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Specifications Mg 202Z— Deb �s' nW D Y Structural • Civil Engineers STRUCTURAL CALCULATIONS FOR COOK LANE ADDITION PROJECT NUMBER: 22300 10665 SW COOK LANE TIGARD OR, 97223 December 20, 2022 RECEIVED FEB 2 8 2023 CITY OF TIGARD BUILDING DIVISION \) PRO,4, F i'►�7 5• ,45PE A 'E • ce TA , 44P RENEWS: 06-30-2024 OFFICE COPY DESIGN PARAMETERS: 2019 Oregon Structural Specialty Code ROOF DEAD LOAD 15 psf SNOW LOAD 25 psf LL(Snow)per IBC 1608.1 WEND BASIC WIND SPEED 97 mph(Ult) EXPOSURE B SEISMIC MAPPED RESPONSE SOS=0.682 SITE CLASS D IMPORTANCE IE= 1.00 CONTENTS: GRAVITY CALC GI to G13 LATERAL CALC LI to L 18 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com rIW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: w ' Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT Partial Roof Framing Plan Note: - For reference only - Not to scale 2 S3-0 4x8 4x8 Ir_—.— : � __ ........ . 1 1 ..- Iammin 'iI :ill: ll Lijl� Wr,- '- I4be. i1111,1 j4 yP 1 I 4/12 G,sr 4/92 li rex S3-OOPP NfP I F` , ill 1 I I S3.0 toll t � xl e `� t 1 in MII I t Ji I_ jy] z z z J z 3 Q S3-0 Cfl�( rx1 — LL4 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com C� W D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: Gz Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT Partial Floor Framing / Foundation Plan Note: - For reference only - Not to scale / EQ EQ EQ f 7. 1 LVP 1 17.I IJr iOW AMP* OM 41•10 TypirAc Ftct-3-cr51 a II II J■ fr, riri J., ..:,.I JI ----=.•__r rt L.-1L I J II I -nay f-t.aot_-F t I it 2-7 I:4 r, II a A _z .0 4----V__ .1 1rr I (ID r 1 1 1 1 f I I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122 •www.wdyi.com nW D Y Structural • Civil Engineers IlimiII Job Name: Cook Lane Addition Job No: 22300 Sheet No: C.,' Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT . be C Cdrbc _ • I , py� QDOF SO w C.e I= aO f -r c " ( �5e171'�W T5u2C E) t Z5-es . . lc ' .Fwabb. L0> " i,r,s, Cit44e1 I IE (Fb, CIVE Ltd y0 I ` 1i!fSZa8 : •� j I i I i_ 1 i i.. i. _.. . i... . I .... l � !_ .. I I_ I I i • I ; _.I.. !..... L. ' ' _. I . . L. _ : .._ I I .... .. _.. I. _ .. . . '_ 1 • j... I I_ I L. �..... ..f I I _ • I ; .. • I • I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com riW D Y Structural Civil Engineers bowl Job Name: Cook Lane Addition Job No: 22300 Sheet No: G9 Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT I RacF DL=eSPs( R-wF ,' asys,f iiiii iftte !HFAve.a._, (*4 ,e GT-G4 i' 51'07 I, Fi,402 D.‘_=1;-e 1/ Futa2 ,-c- _ii. i In f3 -tC: v'. ass if.'i.t�"o.e. (se h?: -63 Fl r 'L (_'►772."1::: 12... • i 1 _ _ Olio" jz _LP- " 71. ' 1 tome r'x Q FT4 Rg67'b 49 #x2. f 3.36 - i ube a?'o Frz? j 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com COMPANY PROJECT G5 1 WoodWorks® 5 OfMIYAHE PON WOOL U£f1Oh' Dec. 16, 2022 10:06 Window Headers.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Roof DL Dead Full Area 15.00 (14 .83' ) psf Roof SL Snow Full Area 25. 00 (14 .83' ) psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 5.116' 1 7 .... 0 , , 0. 5.058' 1 Unfactored: Dead 569 569 Snow 949 949 Factored: 1518 Total 1518 Bearing: Capacity 1518 Beam 1518 Support 1680 1680 Des ratio Beam 1.00 1.00 Support 0. 90 0.90 Load comb #2 #2 Length 0. 69 0. 69 Min req'd 0. 69 0. 69 Cb 1.00 1 .00 Cb min 1 .00 1.00 Cb support 1.11 1.11 Fop sup 625 625 Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Total length: 5.13'; Clear span: 5.0'; Volume= 0.9 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 66 Fv' = 207 psi fv/Fv' = 0.32 Bending(-0 fb = 743 Fb' = 1335 psi fb/Fb' = 0.56 Live Defl'n 0. 03 = < L/999 0. 17 = L/360 in 0. 18 Total Defl'n 0.05 = < L/999 0.25 = L/240 in 0. 19 G(g. Wood Works® Sizer SOFTWARE FOR WOOD DESIGN Window Headers.wwb WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1. 00 2 Fb'+ 900 1.15 1.00 1.00 0. 992 1. 300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1 . 00 1.00 - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1501, V design = 1125 lbs; M(+) = 1897 lbs-ft EIy = 177.83 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+) : Lu = 5. 06' Le = 10.06' RB = 8.5 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code(IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • COMPANY PROJECT 1 Woodworks® SOEEWANE EON WOOD DESIGN Dec. 16, 2022 10:09 Floor Joists.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Floor DL Dead Full Area 15.00 (16.0") psf Floor LL Live Full Area 40.00 (16.0") psf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8.917' 0' 8.875' Unfactored: Dead 89 89 Live 238 238 Factored: Total 327 327 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.70 0.70 Support 0.56 0.56 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c; Total length: 8.94'; Clear span: 8.813';Volume= 0.7 cu.ft. Lateral support: top= continuous, bottom =at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fv' = 180 psi fv/Fv' = 0.21 Bending(+) fb = 659 Fb' = 1242 psi fb/Fb' = 0.53 Live Defl'n 0. 10 = < L/999 0.30 = L/360 in 0.33 Total Defl'n 0. 13 = L/792 0.44 = L/240 in 0.30 CS WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Floor Joists.wwb WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 325, V design = 280 lbs; M(+) = 722 lbs-ft EIy = 76.21 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT it WoodWorks® SOFTWARE FOR WOOD DESIGN Dec. 16, 2022 10:15 Main Floor Beam.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Floor DL Dead Full Area 15.00(8.83' ) psf Floor LL Live Full Area 40.00 (8.83' ) psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.372' 0 10.311' Unfactored: Dead 687 687 Live 1832 1832 Factored: Total 2520 2520 Bearing: Capacity Beam 2520 2520 Support 2691 2691 Des ratio Beam 1.00 1.00 Support 0.94 0. 94 Load comb #2 #2 Length 0.73 0.73 Min req'd 0.73 0.73 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 10.38'; Clear span: 10.25'; Volume= 3.8 cu.ft.; Beam or stringer Lateral support: top= continuous, bottom=at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 60 Fv' = 170 psi fv/Fv' = 0.36 Bending(+) fb = 937 Fb' = 1350 psi fb/Fb' = 0.69 Live Defl'n 0.14 = L/865 0.34 = L/360 in 0.42 Total Defl'n 0.22 = L/554 0.52 = L/240 in 0.43 aio WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Main Floor Beam.wwb Wood Works®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1. 00 1.00 1 . 00 - - - - 1.00 1.00 2 Fb'+ 1350 1. 00 1.00 1. 00 1. 000 1 . 000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1. 00 - - - - 1.00 1.00 - E' 1. 6 million 1.00 1.00 - - - - 1 . 00 1. 00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605. 3. 1 CALCULATIONS: V max = 2505, V design = 2105 lbs; M(+) = 6457 lbs-ft EIy = 628.73 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. nW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: C II Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT 1 I- ! _ �.. . I. .. I i.. I 1. I ..... (. I. j , 12l_ = . • , tti4fw, rX.>t _1 i 1 ` 1 SL L. I ' 1 • G ,I -off - 1 I .....1 1/` (1 i L I i i I 1 I I 1 ; 1 I 1.... . 1 I I 1 i 1 .... 1 I . . I III 1 1 I 1 !I 1 I I 1 1 I 1 1 L I I I _ ..._.I .i 1 1 I 1 i ' I 1 1 1 1 I , i ! I 1 . . . . . . 1 1 1 . i 1 1 I . 1 I 1 I i I ; 1 I 1 I 1 1 i 1 I i 1 ; I 1 1 1 1 I 1 ` 1 1 1 I 1 1 1 I 1. . 1 I 1 1. I L.. i. ! L. 1 I 1 1 1. j I 1 I I 1 I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com tel COMPANY PROJECT 6I2— WoodWorks® SOFRW.111e FON WOOLY VESOL!.' Dec. 16, 2022 14:33 Gable End Header.wwb Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution. Pat- Location (ft] Magnitude Unit tern Start End Start End Roof DL Dead Full Area 15. 00 (2.00' ) psf Roof SL Snow Full Area 25. 00 (2.00' ) psf Wall DL Dead Full Area 10. 00 (4 .83' ) psf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6.167' 0' 6.125' Unfactored: Dead 242 242 Snow 154 154 Factored: Total 396 396 Bearing: Capacity Beam 1094 1094 Support 1211 1211 Des ratio Beam 0.36 0. 36 Support 0.33 0.33 Load comb #2 #2 Length 0.50* 0. 50* Min req'd 0.50* 0. 50* Cb 1.00 1. 00 Cb min 1.00 1. 00 Cb support 1.11 1 . 11 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 6.19'; Clear span: 6.063'; Volume= 0.8 cu.ft. Lateral support: top= at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 26 Fv' = 207 psi fv/Fv' = 0. 12 Bending(+) fb = 409 Fb' - 1345 psi fb/Fb' = 0 . 30 Live Defl'n 0.02 = < L/999 0.20 = L/360 in 0. 10 Total Defl'n 0.05 = < L/999 0.31 = L/240 in 0. 17 613 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Gable End Header.wwb WoodWorks®Sizer 2019 (Update 4) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1, 15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1. 15 1.00 1.00 1. 000 1.300 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1. 00 - - - - 1.00 1. 00 - E' 1. 6 million 1.00 1.00 - - - - 1.00 1. 00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+) : LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 393, V design = 332 lbs; M(+) = 602 lbs-ft EIy = 77. 64 lb-in '2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. nW D Y Structural • Civil Engineers broil Job Name: Cook Lane Addition Job No: 22300 Sheet No: L' Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT iff Roof Plan B3414 Note: Olt It "i• 0 - For reference only IEL 112i1 ; ' - Not to scale w Z -1 A 41(240 S ', -- i - -- �IbA�f1 42[Nor t, i , ) MI10M i �� ( 'SaPLw ram) 'E +; 1 _ UIsrr- PC1 31 _v ai i [ T ; V!! KT;) il _ � n vi, I k1IIr ir 1 1 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: i2, Client: H.E.L.P. Group Inc. Date: Dec 2022 By: BT (ASS 4 (61z. /A0-2, /Iw 16 0.602 4O G.5/t to vir44e = 1013(,0 -eyz (I01,14) 4 "So raft wu ., rY= /`(, 9. ('J Ar-Ar}$¢AtM 30SE SHr-4 . Vies c t€ cl1.1) 0. is (i -4?G#) m r- � i 33',.3"XcV-eN) ..3 0.0<ae,WR/) q # BASF 94 - "- rrz irzn0 44ra / = t $a # 6 9 402 z 3093%1 /s^( . ) 4/ (65-1/a +3e,3/z -4 -1 cS4 2323 �2F ) 6 t a 32,3 6,01,) 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com 1.3 istA OS PD Cook Lane Addition 10665 SW Cook Ln, Tigard, OR 97223, USA Latitude, Longitude: 45.4233274, -122.7869786 v=- a C�7 .° / a Oregon Children's •� �,/ ss 4. sw Park St Academy, Tigard " SW park st/ /Taco Bell fS/ •"' Genesis Home Care �/% AutoZone Auto Parts Mizu u v i Buffet " Simply Special Crafts ;! es`c" Go$�gle SW Fairhaven St Tigard,M"arketplace " Map data©2022 Date 1 2/1 612 02 2,11:10:12 AM Design Code Reference Document ASCE7-16 Risk Category g Site Class D-Default(See Section 11.4.3) Type Value Description Ss 0.852 MCER ground motion.(for 0.2 second period) Si 0.394 MCER ground motion.(for 1.Os period) Skis 1.023 Site-modified spectral acceleration value , SM1 null-See Section 11.4.8 Site-modified spectral acceleration value . SIDSf,0.682 Numeric seismic design value at 0.2 second SA S01 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description - --I SDC null-See Section 11.4.8 Seismic design category Fe 1.2 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.388 MCER peak ground acceleration : FPGA 1.212 Site amplification factor at PGA PGA 0.471 Site modified peak ground acceleration •Tt 16 Long-period transition period In seconds • SsRT 0.852 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.963 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1 RT 0.394 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.455 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) PGAUR 0.388 Uniform-hazard(2%probability of exceedance in 50 years)Peak Ground Acceleration CRs 0.885 Mapped value of the risk coefficient at short periods CR1 0.866 Mapped value of the risk coefficient at a period of 1 s Cv 1.226 Vertical coefficient rillW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: of Client: H.E.L.P. Group Inc. Date: Dec 2022 By: BT tt-SX644 CC TS Qti = oc)a 14,-2 k ie-e. Vz (Ea. R6. to- I ,/95 --16) kg 0•1 ', - ,frP B 4 to' vie( 44 0.0,5 -Aar-45 Kt_ o - ea.SE.ty,¢rtt 1 V--- flivrh - VsOsieritiqw ) dae.v7r 67/4. /t.cf.311 .(951e, ..71c9 . b.EiT-6A, in(-a W-- S IV-5 r-O e -r'r/8 y a ate c;, i[�l$i C, T.o,-Pre *.e* . w P 1 mu) 4 W W * de 6 -)PL ,,I = 11.E(1s•f xv 1,i = cr3G/l' 1A L') p Lyv = -D.3 (Mix) PLw = 0, 1.04.X"n•s) " 3.y1 el F I , P PTA c.= 14./ pyF 4- (G•ops 7vx /ojf•F EdsT'--kvc-sr 7 o " " ( ilk- - ,3-Cv/a9.6.7 6v(9.Yn 44pi. •- f DID- . n 441 epww = 0•11 64 ) 6i.4,.)' 1(.,9psL X,d 43 t fr 40-) Lpu ) = -0,s (A#u ) PLC= !(•VOX-bps t6.g r; i 1 cf) ePuw' ,s1 POoF). Pam= IL 7 psgepi) t _ifyf : >o ) el cm), - ^0.s ; ), Puy, = if,Wlt�yr-v s) .35,,sf , ctik h vrt.L. — t6??ps f L(4e41 1 '6156 f/ . 91- IZtvr) 57m2 _5-Sc/0 L 849s( ' BvPsf. 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: LiJ Client: H.E.L.P. Group inc. Date: Dec 2022 By: BT 1 1 1 1C 1 (v& = of t23'-tt. AY #72 t moo) I , � � �, �' # Gc)c t I. t tFb 1 1 I , I I I ; I ��� i I i f I ., I j. j I ii AA , , #- 1 1 I (E2�G �--ri Bic��y$4-x9'�") i 02 ) 1 : I 6i - I. GvL._ 16p o"Ly61- a) t't f3* cke:, ) 1 i • • l /1 I CCI°41A .) WL I. 0 .°;(P"t I i4 Z 1 1.2") /// q-' ((-/-,r1)) I� 71,09Z it Z G,P- 1_ I_ I 1 I 1• ! 1 _ I _.. 1 1 . .,.., , 1 l I •_. Ii.... I • I I ' I I I _. I I I.... I 1 , I I I I i I 1 _ , I 1 _ i I • I 1 •1 1 . 1 I I 1 ' .. I I 1 1 I L...... I i I 1 1 1 I 1 1 : I i I I 1 I I • 1 I I . I :_._ 1 I...._ 1 - �. .. I !_.. I 1 ... . .. • I 1 I 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com QW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: 1� Client: H.E.L.P. Group Inc. Date: Dec 2022 By: BT il , 1 l i f� ro�3��3 / .. ls3 Tgi y3511F 1 E ft , I WI_ 1 ! • l�l-/ ! 1 /i2"Pu1wD r -/!oe( I�r 12-I I •IU i 1 1 1. • n/il�C j I I 1 , T'=G ,•„, 'c t,if y3�MZ$'t"�t Ptf-4-cdit 6+-sn) r- u5e brr2a w/(I)?x s"4' gas* 7I k ! I I l _ 2 a 0.3 1 I • i 1 1 •i_ I 1 1 1 1 . .' I � 1 1 . I ,{{�� N-/ �'' i I I 1 � . 1 ; . 1 L -4_t1 ) • , • . I ' I I 1 1 1 I 1 I ! !1 , I 1 ! !_ 1 i •i i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com SIMPSON Anchor Designer TM Company: WDY Date: 12/16/2022 Engineer: BT Page: 1/5 i Software Project: Cook Lane Addition ' Version 3.0.7947.0 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Cast-in-place wo,v: 1.0 Material:AB Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,he(inch):4.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):5.88 Ignore 6do requirement:Yes Cmin(inch): 1.25 Build-up grout pad:No Sin(inch):2.00 Base Plate Length x Width x Thickness(inch):3.00 x 3.00 x 0.25 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB4(1/2"(d) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.sirongtle.com L9 Company: WDY Date: 12/16/2022 SIMPSON Anchor DesignerTM Engineer: BT Page: 2/5 TIB Software Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.3(c)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied flo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[lb]:2646 Vae%[Ib]:0 Vuey[Ib]:0 Max[ft-lb]:0 May[ft-lb]:0 Figure 1> Z 2646 lb 14Y O ft-lb- a � � tr h 5 ,0 ft-lb r ktir a lb, X 0 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94568 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com L`, SIMPSON Anchor DesignerTm Company: WDY Date: 12/16/2022 Engineer: BT Page: 3/5 Software Project: Cook Lane Addition nm, _. Version 3.0.7947.0 Address: Phone: E-mail: <Figure 2> ,^ 's *-4. r mn ' 4404 44 + - I-444q n § .4 o 4. 0 tR f4-1,,, sitz-,- z ' :44 FA-.-A-,. y „„., - " s ,,, r ''''. . ` -44--, t µ 9' � yam Ft 4 L 12., y w . 4 Ai it .-atr$ sk'pF f x 4 4 Li J w --4 h-c ;p4 'z ed. ' . ,:,1se 1 . ,a z;t2 .kk : ealr -" 4s §-• ' . i 1+ i a y .` 4 � b 'a 1 3 ,� a�{ xF V.'S. 544 A ,4.9 AILS Ht K : A i �3_ ''xis i-. Iiii', ri B Y f S i 'y iH Y�' ' Y U n i Pt _V y Y` ), , 8 3 "" 0t x 4 � ,t '' &.,40� c ' x, y-r-a yt t e1i�3 `'� 'a 4-44 4 -, . 44 +e r.^ .ems 6.25 5.75 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Slrong.Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone.925.560.9000 Fax:925.847.3871 www.strongtie.com WO SIMPSON Anchor DesignerTM Company: WDY Date: 12/16/2022 Engineer: BT Page: 4/5 stro Software Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(Ib) V.(Ib) Vuey(Ib) 4(Vu,02+(Vicey)2(lb) 1 2646.0 0.0 0.0 0.0 Sum 2646.0 0.0 0.0 0.0 Maximum concrete compression strain(%c):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2646 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y 4.Steel Strenath of Anchor in Tension (Sec.17.4.11 Ma(Ib) 0 ONse(Ib) 8235 0.75 6176 5.Concrete Breakout Strenath of Anchor in Tension(Sec.17.4.21 No=kcdellfcha r 5(Eq. 17.4.2.2a) kc ate fc(psi) her(in) No(lb) 24.0 1.00 2500 4.000 9600 0.75(bNca=0.750(Arco/A Ncc)7'8e,NTc,N7'sp,NNo(Sec. 17.3.1 &Eq. 17.4.2.1 a) ANc(in2) ANco(in2 Ca,mm(in) fe,,N 710,N Ytp.N No(Ib) ¢ 0.750Nco(Ib) 150.00 144.00 5.75 0.988 1.00 1.000 9600 0.70 5184 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 0.750Npn=0.750 ,PNp=0.759Wo,P8Aorpfo(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) 7'aP Aoip(in2) fc(psi) ft, 0.750Non(Ib) 1.0 1.57 2500 0.70 16496 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Ott SIMPSON Anchor Designer TM Company: WDY Date: 12/16/2022 Software Engineer: BT Page: 5/5 she Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,Nue(Ib) Design Strength,0N.(Ib) Ratio Status Steel 2646 6176 0.43 Pass Concrete breakout 2646 5184 0.51 Pass(Governs) Pullout 2646 16496 0.16 Pass PAB4(112"0)with hef=4.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com nW D Y Structural • Civil Engineers Job Name: Cook Lane Addition Job No: 22300 Sheet No: LIT. Client: H.E.L.P. Group Inc. Date: Dec 2022 By: BT f I Z^l 7 ›xA Pt ✓h r471,1: rot gLb e 1 1 f £ is/3� " 10 G', !• % +Y` � ((: 4 F 6_ 62;GXA30 -415!-o) r=66 ;WAA 10/1 K ram# x.k072. _ c ✓ ) ?`CCPC-4T5T)( u) IC .; � "I too Iz"I to,'t ) ( 3 _&) t( ;9Yq ,33 I I I q.OE 015V 12s w% fir) yz ti prh -tat Nn /63 ` y /NW/. I S Aireeiacoger 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com L13 SIMPSON Anchor Designer TM Company: WDY Inc. Date: 12/16/2022 Engineer: BT Page: 1/5 Stroh -Tie Software Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: 1.Project Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2•Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State: Uncracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw 4rc,v: 1.4 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:No Nominal Embedment depth(inch):3.250 Reinforcement provided at corners: No Effective Embedment depth,her(inch):2.350 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmm(inch):5.00 ceo(inch):3.56 Base Plate Curie(inch):1.75 Length x Width x Thickness(inch):3.00 x 3.00 x 0.25 Smin(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-1/2'0 Titen HD,hnom:3.25"(83mm) Code Report:ICC-ES ESR-2713 ffi Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.o 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com ,L1y SIMPSON Anchor DesignerT"^ Company: WDY Inc. Date: 12/16/2022 Engineer: BT Page: 2/5 0 ti Software Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.3(c)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Do factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: No[lb]:0 V.[lb]:0 Vuey[Ib]:-2614 Mu.[ft-lb]:0 Muy[ft-lb]:0 <Figure 1> Z tl;ib` 1 • 1 r f , 1 f � " �"' a + 'F �, t' 'hr 'nn 1�xr 1 ` ' ` a F _ k a. a_,' .. i e} t a•:➢. f. tv< m' ..,,,, a fit4b oft tb .. ° t , Y £ , LL IFS tle'k { F } g. 1) Y 2614 lb OIb- ti _. Input data and results must be checked for agreement with the existing circumstances,the standards and guideliFax:nes must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.5e0.9000 925.847.3871 www.strongtie.com L15 Date: 12/16/2022 SIMPSON Anchor DesignerT"" Company: WDY Inc. Engineer: BT Page: 3!5 S v �'I'ie�- Project: Cook Lane Addition . Software Version 3.0.7947.0 Address: • Phone: E-mail: <Figure 2> �r x 9 i'"+'�S tip s �Xa73tOtt '.� _ i _ �'i,:, - t 01�1 @�s 1j F 8v. .} kx 'k S .x '4h y .ii ; x i �, r s:t� r. .1 k.a Wes '." 3'@: t '�'� a, '�i - t6Y ,�f d4 s w ,yp,4 t ' 'A �"' ++ rr r 5 .r'v., r :°t s 3 i -}» °` f g-, 5 ,M,,,, IIIC. : 'i -, i v 'g 4 r G,, �� X£ a ��7�` -4 �'C}• �§ 9 rya t `E t r9 '4 t'•.4' Alt3Irja �.e^ �,d'�iu£x ';,._s,N ;t*„,' � ` ^:4�'agzttiv '��"�Y�i'' irt i s asr } �� I it 55Wt x's.V i, dT' +-' n . � °F �' Al ° :A m .. AIZy N . s. u`t,a $ -r - s, - fir ,x <04 R �c Nisr,i , ' 0's:'-- ` 3 ^'r js. tom' �+.` 3: t, .r'tt" '' �-^ `r� vH,? ` it r i�",,i a-"n v :*,,,,,:; ,,,,,I. ,c ::.:i :��f ,P t ilt 4 Q *a r, g 1& sfyn .fit. '+ ;.,K y�Fi - 3`"F>:n $ . e.a . J" y��s�~ Cc �';n ;��,k�� 1 jK a -, t T n #. , t ryS'wya-a yi rv�'`!r .a spa Y�r .00 12.00 , Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax:925.847.3871 wew..strongtie.corn LA(0 , SIMPSON Anchor Designer TM Company: WDY Inc. Date: 12/16/2022 g Engineer: BT Page: 4/5 iT`(►31gT1$ Software Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: ;.Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Na(lb) Vaax(lb) Vaay(lb) J(Vuax)2+(Vaay)2(lb) 1 0.0 0.0 -2614.0 2614.0 Sum 0.0 0.0 -2614.0 2614.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 1 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 (--~ Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 J XV 8.Steel Strenath of Anchor in Shear(Sec.17.5.11 Vse(Ib) 00om 0 q4grobi0Vse(Ib) 4790 1.0 0.60 2874 9.Concrete Breakout Strength of Anchor in Shear(Sec.17,5.21 Shear perpendicular to edge in y-directlon: Viy=minl7(1e/da)°'2'4deAa4P0call.s;9AasiPccai'5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) 7.e Pc(psi) car(in) Vny(Ib) 2.35 0.500 1.00 2500 6.00 4957 1lV ony q(AvSAvco)Y'ed,VY'c,VY'h,VVby(Sec. 17.3.1 &Eq.17.5.2.1 a) Avc(in2) Avco(in2) Wady Y'c,v Y'h,v Vty(Ib) 0 OVay(Ib) 108.00 162.00 1.000 1.400 1.225 4957 0.70 3966 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31 tfVcp=(fkcpNci,=¢kbp(Arx/Arxo)Y'ed,NY'c,N'P NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp Aft(in2) Anko(in2) Y'ed,N TrbN Y'cp,N Na(Ib) ¢ ¢VcN(Ib) 1.0 49.70 49.70 1.000 1.000 1.000 4323 0.70 3026 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Shear Factored Load,V„a(Ib) Design Strength,sVn(Ib) Ratio Status Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn L11" SIMPSON Anchor Designer TM Company: WDY Inc. Date: 12/16/2022 Engineer: BT Page: 5/5 Software 8 Project: Cook Lane Addition Version 3.0.7947.0 Address: Phone: E-mail: Steel 2614 2874 0.91 Pass(Governs) T Concrete breakout y- 2614 3966 0.66 Pass Pryout 2614 3026 0.86 Pass 1/2"0 Titen HD,hnom:3.25"(83mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strang-Tie Company Inc. 5955 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com aW D y Structural • Civil Engineers `mil Job Name: Cook Lane Addition Job No: 22300 Sheet No: Ltg Client: H.E.L.P.Group Inc. Date: Dec 2022 By: BT 4i A-/6 `l st-vi— rl Di 'S N . t N v t9.� r41) yy7`Q!!{'�` 'at0 s � ?3�3 �o�_ , Pt od on. /5/0"Ptsrwn /10d AT ,G/17- zi // ice t 1 1 �. 1 b i Qa"4 h r w r�ior =( Pt t,� 8 3 3�--0 �-,� � 9'Go Y p Q 41 / # PI4g,^,a 4((e 601$Oof c?1 9..12‘jr4 LO/2)i 1 el(A#-r. y^� a•l T Ar? 3�l D� 3�l�s �, Le6-__:___(fis-' b1 rr OE D►1L li)ix. S7v1l . t 3g 44 \ 7.4 1 r C' 1 60 3 5-9 3Yoq "At o Lop wry) . / b `t% t 11 betw(tAf,01 w/+ i 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •ix:503.203.8122•www.wdyi.com BCD 1 Building BCD TECHNICAL BULLETIN Codes Division r I Department of Consumer Updated February 2022 and Business Services INSULATION AND INSTALLATION OF DUCTS OREGON RESIDENTIAL SPECIALTY CODE (ORSC) On April 1, 2021, the 2021 Oregon Residential Specialty Code (ORSC) became effective, introducing new requirements for the insulation and installation of ducts and revisions of existing provisions. Compliance with these new or revised sections became the mandatory prescriptive path for ORSC governed designs on Oct. 1, 2021. This technical bulletin highlights the intent of the new 2021 ORSC ductwork provisions for installing heating,ventilating and air-conditioning(HVAC) systems and provides compliance examples. INSULATION OF DUCTS Section N1105.2 All new duct systems,or new portions of duct systems exposed to unconditioned spaces,and buried ductwork within insulation that meets the exception to Section NI 105.3, shall be insulated to a minimum level of R-8. Duct systems, or new portions of duct systems, located entirely within the building thermal envelope may be insulated to a level less than R-8. INSTALLATION OF DUCTS Section N1105.3 All new duct systems, air handling equipment and appliances shall be located fully within the building thermal envelope. Section MI601.4.11,Ductwork installation location,repeats this requirement. Because it may not always be technologically or economically feasible,or practical to construct all duct systems fully within the building thermal envelope,there are exceptions to the requirements: 1. Ventilation intake and exhaust ductwork. 2. Up to 5%of the length of an HVAC system ductwork shall be permitted to be located outside of the thermal envelope. 3. Ducts deeply buried in insulation in accordance with all the following: a. Insulation shall be installed to fill gaps and voids between the duct and the ceiling, and a minimum of R-19 insulation shall be installed above the duct between the duct and unconditioned attic. b. Insulation depth marker flags shall be installed on the ducts every 10 feet or as approved by the building official. The following figures delineate construction methods that may be used to locate new duct systems, air handling equipment and appliances fully within the building thermal envelope. These are not comprehensive examples of construction methods,as other options may be approved by the local building official. 1535 Ed•ewater St. NW, Salem, OR 97304 503-378-4133 ore•on.•ov/bcd DUCTS WITHIN UNDER-FLOOR SPACES When installing ducts in an under-floor space, there are a few options to prescriptively meet the ductwork requirements including the deeply buried exception. The following are examples of compliance for ducts related to under-floor spaces and options for compliance with the exceptions. Ducts shall comply with Section N1105.2. Figure 13: The most straightforward of these options is to make the under-floor space part of the thermal envelope by adding either R-15 continuous insulation(c.i.) or R-21 blown/batt(in framed cavities)to the below grade walls. Continuous insulation may be located on the exterior or interior of the below grade wall in accordance with Section N1104.2.6. The space shall also comply with R408.3, Unvented crawl spaces. rIPII FLOOR JOIST AEl '— r ', R-21 BATT R-15 CONTINUOUS // giGli INSULATION INSULATION ��I UNVENTED AND CONDITIONED CRAWL SPACE CRAWL SPACE GROUND WITH CLASS I VAPOR �r BARRIER Figure 14: When in a vented under-floor space, batt insulation may be used to achieve the R-19 insulation level around the entire surface area of the duct not in contact with the required R-30 floor 1 insulation. Floor insulation shall be installed to fill any gaps and voids between the duct and the floor.Depth marker flags are not required as long as the additional batt insulation is clearly marked as R-19 and there is minimal compression of the batt by support straps or other material. FILL GAPS AND VOIDS BETWEEN OFFICE COPY SUBFLOOR THE DUCT AND THE SUBFLOOR FLOOR JOIST i0 0 i I �f R-30 MIN 0 R-19 BATT MIN.TYP R-8 DUCT TYP 4j NOTE:ANY OF THESE INSTALLATION HORIZONTAL OR METHODS,OR COMBINATION THEREOF, MEET THE INTENT OF BURIED DUCTS IN SUPPORT STRAPS TYP. PERPENDICULAR ATYPICAL CRAWL SPACE TO FLOOR JOISTS Page 7of8