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REVIEWED BLD2023-0102+Structural_Calculations+1.25.2023_1.08.14_PM+3333348RECEIVED MONEN BLD2023-0102 Jan 26 2023 CARTERCITY OF EDMONDS DEVELOPMENT SERVICES QUINN DEPARTMENT STRUCTURAL ENGINEERING REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT. STRUCTURAL CALCULATIONS Armstrong Residence Remodel/Addition 17121 Sealawn Drive Edmonds WA 98026 Drystone Studio 12/16/2022 12-16-22 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SF.com RECEIVED Jan 26 2023 CITY E D 'KI DEVELOPMENT SERVI SERVI S DEPARTMENT S� r 115E ,1cU TT��r Rsr) Tih PA I LSF�I�7l.T�l�/fJ ���tr,E /r�lilGt;/� 11, y �D[ t f37 Ric. = pig ,t 5e ' 73/ Esc = &20 RG0F /?Z/J/'1 I'kA-Z 3Yzi� c% LSL r BYKONEN ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com CARTER QUINN STRUCTURALPROJECT: ........................ ...................... _..._.__....._......_._...._......................... ............................ DATE: ..... _..................... _...__ ..... _.._......._.............. ENGINEERINGDESIGNER: ........ . ......................... . ................................... _................... _............ _.......... SHEET #: ........................... _ .......... __... ................ -�� RECEIV Jan 26 202 CITY OF EDMONDS DEVELOPMENT SERVI ES _ DEPARTMENT 5L : �D ky- z L s2- = psi l —L I � T- 1' 1 I'-O"CLR 1 _ II 012 1 K C1 01 I RJ-1 I o f115 011 1 N — U? 2 — EL 11 W1A RH-1 II 06 Roof Framing Key Plan BRONEN CARTER QUINN STRUCTURAL ENGINEERING 002 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCO-SE.com PROJECT: ................. ......... ................ _-.___.... _................._........ --............. ...... _............ --- _...._... DATE: --- DESIGNER: ............ ... ........... . . .... . . . ..... -- -- ....... .... --.— . . ..... ....... SHEET #: f26r,eL fwA_tiW P4.=is AV Zj 77�PrMl L = to S =l6', BAMBOO (E)' c "f ' ooz A5.1 RECEIVED Jan 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT. — —1-1 1-7 —I -T --L— LL I_ __]NII T-91' '-0"CLR � � II I 11 012 I i _ HEN j `"(> 0 I 02 — i � I F_ } I W1A 0 I I I I I III I II I ' L �I J� 06 Floor Framing Key Plan BYKONEN ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com CARTER QUINN STRUCTURAL PROJECT : .......... .._.................. .................. _..... ....._.._._..................... ....... DATE:......... ............ ............................. _....._........... .. ENGINEERINGDESIGNER:......_..... .......... _...._... _.... .............................. .......... _...................... _........ ... SHEET#:............_._....._........................._......... L1drE•c��_ �F�.�c REC E IV D Jan 26 202 r/ �y r �J�`✓J' `� �J��� /fir' /� ,�y pr ,�%°� s� V I OPMENT SERTY OF VICES /�5'T�./ %l�L� IG'i'/GLJ /I /�(.Jf �� �(/` o �G V ! 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DEPARTMENT...1 Determine Seismic Forces References 2018 International Building Code (IBC] ASCE 7-16 Project: Armstrong Residence Address: 17121 Sealawn Drive Edmonds, WA 98026 Given: R = 6.5 (Wood framaed walls with structural panel sheathing) Is- 1.0 ASCE 7-15 Table 1.5-2 Risk Category = II ASCE 7-15 Table 1.5-1 Seismic Design Category = D ASCE 7-15 Table 11.fi-1 and 11-&-2 Site Class = D Default (Assumed] Ss = 131.4 From USGS web site for 2018 IBCIASCE 7-15 Si- 46.6 From USGS web site for 2018 IBCIASCE 7-15 Fa = 1.2 ASCE 7-15 Table 11.4-1 Fv= 1.86 ASCE 7-15 Table 1l4-2 Sms = 157.68 (Fa](Ss) Sm1= 86.21 (Fv](Si] Sds = 105.13 (213](Sms} Sd1 = 57.48 (213](Sm1} Height = 9.6 feet (ave) Period = 0.11 seconds T- - 6.00 seconds (ASCE 7-10 Figure 22-12) Determine Seismic Forces: V = (COO W = 5.32 kips Cs = 0.162 ASCE 7-10 Eq_ 12.8-2 Cs (max} = 0.811 ASCE 7-10 Eq. 12.8-3 Cs (min) = 0.046 ASCE 7-10 Eq. 12.8-5 or Eq. 12.8-fi Cs (governing) 0.162 Base Shear = 0.860 kips (Ultimate] 0.602 kips Service = 0.7 x tlltimate BYKONEN CARTER QUINN L1TC Hazards by Location Search Wormetion aeeeww tn2tmwwn hive mmwpa wa9eozs wn 1]5 fl�reol 9Natio Mi�o�este",� c°°mmaw, nwazosa, 12z.33]9mo < Eleva�i°n. Tien I` a Time„ P zozz-1oslrm.nri.eza onel !-1 sa,ae rx se�.mc att-e °� a�� aelerence Document ASCE/-16 amI D *R ' _ n - wgle Reynamroenw 11 Basic Parameters a taro P11— CEa 9rountl motion 1pefiotl�.2s) 61 0— -Ei, ro—d nwtlon 1pefiotl=t.Os) s„s ,an sne-mahfiea al>enmla«.I.mlan.aw. st" Soa Lost sne-mmmetl arenrel e«el—. 11 Numenc setsmx:eazi9n vakx ai 0.2s Sa Sp, •Tim . Sea Samos 11 A.a N—ft aei—h pvalue at l.OS SA -Additional Information soc °ml F. t.2 °m sa�sm�Pe g �1e9on Sne amDliliration lawrn O.Ta see amq'nlraeon lacmrel l.oa cna osfis c°erelemmfiakro.2,) cep — Coeanentol fiskt..) PGA Ostia 1.2 ACEa peek g—sanemllon Sim amplifiraticn asmr elPGa p6a PGA„ 0.6n Sne mcOifieeP�k TowrJaaelemticn 6 ta�revefiotl ea�alew�Defim ta) Sear 1.314 Propa61—fisk.taeWe 9—mourn N.2s) SSUH 1.asz �D z.l¢3 aetl spactrelewelemtion l2%Pmaullym amaaea���sa yaarel Paawetl eereimiramaeeameevo°.mwloa) Stm O.a66 S1UN 0521 ProM6ilcelc mk-Iagela0 gmune m°e°n o..) mmauzvtl slemalaxeleratlon (2%praneOilyW StG 1.- e.rzetlmwe in 66 yeas) Pan°raetleleimimamecwreren°n.aluer—) Paatl t.aw rxvoeee ealemnniseca�teretien value lPGl1) ' See Section 11.4.8 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BGQ-SE.com PROJECT:.......... _.................................... _........ _......... ___........ _.._._.__..._._................. ......_._.._.......... . DATE:.. ........... __... _..---...... .__........._............... DESIGNER: ........ __--- .._.._._._._........................ _._.... _..... _............... _.............. __....... - .................. . SHEET #:._......_..__..._..._........_.._._..._.._... STRUCTURAL ' ENGINEERING oo2 fZECEIV BAMBOO (E) j HDWD-t W2A Jan 26 202 4 005 ONDS SERVIES DEVELOPMENTCITY E SERVI DEPARTMENT. 6,-10" W D T_ 1T --17T7 l INII �� L LL 1 o T-91' _ 1 4'-0"CLR 1 -T KITCHEN I I N o (�Fool rn 012 011 02 _, — III Line 1 CSW 0 sw I � - ----�I---1 II 06 --1L---- -- a' J BYKONEN CARTER QUINN STRUCTURAL ENGINEERING ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com PROJECT:..... ....................... _.._.--.-.................._............_................__...__...._........_.....__._..._........ DATE: __... ...... _.......... ._... _....................... __.... DESIGNER: ............ . ................. . ........................ . .......... ... . .... . ......... - ........ . .. . ...................... ---- . SHEET#: ............ -..._._.... --._.._..._............ .m 11,2,e>fr16 01.05 s�'T 11,146eew5e TF 1lf_ll ,l/vl[.!�%lll7 �/� ��Tt�ly /� �! /��%C'/S� !Vv !` Fi/✓lF/lr�t?T� f/`�c/IF,�� Xj1�� C%TC Hazards by Location Search Information RECEIVED Jan 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Port Address: 17121 sealawn drive edmonds wa 98026 Sect Marysville Mt. Baker-Snoqualmie 175 ft rett National Forest " Coordinates: 47.8432054,-122.3379669 r tpt ii Elevation: 175ft-- Imlc' Timestamp: 2022-10-31T20:58:12.110Z anal Park'� I attle °Redmord r Hazard Type: Wind ASCE 7-16 MRI 10-Year 67 mph MRI25-Year 73 mph MRI50-Year 78 mph MRI 100-Year 83 mph Risk Category 1 92 mph Risk Category II 97 mph Risk Category 111 105 mph Risk Category IV 108 mph BYKONEN CARTER QUINN STRUCTURAL ENGINEERING ASCE 7-10 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III -IV 72 mph 79 mph 85 mph R_ Reo.: Map data ©2022 Google Report a map error ASCE 7-05 ASCE 7-05 Wind Speed 85 mph ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com PROJECT: .................. . ............ .. ................ . .. . . ........... ___ .... . .............. . ....... .... . ................. DATE: DESIGNER:_._ .......... ..._...............-. ... .... SHEET#: IF O R T E HIV E B JOB SUMMARY REPORT Armstrong Residence RECEIVED Roof Framing Member Name Results Current Solution Comments Typical Roof Joist (R1-1) Passed 1 piece(s) 2 x 6 HF No.2 @ 24" OC Typical Roof Beam (RB-1) Passed 1 piece(s) 4 x 8 HF No.2 Header at Interior Wall (RB-2) Passed 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL Exterior Wall (RH-1) Passed 2 piece(s) 2 x 8 HF No.2 Exterior Wall (RH-2) Passed 12 piece(s) 2 x 8 HF No.2 Floor Framing Member Name Results Current Solution Comments Typical Floor Joist (FJ-1) iPassed 1 piece(s) 2 x 8 HF No.2 @ 16" OC n 26 2023 ITY OF EDMONDS LOPMENT SERVICES DEPARTMENT ForteWEB Software Operator 12/16/2022 9:36:49 PM UTC ForteWEB v3.5 Weyerhaeuser File Name: Armstrong Residence Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com Page 1 / 7 -iAIFORTEWEB 0 12 41 MEMBER REPORT Roof Framing, Typical Roof Joist (RJ-1) 1 piece(s) 2 x 6 HF No.2 @ 24" OC Sloped Length: 11' 7 1/8" i " � ' 1❑ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 464 @ 2' 7 3/4" 2241 (3.50") Passed (21%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 201 @ 3' 2 11/16" 949 Passed (21%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -286 @ 8' 4 1/4" 921 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.079 @ 0 0.279 Passed (2L/846) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.106 @ 0 0.372 Passed (2L/630) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: ILL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 174 290 464 Blocking 2 - Variable Slope Connector - SPF 3.50" connectorW ithoutColon 1.50" 174 290 464 Blocking • t80CKmg Panels are assumes to Carry no loads applleo airecby above tnem ano me tun Joao Is applleo to the member being aeslgnetl. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 7" o/c Bottom Edge (Lu) 11' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 11' 24" 15.0 25.0 REGNIRD Jan 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Member Length : 11' 9" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 4/12 Neyerhaeuser Notes leyerhaeuser 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 plated 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 :sponsible 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 leyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138' nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to rww.weyerhaeuser.com/woodproducts/document-library. he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com 12/16/2022 9:36:49 PM UTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6 Weyerhaeuser File Name: Armstrong Residence Paget/7 -iAIFORTEWEB YI MEMBER REPORT Roof Framing, Typical Roof Beam (RB-1) 1 piece(s) 4 x 8 HF No.2 Overall Length: 14' 10' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 3' 6" Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2334 @ 10' 3 1/4" 7796 (5.50") Passed (30%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1209 @ 9' 5 1/4" 2918 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2577 @ 4' 8 7/8" 3247 Passed (79%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.204 @ 5' 1" 0.505 Passed (L/595) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.310 @ 5' 1/4" 0.674 Passed (L/392) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: ILL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 437 731 1168 Blocking 2 - Stud wall - HF 5.50" 5.50" 1 1.65" 913 1420 2334 Blocking • ulocKmg vanels are assumea to carry no loads appnea alreary aoove mem ano me run loaa Is appnea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 14' N/A 6.4 1 - Uniform (PSF) 0 to 14' (Top) 6' 15.0 25.0 REGNIRD Jan 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser 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 -party 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 loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com 12/16/2022 9:36:49 PM UTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6 Weyerhaeuser File Name: Armstrong Residence Page 3/7 -iAI FQRTEW EB MEMBER REPORT REGNIRD Roof Framing, Header at Interior Wall (RB-2) Jan 26 2023 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Overall Length: 11' F� M Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3439 @ 1 1/2" 7613 (3.00") Passed (45%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2928 @ 1' 2 7/8" 9878 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8740 @ 5' 6" 18346 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.172 @ 5'6" 0.358 Passed (L/751) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.281 @ 5' 6" 0.538 Passed (L/460) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 1333 2106 3439 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 1333 2106 3439 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' o/c Bottom Edge (Lu) 11' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11' N/A 13.0 1 - Uniform (PSF) 0 to 11' 10' 15.0 25.0 Existing Roof 2 - Point (lb) 2' 6" N/A 437 731 Reaction From RB-1 3 - Point (lb) 8' 6" N/A 1 437 1 731 1 Reaction from RB-1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser 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 -party 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 vvww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com 12/16/2022 9:36:49 PM UTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6 Weyerhaeuser File Name: Armstrong Residence Page 4 / 7 -iAI FQRTEW EB MEMBER REPORT REGNIRD Roof Framing, Exterior Wall (RH-1) Jan 26 2023 2 piece(s) 2 x 8 HF No.2 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 Overall Length: 3 6' 5' 6" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 235 @ 0 1823 (1.50") Passed (13%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 173 @ 8 3/4" 2501 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 323 @ 2' 9" 2569 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.008 @ 2' 9" 0.183 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.014 @ 2' 9" 0.275 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 98 138 235 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 98 138 235 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 6" o/c Bottom Edge (Lu) 5' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 6" N/A 5.5 1 - Uniform (PLF) 0 to 5' 6" N/A 30.0 50.0 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser 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 -party 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 ,vww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com 12/16/2022 9:36:49 PM UTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6 Weyerhaeuser File Name: Armstrong Residence Page 5/7 -iAI FQRTEW EB MEMBER REPORT REGNIRD Roof Framing, Exterior Wall (RH-2) Jan 26 2023 2 piece(s) 2 x 8 HF No.2 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Overall Length: 3' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 371 @ 0 1823 (1.50") Passed (20%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 191 @ 8 3/4" 2501 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 278 @ 1' 6" 2569 Passed (11%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.002 @ 1' 6" 0.100 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.004 @ 1' 6" 0.150 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 145 227 371 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 145 227 371 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' o/c Bottom Edge (Lu) 3' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' N/A 5.5 1 - Uniform (PLF) 0 to 3' N/A 91.0 151.0 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser 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 -party 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 ,vww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com 12/16/2022 9:36:49 PM UTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6 Weyerhaeuser File Name: Armstrong Residence Page 6/7 -iAIFORTEWEB MEMBER REPORT Floor Framing, Typical Floor Joist (FJ-1) 1 piece(s) 2 x 8 HF No.2 @ 16" OC Overall Length: 10' 10' 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 333 @ 5 1/2" 911 (1.50") Passed (37%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 289 @ 1' 3/4" 1088 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 756 @ 5' 1284 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.132 @ 5' 0.227 Passed (L/826) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.181 @ 5' 0.454 1 Passed (L/601) 1 1.0 D + 1.0 L (All Spans) TJ-Prolm Rating N/A N/A I N/A I N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 7 1/4" HF Ledger 5.50" Hanger' 1.50" 100 267 367 See note' 2 - Hanger on 7 1/4" HF Ledger 5.50" Hanger' 1 1.50" 100 267 367 See note' • Hr nanger supports, me I oral bearing aimension Is equal co me wiarn or me marenal mar Is suppomng cne ranger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 1" o/c Bottom Edge (Lu) 9' 1" o/c -Maximum allowable bracing intervals based on applied load. REGNIRD Jan 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5 2 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5 • Reter to manutacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 16" 15.0 40.0 Weyerhaeuser Notes Neyerhaeuser 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 elated 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 esponsible 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 Neyerhaeuser facilities are third -party 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 vww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Andreas Quinn Bykonen Carter Quinn (206) 264-7784 avq@bcq-se.com 12/16/2022 9:36:49 PM UTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.1.3.6 Weyerhaeuser File Name: Armstrong Residence Page 7/7