factored deterministic acceleration value(0.2s) S1RT 0.587 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.664 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 1.295 Factored deterministic acceleration value(1.0s) PGAd 1.152 Factored deterministic acceleration value(PGA) " See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=47.3963137&ing=-1 22.8405759&address= 2/2 Page 41 of 56 MJob#� 21.00111 Sheet: 5920 100th Street,Suite 25, Lakewood,WA 98499 * (253)984-2900 Designed: JEB Date: 4/12/21 BEYLER C o n s 11 L T t y(; Checked. Date: Project Douglas SEISMIC ANALYSIS: IBC 2018 i ASCE 7-16 Site Class: Site Class: D Default _7;(IBC 1613.3.2,ASCE Table 20.3-1) Site Location: Latitude: 46.867344 Longitude: -122.611498 Site Coefficients: (USGS Open-File Report 01-437) Ss= 1.648 Fa= 1.20 S1= 0.587 Fv= 1.88 SMs=Fa`Ss= 1.978(IBC Eq.16-37) SM,=Fv.S,= 1.105(IBC Eq.16-38) Spectral Response Parameters: SDs=2/3'SMs= 1.318(IBC Eq.16-39) SD,=2/3'SM,= 0.737(IBC Eq.16-40) Structure Period: To=C,'(hn)- 0.1409(ASCE Eq.12.8-7) hn = 13.5 Ft. Structural Height Section 11.2 Ct = 0.02 (ASCE Table 12.8-2) x= 0.75 (ASCE Table 12.8-2) All other structural system C = 1.4 (ASCE Table 12.8-1) T(MAX)=Cu"To= 0.1972(ASCE 12.8.2) Seismic Use Group: Risk Category: °'_'! I or II,III,IV (ASCE7 11.5.1) I= 1.00(ASCE Table 1.5-2) Seismic Design Category: Seismic Design Category: D (IBC 1613.3.5,ASCE 11.6) Seismic Design Category(%s): D IBC Table 1613.3.5(1),ASCE Table 11.6-1 Short Period(%s) Seismic Design Category(S),): D IBC Table 1613.3.5(2),ASCE Table 11.6-2 1 Second Period($,) Seismic Response Coefficients Cs=SDs/(R/IE)= 0.203 (ASCE Eg 12.8-2) R= 6.5 (ASCE 7 Table 12.2-1) wood shear wall IE= 1.00 (ASCE Table 1.5-2) CS(Max)= 0.805 SD,/((R/IE)`Ta)= 0.805(ASCE Eq 12.8-3) for T-TL OK TL= 4 SD1'TL/((R/IE)`Ta^2)= 22.855(ASCE Eq 12.8-4) for T>TL OK ASCE Section 12.8&11.4.6 CS(Min)= 0.087 (ASCE fig.22-14 thru 22-17) 0.044 SDs 1-.01= 0.058(ASCE Eq 12.8-5) Not Required S1<=0.6g (ASCE Eq 12.8-6) V=Cs W= 0.2028 W (Ultimate Strength) Va=Cs/1.4"W= 0.1449 W (Allowable Stress) Baylor Consulting 5920 1DOth Street,Suite 25,Lakewood,WA 98499 (253)984-2900 Page 42 of 56 r-e L 1 6.83' 5' 3.5' 7' 735' 77 STRAPI RAP2 ---- 20' 30' 28.5' n W' House A= 3200ft22 >.E.P USSES � •v. I ' I r I O.L. ._..: 19.5' I Garage A= 915ft2 18' 12' ' L3 DRAG 1 STRAP 5 3' 3' DRAG 2 3' 24.5' 15.67 STRA 4 S RAP 3 12' L _ T 1 34 T2 46' T3 8.9psf . :1 • 103plf 8.9psf ' 78plf .. 11 1 11. 11. II�11�11�11 II. 11. LL-11�11�11-11-11-11• .-.. -�,._.-.��.� 11-0� 11 11. 11 �11-11- =11=. :If Il=n=n.=.n�11=11f=R 11 .n=11a11=11�11=11�n=I=.1=11 a 11=11=11-11-�c=,11. 11�11-11=u a :11=�1=11 11 11 �111=u=� �1=u 4. 8.1• 90plf n _ EAH �IrcafallaE=Nl1 sallalr +•G dls ■II- - %itilBH� � I I �Ix '_ - - - - - =1=11=.11=11=11=11=IIPII=11=11=11=11=IIFIIP.11=11=11=11=llall. 100 s IL 11-I-1=1=1-II-11-11,=11=.11=11=.IIPII=11� '1=11=11=,11='=11=11=11=11=11-11-1�=11. a II II II-II-II. II 11-11 I •�11=11 11=11 11=11 II .II .11=11 II. II-11=11=��'ll�ll=ll I �-11=11 .II 11=11=I-II= 1�11=11�11 II 11=11-11 11=11=11=11 II '11=11a11-Ilall-ll�ll 11=11=11 11-11=11=11 11=11=11-1 =If� 71—�II�-11-11=u=11—li-1r=11=u=11—ir,—,�I n—�-11=i1_II—n-11=11=11=I[ 11—n=u=11—n=11=11<=11-11�11=u-11-1i=11=u 11=11=�1=11-11-IIFI1=nl=ll=u(=n=n�lt=11��1. 1 =11 M Mr%d]MM ME 11�11=II�II"II 1f-11 II 11 11=11 II II If 111 I.9�'=`n II II°II'—Ildll II 11=11 II II`=11 II�II Ilkll If If II`If 11�11=11a11=11 11 II=11 II�II II�II Il�if IhII Ilall: II=11 II II II II 11: II=11 II II II=11 II 11-11=1L II II 11=11 If II 11=11 11-11=11=11=11 IIFII=11�11-11-11=11 II II-1f=t1 I I-11-11-11 II .11-11=11C II 11 CII=1I�11-1I-11=1I I I I I=11 11�11-11'—I I 11�11-11=11 I I�11=11�11=11 =11=11=11=III I=11 III. II 11=.If=11=1I 11=11=11 11=11=11 I I=11=11=1I I I=11 11=11 .11=11=11=11-11-11=11=II .II. IL=11=11-11=11=.11=11=11 Page 44 of 56 1 Story 21.00111 Seismic Wei hts Douglas g House I DL(PSF) jArea(ft-2) W(kips) JW(kips) Roof: 15.0 3200.0 48.0 jL(ft) I H/2(ft) W(kips) Va=Cs/1.4"W / L(ft)= PLF Walls: 12.0 252.0 4.5 13.6 Cs/1.4= 0.1449 "L" Below --► 61.6 8.93 42.00 213 180.0 12.0 320.0 4.5 17.3 Below ► 65.3 9.46 80.00 118 [all Garage I DL(PSF) Area (ft^2) W(kips) JW(kips) Roof: 15.0 9 15.0 13.7 YL(ft) I H/2(ft) W(kips) ® Walls: 12.0 48.0 4.5 2.6 ^L° Below F 16.3 2.36 24.00 98 1.0 68.0 4.5 3.7 Below F 17.4 2.52 34.00 74 �" Load Line Distribution 3` Page 45 of 563teral BEYLER L1 Level Wind PLF Trib(ft) Wind PLF Trib(ft) i d Trib(ft) Wind PLF Trib(ft) Wind PLF Trib(ft) V h Total(k) Roof 90 15.0 1350 1.35 Ll House Seismic Seismic Seismic Seismic Seismic Vs Vs Level PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) Each Total(k) Roof 213 15.0 3195 3.20 L2 Level Wind PLF Trib(ft) Wind PLF Trib(ft) PInd LF Trib(ft) Wind PLF Trib(ft) Wind PLF Trib(ft) V h Total(k) Roof 90 1 15.0 90 1 6.0 1 1890 1.89 L2 House House Garage Seismic Seismic Seismic Seismic Seismic Vs Vs Level PLF Trib(ft) P,F Trib(ft) PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) Each Total(k) Roof 213 15.0 213 6.0 98 6.0 5061 5.06 L3 Level Wind PLF Trib(ft) Wind PLF Trib(ft) Wind L d Trib(ft) Wind PLF Trib(ft) Wind PLF Trib(ft) V h Total(k) Roof 90 6.0 1 90 12.0 1620 1.62 L3 House Garage Seismic Seismic Seismic Seismic Seismic Vs Vs Level PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) PLF Trib(ft) Each Total(k) Roof 213 6.0 98 18.0 3042 3.04 ZL'b OZLb 0'Ob 8Ii }ooa 01)Ie101 4ae3 did did did 3ld lanai s ((4)q!�l ((:4)q!�l (11)9!�l (u)q!�l ((4)q!�l did a wsla5 A s� a!ws!a5 alws!a5 a!ws!a5 a!ws!a5 asnoH £1 ZT'b OZib 0'0b £OT ;Ca M)lelol 43e3 did did did lanal mA mA ( )q!�l pulm (11)q!�l pul'M (11)q!�l PU!M ( )q!�l did Pu!M (:4)q!�l did Pu!M £1 L9'0 L99 089ZZ 00'068T 00'bZ b£ ;ooa (M)lelol 4ae3 lOalNOJ ION S30a luawol! sA w8ejyde!d w8ejyde!0 lava 1A 1A l }o yidad ;o y1P!M (30NV1SIS38 NOIS801)W9VaHdVl0 4383A311 L Zl 9Z'T 85ZT 0'Li bL ;ooa (1)lelol 1 41e3 did did did 3ld A A a!wsla5 alws!ag a!ws!ag lanai s s (4)q!�l (14)qPi (1A wi (11)q!j1 a!wsla5 (:4)q!�l did a!wslaS a8eieg Zl £E'T 9Z£T 0'LT 8L ;ooa (M)1e1o1 4ae3 (11)q!jl did (4)qul did (Tl)q!jl did (4)q!Jl did Pu!M (:4)qpi did Pu!M lanai mA mA put/" pulmpulm Zl L9'0 L99 089ZZ 0681 00'bZ b£ }oo Ielo1 43e3 lOHINOJ ION$30a 1uaw01A! SA w8ejyde!O wseayde!0 lanal 1A 1A l0 41daa ;o y1P!M (3JNMISH NOISa01)W9VaMdVla 0383A31I1NV� Ti] 86-S 8L65 O'Li bL 0'Ob 8TT ;ooa (M)Ielol 4ae3 did did did did lanai (11)9!�l (4)q!�l (111 q!�l (14)q!�1 (4)q!�l did alws!aS sA SA alws!a5 alws!a5 a!ws!aS a!ws!ag a leae9 asnoH it ZT'b OZib 0'Ob £Oi ;ooa (M)1e101 4Je3 (11)q!jl did (14)q!jl did (14)qPi did (4)q!,l did Pu!M (4)q!jl did Pu! lanai mA mA PuIM PUNpuiM M T1 83-IA39 levaARfPlp 9b 86ed 'A uo!1nq!j1s!Q aull peol Page 47 of 56 Job# 21.00111 Designed:JEB Date:4/21/21 B EY L E R beylerconsulting.com C O N S U L^I N G PIS-DesuJn M..9a Checked: Date: Project 0-91- u 0.5(ft)holdown dirt from end Roof: Wind(ASD): 1.35 kips 52#/ft 56#/ft W1 Seismic(ASD): 3.20 kips 124#/ft 132#/ft 9 ft 3.5 ft 7 ft 3.5 ft 5 ft 6.83 ft ft ft ft ft 25.83 Actual Distribution L 2.72222 ft 7 ft 2.722 ft 5 ft 6.83 ft 0 it O ft O ft O ft 24.274 IDistribu h/b,= 2.57143 W1 1.286 W1 2.571 W1 1.8 W1 1.318 W1 DL w(plf)= 117 417 417 327 327 0.61V!p(#-ft)= 430 6129 1S32 2452 4575 0 0 0 0 W E W E W E W E W E W E W E W E W E PLF 43 102 1 56 132 1 43 102 1 56 132 1 56 132 1 0 0 0 0 0 0 0 0 M,(#-ft)= 1163 3225 1 3504 11212 1363 3225 2503 5923 3419 8091 0 0 0 0 0 0 0 0 F(#)= 311 932 -404 333 -57 564 11 771 -183 555 0 0 0 0 0 0 0 0 Holdown 1000 - 1000 - 1000 - 1000 1000 1000 1000 - 1000 - 1000 - 1.05 No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK Page 48 of 56 Job# 21.00111 im Designed:JEB Data:421/21 B E Y L E R beylerconsulting.corn c.->J s!r t,IN:: Plan.Deaign.Manage Checked: Date: Project: Douglas L2 0.5 (ft)holdown dist from end Roof: Wind(ASD): 1.89 kips 62#/ft 62#/ft W1 Seismic(ASD): 5.06 kips 166#/ft 166#/ft 9 ft 11 ft 19.5 ft ft h ft h ft ft ft 30.5 Actual Distribution L 11 ft 19.5 ft 0 ft O ft a ft O ft O ft O ft O ft 30.5 Distribu h/b,= 0.81818 W1 0.462 WI DL w(plf)= 275 95 0.6Ms(#-ft)= 9983 10837 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E PLF 62 166 62 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mo�(#-ft)= 6'35 16428 10875 29121 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F(#)_ -366 614 1 2 962 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Holdown 00 1000 10 1000 1000 - 1000 - 1000 - 1000 - 1000 - 1000 - 1.05 No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK Page 49 of 56 Job# 21.00111 MDesigned:JEB Date:4121/21 B E Y L E R beylerconsulting.com , Plan.Design.N.—g. Checked: Date: Project: Douglas L3 0.5(ft)holdown dist from end Roof: Wind(ASD): 1.62 kips 135#/ft 203#/ft W2 Seismic(ASD): 3.04 kips 254#/ft 380#/ft 9 ft 3 It 3 ft a ft 3 h ft h ft ft ft 12 Actual Distribution L 2 ft 2 ft 2 ft 2 ft a ft O ft O ft O ft O ft 8 Distribu h/br= 3 W3 3 W3 3 W3 3 W3 DLw(plf)= 117 417 417 417 0.61VIp(#-ft)= 316 1126 1126 1126 0 0 0 0 0 W E W E W E W E W E W E W E W E W E PLF 135 254 135 254 135 254 135 254 0 0 0 0 0 0 0 0 0 0 M�(#-ft)= 3645 6845 3645 6845 3645 6845 3645 6845 0 0 0 0 0 0 0 0 0 0 F(#)= 1332 2611 1008 2287 1008 2287 1008 2287 0 0 0 0 0 0 0 0 0 0 Holdown 1000 1000 1000 1000 - 1000 1000 - 1000 3000 - 1000 1.05 No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK L ` 5920 100'Street,Suite 25,Lakewood,WA 98499 E (253)984-2900 Pagej66ltaf 56.00111 B E Y L E R beylercon5ulting.com .. . .-. . Plan.Design.btanage Des/goad: JEB Date: 4/12/21 Project: Douglas SHEAR WALL WITH OPENING 0 W Desigination 'W b= 12.00 Total P= 3.04 Kips bi bo b2 P= 1.52 Kips 3.00 6.00 3.00 Seismic 254 PLF 0.6 0.69 DL on wall 117 PLF W2 ht= 2.17 0.48 0.48 Holdclown Forces M-ot 13,680 W2 .14 W2 ho 5.00 h= 9.00 M_DL 5,054 r T/C 719 0.48 0.48 1 W2 � h2= 1.83 0.5 0.58 253 PLF W2 1.52 Shear nailing for transfer -0.07j 317 PLF 1 -0.07 0.69 W2 0.69 --0.09 -0.09- 0.76 0.38 0.38 0.76 1.27I 253 PLF 1.27 ><! 1.27 253 PLF 1.27 W2 0 W2 253 PLF W2 0.38 1.52 0.38 -0.10 -0.10 0.58 Shear Nailing for Transfer 0.58 OK -0.06� 317 PLF -0.06 W2 1.52 1.14 OK 1 1.14 Page 51 of 56 Job# 21.00111 Designed:JEB Date:4r21r2t BE Y L E R beylerconsulting.cum CONSULTING O NN�S U L T I N O fl=•Deugn Mam9e Checked: Date: p ••ham.... DD91- n 0.5(ft)holdown dist from end Roof: Wind(ASD): 4.12 kips 93#/ft 93#/ft WS Seismic(ASD): 5.98 kips 135#/ft 135#/ft 9 ft 15.67 ft 28.5 ft ft ft ft ft ft ft ft 44.17 Actual Distribution Ll 15.67 ft 28.5 ft 0 ft O ft O ft O ft O ft O ft O ft 44.17 IDistribu h/bs= 0.57435 W1 0.316 Wl DL w(plf)= 357 172 0.61VIp(#-ft)= 26294 41899 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E PLF 93 135 1 93 135 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 M�(#-ft)= 13155 19087 1 2312-1 34715 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 F(#)_ -866 -475 -642 -257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Holdown 1000 - 1000 - 1 1000 - 1000 - 1000 - 1 1000 - 1 1000 - 1 1000 - 1000 - 1.05 No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK Page 52 of 56 �Ow Job# 21.00111 Designed:JEB Date:4/2it2l BE Y L E R beylercw.wung.com C n N SIT 1."I NO P14n.Design.Manage Chocked.- Date: Project. Douglas T2 0.5(ft)holdown dirt from end Roof: Wind(ASD): 1.33 kips 54#/ft 54#/ft W1 Seismic(ASD): 1.26 kips 51#/ft 51#/ft 9 ft 24.5 ft ft ft ft ft ft ft ft ft 24.5 Actual Distribution L 24.5 ft 0 ft O ft O ft O ft O ft O ft O ft O ft 24.5 Distribu h/b,= 0.3673 W1 DL w(plf)= 367 0.6Ms(#-ft)= 66078 0 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E PLF 54 51 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 Ma(#'ft)= 11934 11322 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 F(#)_ -2256 -2281 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Holdown 1000 - 1000 - 1000 - 1000 1000 1000 - 1000 - 1000 - 1000 - 1.D5 No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Haldown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK Page 53 of 56 Job# 21.00111 VI Designed:JEB Date:4n1121 BE Y L E R beylerconsulting.com Plan.Deaign.Manage Checked: Date: Project: Douglas T3 0.5 (ft)holdown dist from end Roof: Wind(ASD): 4.12 kips 108#/ft 108#/ft WS Seismic(ASD): 4.72 kips 124#/ft 124#/ft 9 ft 18 ft 20 ft ft ft ft ft ft ft ft 38 Actual Distribution L 18 ft 20 ft O ft O ft O ft O ft O ft O ft O ft 38 Distribu h/b,= 0.5 W1 0.45 W1 DL w(plf)= 162 162 0.61V!K(#-ft)= 15741 19433 0 0 0 0 0 0 0 W E W E W E W E W E W E W E W E W E PLF 108 124 1 108 124 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 M�(#-ft)= 17564 20122 19516 22358 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F(#)= 104 250 4 150 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Holdown 1000 1000 - 1000 1D00 - 1000 1000 1000 1000 1000 LOS No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK No Holdown OK Page 54 of 56 EEO BEYLER DRAG STRAP CALCULATIONS ^` STRAPl CHORD FORCE Diaphragm Width(1): 80 ft Diaphragm Depth(D): 42 ft Seismic Load: 118 plf M= w12 = 94.4 kft Strap Location Along Diaphragm Width(x): 23.5 ft 8 wx F= M =�kips M at Strap= 2(L—x) = 78.3 ft-k D SHEAR TRANSFER Shearwall Length 1: 5 ft Shear Force 1 132 pIf Shearwall Length 2: 6.83 ft Shear Force 2 132 plf F= IShearwall LengthXShear Force= ®kips Blocking Capacity: 310 plf Blkg= ft STRAP2 CHnRn FnRCF Diaphragm Width(1) : 80 ft Diaphragm Depth(D): 42 ft Seismic Load: 118 plf M= W12 = 94.4 kft Strap Location Along Diaphragm Width (x): 56.5 ft 8 F= M =®kips M at Strap= 2(L_x) = 78.3 ft-k D SHFAR TRANCFFR Shearwall Length 1: 3.5 ft Shear Force 1 102 plf Shearwall Length 2: 7 ft Shear Force 2 132 plf Shearwall Length 3: 3.5 ft Shear Force 2 102 plf F= ZShearwall LengthXShear Force= ®kips Blocking Capacity: 310 plf Blkg= ft STRAP3 CHnRn FnRCF Diaphragm Width (I): 80 ft Diaphragm Depth(D): 42 ft Seismic Load: 118 pIf M= W12 94.4 kft Strap Location Along Diaphragm Width(x): 12.5 ft F= M =®kips M at Strap= 2(L_x) = 49.8 ft-k D SHFAR TRANCFFR Shearwall Length 1: 3 ft Shear Force 1 254 pIf Shearwall Length 2: ft Shear Force 2 plf F= ZShearwall LengthXShear Force= kips Page 55 of 56 B` Page: BEYLER DRAG STRAP CALCULATIONS STRAP4 r jnRn FnprF: Diaphragm Width(1): 80 ft Diaphragm Depth (D): 42 ft Seismic Load: 118 pIf M= W12 94.4 kft Strap Location Along Diaphragm Width(x): 24 ft wx F= M = kips M at Strap= —(L _x) = 79.3 ft-k 2 D SHEAR TRANCFFR Shearwall Length 1: 3 ft Shear Force 1 254 pIf Shearwall Length 2: ft Shear Force 2 pIf F= IShearwall LengthXShear Force= kips STRAPS rwnRn FnRrF: Diaphragm Width(1) : 80 ft Diaphragm Depth(D) : 42 ft Seismic Load: 118 plf M= w12 = 94.4 kft Strap Location Along Diaphragm Width (x): 40.5 ft F= M = kips M at Strap= 2(L_x) = 94.4 ft-k D SHFAR TRANCFFR Shearwall Length 1: 12 ft Shear Force 1 254 plf Shearwall Length 2: ft Shear Force 2 plf F= IShearwall LengthXShear Force= ®kips Drag Length: 44 ft Chord Length: 80 ft F= ®kips DRAG1 CHnRn FnRfF Diaphragm Width(1) : 80 ft Diaphragm Depth(D): 42 ft Seismic Load: 118 pIf M= W12 = 94.4 kft Strap Location Along Diaphragm Width(x): 34 ft = M =®kips M at Strap= wx F (L_x) = 92.3 ft-k 2 D SHEAR TRANCFFR Shearwall Length 1: 12 ft Shear Force 1 254 plf Shearwall Length 2: ft Shear Force 2 pIf F= IShearwall LengthXShear Force= ®kips Truss Length: 34 ft Chord Length: 80 ft F= ®kips Page 56 of 56 iR` Page: BEYLER DRAG STRAP CALCULATIONS DRAG2 �HnRn Fnprr: Diaphragm Width(1) : 80 ft Diaphragm Depth (D) : 42 ft Seismic Load: 118 plf M= W12 = 94.4 kft Strap Location Along Diaphragm Width(x): 23.5 ft F= M =®kips M at Strap= 2(L _x) = 78.3 ft-k D SHFAR TRANSFFR Shearwall Length 1: 6 ft Shear Force 1 254 plf Shearwall Length 2: ft Shear Force 2 plf F= YShearwall LengthXShear Force= kips n Name k A-t 1e RZ)n1 P I FAD+- Parcel# ,T2L ( -1 45 3 0 O 0 0 8 BLD#aO(9( ' C Mason County t- VE Department of Community Development JUN 2 12021 Small Parcel Stormwater Management Application/Works heet(page 1 of 2) Per Mason County Code,Title 14,Chapter 14.48 a stormwater site plan is required whenever a building application is made for residential development,or redevelopment',with more than 2,000 square feet of impervious surface'. 'Redevelopment means,on an already developed site,the creation or addition of impervious surfaces,structural development including construction,installation or expansion of a building or other structure,and/or replacement of impervious surface that is not part of a routine maintenance activity,and land disturbing activities associated with structural or impervious redevelopment. 'Common impervious surfaces include,but are not limited to,rooftops,walkways,patios,driveways,parking lots or storage areas, concrete or asphalt paving,gravel roads,packed earthen materials,and oiled,macadam or other surfaces which similarly impede the natural infiltration of storrnwater. Open,uncovered retention/detention facilities shall not be considered as impervious surfaces. To Calculate Impervious Surfaces Please Complete This Table Surface Type Length X Width = Area All dimensions in feet Buildings X 3 91 = Z-T(o x 25 = q 1 S Measurements for buildings are taken at the X _ perimeter of the farthest projections (example: eaves/gutters) X = Driveways Zoo X 4o = 04-0 X = Length of drive begins at the right of way X = Parking Areas X = X = Any paved,gravel or packed area per definition above table X = Patios/Walks trfc-`voED X = Ac3ovE X = Any paved, gravel or packed area per definition above table X = Others X = X = If the total impervious area of the proposed site X = development is greater than 2000 square feet a Small Parcel Stormwater Site Plan is Required Total Impervious Surface Area(sum of all areas) If the Total Impervious Surface Area is LESS THAN 2000 Square Feet,please read,acknowledge and sign below. Based Upon the information you have provided a Stormwater Site Plan IS.NOT required for this development activity. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner,owner's legal representative,or the contractor. I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be required. X Owner/Agent/Contractor(circle one)Date: If the Total Impervious Surface Area is GREATER THAN 2000 Square Feet,please read,acknowledge and sign the information provided on page 2 of 2. Page 1 of 2 1 Name `4-NTEAI"H I�PADt-E-y Parcel# k 2-,-7 ('j 57j DQ Oo S BLD# Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 2 of 2) Based Upon the information you have provided a Stormwater Site Plan IS Required for this development activity. Title 14,Chapter 14.48 of the Mason County Code(MCC)regulates compliance requirements for Stormwater Management in this jurisdiction. A complete copy of the ordinance can be found on the Mason County website: httt)//www.co.mason.wa—us/code/commissioners/index.htm Please follow the links to "Title 14,Chapter 14.48 Stormwater Management". Regulated activities shall be conducted only after Mason County Public Works approves a Stormwater site plan (Mason County Code Title 14 Chapter 14.48 section 14.48.70).You will receive a copy of the Public Works document entitled "Managing Storm Drainage on Small Lots,The Small Parcel Stormwater Site Plan". This document will assist you in preparing the necessary information and plans for Public Works to review and approve. Per Department of Public Works this document will constitute an approved plan if all of the relevant details* are to be installed in their entirety AND no part of the stormwater system adversely affects any septic system(see Environmental Health information below). If an alternative system is to be used a plan will need to be submitted to Public Works for approval. A design by a registered professional may be required for more complex sites. *These details are found in the document Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan on the pages that begin with"Handout" PLEASE INITIAL BELOW TO INDICATE THE STORMWATER MANAGEMENT PLAN FOR THIS SITE A) The relevant details from Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan will be installed in their entirety AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. B) An alterative plan and/or professional design will be submitted to the Department of Public Works for approval AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. If you have further questions pertaining to parcel drainage and stormwater management Mason County's Public Works Department can provide additional instructions,guidance and examples. (Section 14.48.130)contact Public works at: Phone: (360)427-9670 EXT. 450 100 W PUBLIC WORKS DR SHELTON,WA 98584 If this development has,or will have,a septic/drainfield system you may need to contact Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this,or any other,parcel.You may also wish to consult with the septic design professional involved with the project. Mason County Division of Environmental Health can be reached at: Phone: (360)-427-9670 EXT. 352 615 W ALDER ST SHELTON.WA 98584 A condition will be added to the building permit that states,in part,that all conditions the stormwater site plan will be met prior to a request for final inspection of the building permit. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner,owner's legal representative,or the contractor. I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be require X ^• ` ' Owner/ gent/Contractor(circle one)Date: ' I 1 2� Page 2 of 2 SMALL PARCEL STORMWATER SITE PLAN Katerina and Patrick Hadley Mason County Tax Parcel No. 12217 53 00008 Purpose: This Small Parcel Stormwater Site Plan is prepared to support site preparation and construction of a new single family dwelling. The goals of the stormwater site plan are to protect water quality, reduce water run-off, and prevent erosion. Existing Condition: The site is located in Lakeland Village in Allyn Washington. The lot is approximately 0.41 acre (140 feet deep by 127 feet wide). The lot is serviced by the Belfair/Allyn sewer and Lakeland Community water system. The lot does not have any ponds or wetlands. The lot is bounded by two similar lots with dwellings on the east and west sides. The back is bounded by a large forested area not expected to be developed (trust land for Girl Scouts). The front is bounded by a drainage ditch and paved county road (Sterling Drive). The lot gradual slopes from the back of the property to the front and west side to east side. The lot has approximately 30 medium size fir trees, five madrona trees and other small deciduous trees. The lot has native vegetation (mostly huckleberry, oregon grape and similar) on the front 30 feet, the east 25 feet and the back 20 feet. The center of the lot was previously cleared two years ago to remove scotch broom and provide for a play area. The lot is well drained with no indications of erosion. Stormwater infiltrates into the soil and excess water drains out to the drainage ditch at the front of the property. Historically, the amount of water is the ditch has been minimal and only at times when heavy rains have occurred over several weeks. The drainage ditch slopes east and parallel to Sterling Drive. The ditch eventual runs under Sterling Drive via a culvert (approximately 500 feet from the lot) and to a large drainage pond (over 1000 feet away from lot) Final Condition: The site will be cleared to support dwelling construction and provide a fire buffer next to the forested land in the back. The total proposed impervious surface is 5,291 square feet, which fall within the limits for Small Parcel Drainage. The dwelling surface area (including garage, porches and overhangs) is less than 4251 square feet. A paved driveway (approximately 26 feet wide by 40 feet long) will be installed in the front of the property. A 12 inch culvert and drainage boxes have been installed parallel to the original drainage ditch to support the driveway. Water from the driveway will be directed to the drainage ditch and sloped to prevent water from draining to the road. A 10 foot minimum vegetation infiltration buffer will be maintained at the front and east side of the property. If necessary, foundation drainage will be piped to the existing front drainage ditch. A separate closed pipe system will be installed to collect down spout water. This water will be piped to a 2 feet wide by 50 feet (minimum) long down spout infiltration trench. The infiltration trench will be filled with 1 '/2 inch washed drain rock. Following construction areas around the house and driveway will be planted with vegetation and mulched with wood shavings or rock. SMALL PARCEL STORMWATER SITE PLAN Control of water during construction: In order to prevent erosion and trap sediments within the project site, the following Best Management Practices (BMPs) will be used approximately as shown on the Erosion and Sediment Control (ESC) plan.. • Clearing limits will be marked by fencing or other means (ribbons) on the ground. • The driveway will be constructed and graveled immediately. Dispersion trenches shall be placed according to flow control requirements. Areas accepting sheet flow from the driveway and parking area (that are not being left in native vegetation) will be seeded and mulched. • Water will not be allowed to point discharge onto slopes. • Mulch will be spread over all cleared areas of the site when they are not being worked. Mulch will consist of air-dried straw and chipped site vegetation. IlAmLel HADLEY HOME SITE IMPROVEMENT PLAN 3 F", 127'-6' I Bev= 154" N El-= 154 Elev=200 in EI-= 154" ,s• 5 0' Dis Elev 206 inersion Trench for Roof Water Run Off � = Catch Baas or roof Rnn Oft 2T-6' 80' 24' El-= 154" E ev= 179" Elev= 160" El�:�v= 160" El,= 142" Elev= 124' Bev= 1 HOUSE 140' W�S� 5 4' Bev= 124" Elev= 124" I 5 D Elev=146' ® miemww Elev= 4" GARAGE Elev= 160'• EI-= 160 EI-= 142' Elev= 191" Bev-144" Elev= 124" Bev• 124" Elev= 146' (footing) Bev= Elev= 165' Power bottom a er me op I Elev= 189" DRIVEWAY 4 Elev 145" Elev=145" EI-= 127" 28'-6' Power Water M ter ❑ n r�4 N +�y E "D��Tc �� �6e,aer ( f—G Connection Ro a 0 n(t`- Elev= 125" ir,='100". .�1ev='H8^.—.—°.—.'—.—.—. v i -—- 12' Bev E STERLING DR 0 10 feet 20 feet I I I Scale:1 in=20 feet 14PJ>L HADLEY HOME 1,L217 S27°cam EROSION AND SEDIMENT CONTROL (ESC) PLAN ,4 %41 127'-6' 1 Elev= 154' N Sev= 154• Elev= 200 i E = 154" ,a• 50' Elev „ Die ersion Trench for Roof Water R1n OR # �� Catch Baer �� '/ a roof Rln Off ¢� 23'-6' 60'Elev= 154' El-= 160• E ev= " Elev 179 160= "_ Q' Elev= 142" r� Elev= 124' � Elev= 1 HOUSE v 140' I, 54'3 El Bev= 124• Elev. 124 �� 1— a [✓� � t Elev=146" _ Elev= 1 4" GARAGE Elev= 160• El-= 160 lev= 142' Bev— 191• Elev=114" Elev= 124" Elev= 124" Elev= 118• (looting) ev Elev= 166" Power bottom a er Ine op RAfWAY 4 E1,v 145 IEleu= 127" Power Water M ter ❑ ���`�� Sewer Connection Elev= 125' Elev="100 ---EW- 6B'•—• +-- — —•I�ev>�5j Elev 12' E STERLING DR 0 10 feet 20 feet I I Scale:1 in=20 feet . ( N 2 12021 615 W. Alder Street - - PLANNING W kin ILA F P LANNNG : -1 AL1 SE -3.ACKS ARE MEASURED FROM THE FURTHEST PROJECTION OF THE 6UILDING 127'-6'Refer -- -- —� ' OWNER: at of Lot KATERINA AND PATRICK HADLEY at Sop of Lot 9(auntlatlon =2401n El" 154" El- 154' El—200in El—154" Red elevations are e)dsbng Blue ele bwS 50' are final grade 4 ADDRESS: 02ooe ele�oiio�s are bottom o`roodnns 6' �.• Elev=206 in y Tranrir for RodWeOer Run fill = 100 E STERLING DR Catch ewtl ALLYN, WA fbr rcof Ran Off 80' 24' Ele°=,5°' _ t7g PARCEL NUMBER: 2. =ev= '42` 3 El - 122175300008 HOUSE LAKELAND VILLAGE #12 140' — PHASE I LOT: 8 54' Elev=12" Lie— kIL Ele\•= 14 F' GARAGE �,Ep Be—191" Elev=144' Elev=524' Elev=72 (tooanq) (looangl El- 165' APPROVED POYVar bOtldll W� CoLi"Ty r_%rD PLAN %J!NG 3tTE P M REOU. tEl)TO BE OM SITE 40 I Gk .. S 1111�.`e f TO AFRe�l�A1 Elev=169' 40 DRIVEWAY EleW 145" El-=145' 0 10 feet 20 feet Elev=127" c Scale:1 in=20 feet \ E-- ,4' --4;::;, power sou wales ter sewer ❑ conneotlon Elev=125' E1ev='100'—.—.—Elev-1t8"._.-'_'—.—. —._._._._.—._.—.—._.—._.—.._._._ —. �y Elev= IT V E STERLING DR HADLEY HOME Site Plan