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REVIEWED RESUB3 BLD2023-1509+Structural_Analysis_or_Calculations+3.22.2024_12.46.34_AM+4150517i REVIBEWED RESU/ � gLD2023-1509 - CITY OF EDMONDS Mal" 22 2024 BUILDING DEPARTMENT .............................................. CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Calculations HOUSE REMODEL 9212 192ND PL SW EDMONDS, WA � s oc'7 J HOC i � O �y, 14900 NAL EN RCR Engineers PLLC 29028 176t" Ave SE Kent, WA 98042 OCTOBER 271,2023 REV 2-21-24 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project ROOF FRAMING 9212 192ND PL SW EDMONDS DL=15 SL=25 WL=-20 LRFD 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 REMOVE EX WALL ROOF PLAN N T-1 TRUSS @ 24 T-2 TRUSS @ 24 T-3 TRUSS @ 24 existing Date 10-27-23 Sheet R-1 H-1 2-2X6 DF#2 H-2 2-2X6 DF#2 H-3 3 1/2 X 7 1.8E PSL H-4 2-2X6 DF#2 H-5 2 1 3/4 X 9 1/4 LVL DBL JACK STUD RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project 9212 192ND PL SW EDMONDS Date 10-27-23 Subject ROOF FRAMING Sheet R-2 DL=15 SL=25 WL=-20 LRFD T-1 TRUSS @ 24 T-2 TRUSS @ 24 T-3 TRUSS @ 24 EX H-1 L MAX = 4 FT TRIB = 26/2+2=14 FT 2-2X6 DF#2 H-2 L MAX = 3 FT TRIB = 4FT 2-2X6 DF#2 H-3 L MAX = 7 FT TRIB = 14FT 3 1/2 X 7 1.8E PSL H-4 L= 4 TRIB - 15 2-2X6 DF#2 H-5 L=8.5FT TRIB =15 2- 1 3/4 X 9 1/4 LVL DBL JACK STUD WALL STRONGBACK SIDE WALLS HT = 8.5 FT ADD 2-2X6 DF#2 @ 6-8 MAX DBL KING STUD @ WINDOWS END WALL HT = 10.5 FT END WALLS HT = 10.5 FT ADD 2-2X6 DF#2 @ 6-8 MAX DBL KING STUD @ WINDOWS B-2 RT 1.8D 1.5S 5.5 REMOVE FLR NEW FLR aFORTEWEB' Roof, Wall: Header H-1 2 piece(s) 2 x 6 DF No.2 PASSED IV 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1199 @ 0 2813 (1.50") Passed (43%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 870 @ 7.00" 2277 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1274 @ 2' 1.50" 1696 Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.039 @ 2' 1.50" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.062 @ 2' 1.50" 0.213 Passed (L/820) 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 Wind Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 455 744 -595 1199/-84 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 455 744 -595 1199/-84 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 3.00" o/c Bottom Edge (Lu) 4' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow Wind (1.1s) (1.60) Comments 0 - Self Weight (PLF) 0 to 4' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 4' 3.00" 14' 0.00" 15.0 25.0 -20.0 Default Load 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/27/2023 5:12:53 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' Roof, Wall: Header H-2 2 piece(s) 2 x 6 DF No.2 PASSED IV 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 267 @ 0 2813 (1.50") Passed (9%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 171 @ 7.00" 2277 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 217 @ 1' 7.50" 1696 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 1' 7.50" 0.162 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 Wind Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 104 163 -130 267/-15 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 104 163 -130 267/-15 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3.00" o/c Bottom Edge (Lu) T 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads A& Tributary Width Dead (0.90) Snow Wind (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 3.00" 4' 0.00" 15.0 25.0 -20.0 Default Load 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/27/2023 5:14:14 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' Roof, Wall: Header H-3 REV 1 piece(s) 3 1/2" x 7" 1.8E Parallam® PSL PASSED 0 Id Drawing is Conceptual. 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) 2058 @ 0 2861 (1.50") Passed (72%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1656 @ 8.50" 4320 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3730 @ 3' 7.50" 7270 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.133 @ 3' 7.50" 0.242 Passed (L/655) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.215 @ 3' 7.50" 0.313 Passed (L/404) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • 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 Wind Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 789 1269 -1015 2058/-136 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 789 1269 -1015 2058/-136 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 73.00" o/c Bottom Edge (Lu) 7' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location Tributary (0.90) (1.15) (1.60) Comments Width 0 - Self Weight (PLF) 0 to 7' 3.00" N/A 7.6 1 - Uniform (PSF) 0 to 7' 3.00" 14' 0.00" 15.0 25.0 -20.0 Default Load 0 Member Length : 7' 3.00" System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Nww.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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 2/21/2024 7:37:41 PM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRTYlt aFORTEWEB' Roof, Wall: Header H-4 2 piece(s) 2 x 6 DF No.2 PASSED IV 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1284 @ 0 2813 (1.50") Passed (46%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 931 @ 7.00" 2277 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1364 @ 2' 1.50" 1696 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.041 @ 2' 1.50" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.067 @ 2' 1.50" 0.213 Passed (L/765) 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 - SPF 1.50" 1.50" 1.50" 487 797 1284 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 487 797 1284 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 3.00" o/c Bottom Edge (Lu) 4' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 4' 3.00" 15' 0.00" 15.0 25.0 Default Load 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 5:11:31 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' Roof, Wall: Header H-5 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4770 @ 8' 10.50" 7613 (3.00") Passed (63%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4147 @ 7' 11.75" 7074 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 12369 @ 5' 6.00" 12884 Passed (96%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.202 @ 4' 7.27" 0.292 Passed (L/520) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.376 @ 4' 7.48" 0.438 Passed (L/280) 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 - SPF 3.00" 3.00" 1.58" 1749 2266 4015 None 2 - Trimmer - SPF 3.00" 3.00" 1.88" 2161 2609 4770 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 0.00" o/c Bottom Edge (Lu) 9' 0.00" 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 9' 0.00" N/A 9.4 1 - Uniform (PSF) 0 to 9' 0.00" 1510.001, 15.0 25.0 Default Load 2 - Point (Ib) 56.00" N/A 1800 1500 B-2 RT System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 5:25:18 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' PASSED Drawing is Conceptual UPPER FLOOR, Wall: STRONGBACK SIDE WALL 2x6 2 piece(s) 2 x 6 DF No.2 Wall Height: 9' 0.00" Member Height: 8' 7.50" Tributary Width: 6' 0.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 32 50 Passed (64%) Compression (Ibs) 100 4261 Passed (2%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 100 10313 Passed (1%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 371 1.60 1.0 D + 0.6 W Lateral Shear(lbs) 332 3168 Passed (10%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 800 @ mid -span 2313 Passed (35%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.11 @ mid -span 0.86 Passed (L/917) - 1.0 D + 0.6 W Bending/Compression 0.35 1 Passed (35%) 1.60 1 1.0 D + 0.6 W • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' 0.00" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 4 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 4 N/A System : Wall Member Type : Column Building Code : IBC 2015 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 20 80 Default Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 60.00" 23.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33' 0.00"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 2/26/2024 6:12:05 PM UTC AForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M .I FO RTE W E B MEMBER REPORT PASSED Drawing is Conceptual UPPER FLOOR, Wall: Column STRONGBACK end wall 2x6 2 piece(s) 2 x 6 DF No.2 Wall Height: 10' 6.00" Member Height: 10' 1.50" Tributary Width: 6' 0.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 32 50 Passed (64%) Compression (Ibs) 100 4261 Passed (2%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 100 10313 Passed (1%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 431 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 392 3168 Passed (12%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 1091 @ mid -span 2313 Passed (47%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.21 @ mid -span 1.01 Passed (L/573) -- 1.0 D + 0.6 W Bending/Compression 0.47 1 Passed (47%) 1.60 1.0 D + 0.6 W • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' 0.00" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 10d (0.128" x 3") (End) 5 N/A Base Nails 10d (0.128" x 3") (End) 5 N/A System : Wall Member Type : Column Building Code : IBC 2015 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 20 80 Default Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 60.00" 23.7 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33' 0.00"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 2/26/2024 6:15:04 PM UTC AForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M RCR ENGINEERS. PLLC Structural EnLyineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project 9212 192ND PL SW EDMONDS Date 10-27-23 Subject UPPER FLOOR FRAMING Sheet 2ND-1 DL=15 ILL = 40 UPPER FLOOR � N J-1 2X10 DF#2 @16 EX B-1 EXIST B-2 EXIST B-3 EXIST 4X10 B-4 NOT USED B-5 3-2X10 DF#2 HU HGR B-6 2- 1 3/4 X 9 1/4 LVL HHUS HGR B-7 6 3/4 X 12 GLIB TRIPLE STUD H-1 2-2X6 DF#2 H-2 5 1/4 X 9 1/4 2.2E PSL H-3 2-2X6 DF#2 RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project 9212 192ND PL SW EDMONDS Date 10-28-23 Subject 2ND FLOOR FRAMING Sheet S -2 DL = 15 LL=40 J-1 L = 12 MAX 2X10 DF#2 @ 16 B-1 L= 10 FT TRIB = 12FT EX R= 3.6k B-2 L= 7 FT TRIB = 12FT EXIST R=2.6k B-3 EX B-4 NOT USED B-5 L= 8 FT TRIB = 9FT 3-2X10 DF#2 HU HGR R= 0.6D 1.51- B-5 B-6 L = 18 DFT TRIB = 1.33FT 2- 1 3/4 X 9 1/4 LVL HHUS HGR 3 15 B-7 L= 15 TRIB = 15 5 1/8 X 13 1/2 GLB DBL STUD R 1.5D 4.71- RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 9212 192ND PL SW EDMONDS 2ND FLOOR FRAMING DL = 15 LL=40 H-1 L = 3 TRIB RF = 14 FT FLR = 2 FT WALL= 100PLF 2 - 2X6 DF#2 @ 16 H-2 L = 9.5 TRIB RF = 14 FT FLR = 2 FT WALL= 100PLF 5 1/4 X 9 1/4 2.2E PSL H-3 L=3 FT TRIB FLR = 2FT Date 11-7-23 Sheet S -3 aFORTEWEB' UPPER FLOOR, Floor: Joist 3-1 1 piece(s) 2 x 10 DF No.2 @ 16" OC PASSED I i 12' 0.00" 1 ❑I 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) 454 @ 2.50" 1434 (2.25") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 383 @ 1' 0.75" 1665 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1357 @ 6' 3.50" 2029 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.166 @ 6' 3.50" 0.304 Passed (L/879) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.228 @ 6' 3.50" 0.608 Passed (L/639) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A 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 NDS. • 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 - Stud wall - SPF 3.50" 2.25" 1.50" 126 336 461 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 126 336 461 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 11.00" o/c Bottom Edge (Lu) 12' 5.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 7.00" 16" 15.0 40.0 Default Load 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/27/2023 6:01:18 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Drop Beam B-1 1 piece(s) 5 1/4" x 9 1/2" 2.2E Parallam® PSL PASSED Overall Length: 10 - 10' 0.001, 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) 3575 @ 2.00" 7809 (3.50") Passed (46%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2843 @ 1' 1.00" 9643 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 8872 @ 5' 3.50" 19585 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.158 @ 5' 3.50" 0.342 Passed (L/780) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.222 @ 5' 3.50" 0.512 Passed (L/554) 1.0 D + 1.0 L (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 Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" 1.60" 1035 2540 3575 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.60" 1035 2540 3575 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member Dung designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 7.00" o/c Bottom Edge (Lu) 10' 7.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 10' 7.00" N/A 15.6 1 - Uniform (PSF) 0 to 10' 7.00" (Front) 12' 0.00" 15.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/27/2023 6:07:49 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Drop Beam B-2 1 piece(s) 5 1/4" x 9 1/2" 2.2E Parallam® PSL PASSED 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) 2562 @ 2.00" 7809 (3.50") Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1830 @ 1' 1.00" 9643 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4439 @ 3' 9.50" 19585 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.043 @ 3' 9.50" 0.242 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.060 @ 3' 9.50" 0.363 Passed (L/999+) 1.0 D + 1.0 L (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 Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" 1.50" 742 1820 2562 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 742 1820 2562 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member bung designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 7.00" o/c Bottom Edge (Lu) 77.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 7' 7.00" N/A 15.6 1 - Uniform (PSF) 0 to 7' 7.00" (Front) 12' 0.00" 15.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/27/2023 6:12:55 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Drop Beam B-3 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED 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) 2163 @ 2.00" 7809 (3.50") Passed (28%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1768 @ 10.50" 5635 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4829 @ 4' 9.50" 9483 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.207 @ 4' 9.50" 0.308 Passed (L/536) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.292 @ 4' 9.50" 0.463 Passed (L/380) 1.0 D + 1.0 L (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 Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" 1.50" 630 1533 2163 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 630 1533 2163 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member bung designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7.00" o/c Bottom Edge (Lu) 9' 7.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 9' 7.00" N/A 11.5 1 - Uniform (PSF) 0 to 9' 7.00" (Front) 810.001, 15.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 10/27/2023 6:14:05 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Flush Beam B-4 2 piece(s) 2 x 10 DF No.2 PASSED 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) 1107 @ 2.00" 2869 (2.25") Passed (39%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 943 @ 1' 0.75" 3330 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3496 @ 6' 6.50" 3529 Passed (99%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.225 @ 6' 6.50" 0.319 Passed (L/679) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.323 @ 6' 6.50" 0.637 Passed (L/474) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Bearing Length Supports FE Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25' 1.50" 340 785 1125 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 340 785 1125 1 1/4" Rim Board • Kim noara is assumea to carry all ioaas appirea airecay aoove it, Dypassing the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 1' 10.00" o/c Bottom Edge (Lu) 12' 11.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1.25" to 12' 11.75" N/A 7.0 1 - Uniform (PSF) 0 to 13' 1.00" (Front) T 0.00" 15.0 40.0 Default Load System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 5:55:46 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Drop Beam B-5 3 piece(s) 2 x 10 DF No.2 PASSED 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) 2170 @ 2.00" 6694 (3.50") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1632 @ 1' 0.75" 4995 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4301 @ 4' 3.50" 5294 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.079 @ 4' 3.50" 0.275 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.111 @ 4' 3.50" 0.412 Passed (L/892) 1.0 D + 1.0 L (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. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" F 1.50" 625 1545 2170 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 1.50" 625 1545 2170 Blocking • 151ocKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana me ruu ioaa is appuea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 7.00" o/c Bottom Edge (Lu) 8' 7.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads ' Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 7.00" N/A 10.6 1 - Uniform (PSF) 0 to 8' 7.00" (Front) 910.001, 15.0 40.0 Default Load System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 9:47:34 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Flush Beam B-6 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL PASSED 7A 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2499 @ 3.50" 3938 (1.50") Passed (63%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2438 @ 1' 0.75" 6151 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6698 @ 5' 4.34" 11204 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.602 @ 8' 8.61" 0.604 Passed (L/362) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.864 @ 8' 8.82" 0.906 Passed (L/252) 1.0 D + 1.0 L (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 Floor Live Factored 1 - Hanger on 9 1/4" SPF beam 3.50" Hangers 1.50" 745 1774 2519 See note ' 2 - Stud wall - SPF 3.50" 2.25" 1.50" 323 715 1038 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 16' 9.00" o/c Bottom Edge (Lu) 18' 2.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 3.50" to 18' 5.75" N/A 9.4 1 - Uniform (PSF) 0 to 18' 7.00" (Front) 1' 3.96" 12.0 40.0 Default Load 2 - Point (lb) 3' 0.00" (Front) N/A 600 1500 B-5 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 9:53:02 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Floor: Flush Beam B-7 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam PASSED LJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6231 @ 2.00" 10041 (3.50") Passed (62%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5198 @ 1' 3.50" 14310 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 23247 @ 7' 9.50" 32400 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.417 @ T 9.50" 0.508 Passed (L/439) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.556 @ 7' 9.50" 0.762 Passed (L/329) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 15' 3.00". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stu�wall- 3.50" 3.50" 2.17" 1556 4675 6231 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.17" 1556 4675 6231 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 157.00" o/c Bottom Edge (Lu) 157.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 15' 7.00" N/A 19.7 -- 1 - Uniform (PSF) 0 to 15' 7.00" (Front) 15' 0.00" 12.0 40.0 Default Load System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/9/2023 4:48:09 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Wall: Header H-1 2 piece(s) 2 x 6 DF No.2 PASSED IV 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1128 @ 0 2813 (1.50") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 723 @ 7.00" 2277 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 917 @ 1' 7.50" 1696 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.013 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.026 @ 1' 7.50" 0.162 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 NOS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 559 130 569 1128 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 559 130 569 1128 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3.00" o/c Bottom Edge (Lu) T 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 3.00" 14' 0.00" 15.0 - 25.0 ROOF 2 - Uniform (PSF) 0 to 3' 3.00" 2' 0.00" 15.0 40.0 - FLOOR 3 - Uniform (PLF) 0 to 3' 3.00" N/A 100.0 - - WALL 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 10:18:57 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Wall: Header H-2 1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3438 @ 0 4922 (1.50") Passed (70%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2806 @ 10.75" 10797 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8379 @ 4' 10.50" 21417 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.102 @ 4' 10.50" 0.325 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.206 @ 4' 10.50" 0.488 Passed (L/567) 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 Floor Live Snow Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 1731 390 1706 3438 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 1731 390 1706 3438 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 9.00" o/c Bottom Edge (Lu) 9' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 9.00" N/A 15.2 1 - Uniform (PSF) 0 to 9' 9.00" 14' 0.00" 15.0 - 25.0 ROOF 2 - Uniform (PSF) 0 to 9' 9.00" 2' 0.00" 15.0 40.0 - FLOOR 3 - Uniform (PLF) 0 to 9' 9.00" N/A 100.0 WALL System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 10:21:22 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M aFORTEWEB' UPPER FLOOR, Wall: Header H-3 2 piece(s) 2 x 6 DF No.2 PASSED IV 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 186 @ 0 2813 (1.50") Passed (7%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 119 @ 7.00" 1980 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 151 @ 1' 7.50" 1475 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.004 @ 1' 7.50" 0.162 Passed (L/999+) 1.0 D + 1.0 L (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 Floor Live Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 56 130 186 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 56 130 186 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3.00" o/c Bottom Edge (Lu) T 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 3.00" 2' 0.00" 15.0 40.0 Default Load 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 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 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 11/7/2023 10:23:27 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: 27 - RCR.27 9212 192nd PL SW EDMONDS PaRE1 M RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project_ FOUNDATION 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 9212 192ND PL SW EDMONDS Date 11-8-23F-1 Sheet ASSUMED BRG 1500PSF 7.4K = 2-6 2-6 X 9 1/4 W/ 3 # 5 EW DASHED = EX FTG NO CHANGE IN LOAD SOLID = NEW FTG LOAD VRY FTG OR CAST NEW RCR ENGINEERS, PLLC Structural Engineers 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project Date Subject FOOTINGS 1500PSF Sheet F'c=2.5ksi Fy = 60ksi SOIL BRG = 1500psf MARK LOAD kips SIZE REINF F2.0 6.0 24X24X91/4 2#5EW F2.5 9.0 30X30X91/4 3#5EW F3.0 13.0 36X36X91/4 3#5EW F3.5 18.0 42X42X111/4 3#5EW F4.0 24.0 48X48X111/4 4#5EW F4.5 30.0 54X54X111/4 4#5EW F5.0 37.0 60X60X111/4 5#5EW F5.5 45.0 66X66X111/4 5#5EW F6.0 48.0 72X72X111/4 5#5EW RCR ENGINEERS, PLLC Structural Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project 9212 192ND PL SW EDMONDS Date 10-27-23 Subject LATERAL Sheet L-1 N-S WIND = 5.3k LRFD = 3.2K ASD E-W WIND = 11.9K LRFD = 7.2K ASD N-S EQ = 7.8K LRFD = 5.5K ASD E-W EQ = 7.8K LRFD = 5.5K ASD oCnnnX/= CV \A/AI I .. LOADS ASD BELOW ROOF GRID 1 = 27% GRID 2 = 3.2*50% GRID 3 = 23% W = 0.85K W=1.6K W=.75K EQ = 1.5K EQ=2.75K EQ = 1.3K GRID A = 27% GRID B = 50% GRID C = 23% W = 1.95K W=3.6K W=1.65K EQ = 1.5K EQ=2.75K EQ = 1.3K N RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 ROOF GRID 1 11+9 = 20FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 10 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P21 1 1 1 w1 A-1 EXISTING Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 9 1 Shear ASD Input is plf WL (plf) = 43 EQ (plf) = 75 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 0.8889 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 30 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 2497.5 1789.5 Applied Lds Shear min left 965 21 Nail Spacing= 6 unblkd V plf Total V Shear max right 1789.5 �2497.5 Allow Shear WL ASD= 219 plf WL 43 387 Shear min right 21 965 Allow Shear EQASD= 156 plf EQ 1 75 1 675 * neg is uplift LEFT HD None Required AB NA RIGHT HD None Required AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 ROOF GRID 2 11+10 = 21FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 10 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P21 1 1 1 w1 A-6 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 10 1 4 10 Shear ASD Input is plf WL (plf) = 76 EQ (plf) = 131 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 0.8 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 17 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 3061 1819 Applied Lds Shear min left 1298 -358 Nail Spacing= 6 unblkd V plf Total V Shear max right 1819 3061 Allow Shear WL ASD= 219 plf WL 76 760 Shear min right -358 1298 Allow Shear EQASD= 156 plf EQ 1 131 1 1310 * neg is uplift LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RIGHT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"WL= 0 "+-"EQ= 0 P1 ROOF GRID 3 6.5 +7.5=14FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 10 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P21 1 1 1 w1 A-6 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 6.5 10 Shear ASD Input is plf WL (plf) = 54 EQ (plf) = 93 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.2308 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 24 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 2036.8 1154.8 Applied Lds Shear min left 880.5 -296 Nail Spacing= 6 unblkd V plf Total V Shear max right 1154.8 �2036.8 Allow Shear WL ASD= 219 plf WL 54 351 Shear min right -296 880.5 Allow Shear EQASD= 156 plf EQ 1 93 1 605 * neg is uplift LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RIGHT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 ROOF GRID A 16+7*3+10+6=53FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 14 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P21 1 1 1 w1 A-1 NEW & EX Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 6 1 Shear ASD Input is plf WL (plf) = 38 EQ (plf) = 28 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.3333 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 59 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 2043 1647 Applied Lds Shear min left 746 218 Nail Spacing= 6 unblkd V plf Total V Shear max right 1647 �2043 Allow Shear WL ASD= 219 plf WL 38 228 Shear min right 218 746 Allow Shear EQASD= 156 plf EQ 1 28 1 168 * neg is uplift LEFT HD None Required AB NA RIGHT HD None Required AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 ROOF GRID B C 7+6+15+9=37FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 14 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P21 1 1 1 w1 A-6 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 6 1 Shear ASD Input is plf WL (plf) = 142 EQ (plf) = 110 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.3333 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 16 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 2667 1155 Applied Lds Shear min left 1402 -614 Nail Spacing= 6 unblkd V plf Total V Shear max right 1155 2667 Allow Shear WL ASD= 219 plf WL 142 852 Shear min right -614 1402 Allow Shear EQASD= 156 plf EQ 1 110 1 660 * neg is uplift LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RIGHT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RCR ENGINEERS. PLLC Structural EnLyineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project 9212 192ND PL SW EDMONDS Date 10-27-23 Subject LATERAL Sheet L-2 A-6 N-S WIND = 5.3 + 4.8k LRFD = 6.1 K ASD E-W WIND = 11.9+11.3K LRFD = 13.9K ASD N-S EQ = 7.8 + 7.8K LRFD = 11.OK ASD E-W EQ = 7.8+7.8K LRFD = 11.OK ASD m T T BELOW 2ND LOADS ASD GRID 1 = 27% GRID 2 = 50% W = 1.65K W=3.05K EQ=3.OK EQ=5.5K GRID A = 50% GRID C = 50% W =7.OK W=7.OK EQ=5.5K EQ=5.5K � N GRID 3 = 23% W=1.4K EQ = 2.5K RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 2ND GRID 14.5+9+4.5+9=27FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 10 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 0 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P21 1 1 1 w1 A-6 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 4.5 1 Shear ASD Input is plf WL (plf) = 61 EQ (plf) = 111 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.3333 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 20 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 1478.3 704.25 Applied Lds Shear min left 649.5 -383 Nail Spacing= 6 unblkd V plf Total V Shear max right 704.25 �1478.3 Allow Shear WL ASD= 219 plf WL 61 274.5 Shear min right -383 649.5 Allow Shear EQASD= 156 plf EQ 1 111 1 500 * neg is uplift LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RIGHT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 11/8/2023 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"WL= 0 "+-"EQ= 0 P1 2ND GRID 2 12.5+4.5+17=34FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 8 DL(psf)= 15 RLL(psf)= 0 LL(psf)= 40 SL(psf)= 25 0 0 0 0 0 0 Wall DL(psf)= 10 P2I 1 1 1 W1 EX CONC OK & STUD B-6 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 17 Shear ASD Input is plf WL (plf) = 90 EQ (plf) = 162 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 0.4706 H/L correction= 1.00 SILL= 2x V= 2X w/16d com T= 105 V= 187 MAX SPACING 14 (in.) Wood Panel t=115/32 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 4202 2690 Applied Lds Shear min left 1740 -276 Nail Spacing= 6 V plf Total V Shear max right 2690 �4202 Allow Shear WL ASD= 365 plf WL 90 1530 Shear min right -276 1740 Allow Shear EQASD= 260 plf EQ 1 162 1 2754 * neg is uplift LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RIGHT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA SHEARWALL SCHEDULE WALL END NAILING 11 MARK SHEATHING STUDS STUDS TOP PL SILL PL SHEATHING TOP PL BOT PL SILL PL TO FND A % OSB 2X6@16 2-2X6 B % OSB 2X6@16 2-2X6 C % OSB 2X6@16 2-2X6 D % OSB 2X6@16 2-2X6 E % OSB 2X6@16* 2-2X6 * 3X6 @ PNLJT ** W/ 3X3X1/4 WASHER & EMBED 7" 1 NONE 2 MSTC28 3 MSTC40 4 MSTC52 5 MSTC66 6 DTTZ2 1/2" PAB4-8 ABolt 7 HDU2-SDS2.5 5/8" SSTB16 ABolt 8 HDU4-SDS2.5 5/8" SSTB16 ABolt 9 HDU5-SDS2.5 5/8" SSTB20 ABolt 10 HDU8-SDS2.5 7/8" SSTB28 ABolt 11 HDU11-SDS2.5 1" PA68-11 ABolt 2-2X6 2X6 8d@ 6/12 UNBLKD 16d@6 16d@6 5/8 AB @ 48" OC** 2-2X6 2X6 8d@ 6/12 BLKD 16d@6 16d@6 5/8 AB @ 48" OC** 2-2X6 2X6 8d@ 4/12 BLKD 16d@4 16d@4 5/8 AB @ 24" OC** 2-2X6 2X6 8d@ 3/12 BLKD 16d@4 16d@4 5/8 AB @ 24" OC** 2-2X6 2X6 8d@ 2/12 BLKD 16d@4 16d@4 5/8 AB @ 24" OC** 1540# 3080# 4620# 5860# 2145# 3075# 4565# 5645# 6765# 9335# NOTES: 1) SHEAR WALL CALLOUTS THUS A-2 A REFERENCES THE SHEATING AND NAILING, 2 REFERENCES THE HOLDOWN AND ANCHOR 2) ALL NAILS ARE COMMON SIZES v 1.1 7-17-2020 RCR Engineers PLLC Page 1 29028 176th AVE SE 11/8/2023 Kent WA 98042 ASCE 7-16 Wind Loads per ASCE 7-16- Chapter 28 MWFRS (Envelope Procedure) Project Name: Location: Program Limitations: 1. Building must be a low-rise building or 2. Mean roof height h less than or equal to 60 ft. BUILDING AND SITE INFORMATION INPUT Building width, B = Building length, L = Building ridge height, hr = Height of parapet, hp = Building eave height, he = Roof slope, s = Is roof a gable or hip = Risk Category = Wind velocity, V = Exposure = Topographic factor, KZ, = Wind directionality factor, Kd = Ground elevation = Bldg internal pressure condition = Mean roof height, h = 2a = Internal Pressure Coeffs, GCpi = Pressure exposure coeff, Kh = Velocity pressure, qh = 36 78 26 16 16 7.00 in./ft. Gable I I 110 B 1 0.85 0 Enclosed OUTPUT 21 7.2 0.18 -0.18 0.7 18.4 ft (perpendicular to ridge) ft (parallel to ridge) ft ft ft = 30.26 degrees mi/hr = 85 mi/hr (ASD) ASCE 26.7 ASCE 26.8 ASCE 26.6 ft Ke = 1.00 Ke roof = 1.00 ASCE Tbl 26.13-1 ft psf qZ= 18.4 MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) Wind Pressures for Low -Rise Buildings p = gh[(GCpf) - (GCpi)] (lb/ft) (28.3-1) Load Case A: Winds Perpendicular to Ride Internal pressure = +/- 3.3 psf (LRFD) Bldg Surface GCpf Wind Pressure (psf) Surface Combined Press (plf) LRFD ASD LRFD ASD 1 0.56 10.4 6.2 1 +4 17.3 10.38 2 0.21 3.9 2.3 2+3 8.0 4.80 3 -0.43 -8 -4.8 4 -0.37 -6.9 -4.1 1 E 0.69 12.8 7.7 1E+4EJ 21.7 1 13.0 2E 0.27 5 3 2E+3EI 8.0 1 4.8 3E -0.53 -9.8 -5.9 4E -0.48 -8.9 1 -5.3 Wlndw Corner Di..tk Load Case A ACSE 26.9 +/- 2 psf (ASD) )n wall 16psf min )n horiz Rf projection 8 psf min )n wall 16psf min m horiz Rf projection 8 psf min ASCE 7-16 Wind V1.1 7-17-20 Input v 1.1 7-17-2020 RCR Engineers PLLC Page 2 29028 176th AVE SE 11/8/2023 Kent WA 98042 Load Case B: Winds Parallel to Ridae Internal pressure = +/- 3.3 psf (LRFD) +/- 2 psf (ASD) Bldg Surface GCpf Wind Pressure (lb/ft2) Surface Combined Press (plf) LRFD ASD LRFD ASD 5+6 16 9.6 5E+6E 19.3 11.58 1 -0.45 -8.3 -5 2 -0.69 -12.8 -7.7 3 -0.37 -6.9 -4.1 4 -0.45 -8.3 -5 5 0.4 7.4 4.4 6 -0.29 -5.4 -3.2 1 E -0.48 -8.9 -5.3 2E -1.07 -19.8 -11.9 3E -0.53 -9.8 -5.9 4E -0.48 -8.9 -5.3 5E 0.61 11.3 6.8 6E -0.43 -8 -4.8 MW Dlnxlbn Winl Con Wind Windward Direaion^ Comer J L J q Ir�uon Windward Comer Load Case B MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) Wind Pressures for Parapets )n wall 16psf min )n wall 16psf min Pressure exposure coeff, KZ = 0.7 Velocity pressure, qp = 18.4 psf (LRFD) Ke parapet 1.0 pp = gp(GCpn) (Ib/ft2) (28.3-2) Windward parapets, pp wind = 27.6 psf (LRFD) Leeward parapets, pp lee = -18 psf (LRFD) positive numbers signify net pressure acting toward the exterior side of the parapet negative numbers signify net pressure acting away from the exterior side of the parapet Wind Pressures for Roof Uplift Roof uplift load up to 7.2 feet from exterior walls, p = -17.3 psf (LRFD) Roof uplift load more than 7.2 feet from exterior walls, p = -11.2 psf (LRFD) ASCE 7-16 Wind V1.1 7-17-20 Input v 1.1 7-17-2020 RCR Engineeers PLLC Page 1 29028 176th Ave SE 11/8/2023 Kent, WA 98042 3 36 0 21.7 wall corner 8.0 roof corner 17.3 wall 78 11 8.0 roof 7.2 = 2a 26.0 ridge 11.9 16.0 parapet 16.0 eve 11.3 8.0 0.0 0.0 0.0 Base = 0.0 0.0 78 Story shears kips LRFD 19.3 wall corner 16 wall 3.6 =a 26.0 5.3 16.0 4.8 8.0 0.0 0.0 0.0 0.0 0.0 Base = 0.0 V1.0 4-4-2020 RCR Engineers PLLC 29028 176th Ave SE Kent, WA 98042 Page 1 11 /8/2023 ASCE 7-16 Seismic Loads per ASCE 7-10- Chapter 12 Seismic Design Requirements for Building Structures Project Name: Location: ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-16 (U.N.O.) INPUT Basic Seismic Force Resisting System =IA15. Light -frame (wood) walls sheathed with wood structural panels rated for shear r Basic Seismic Force Resisting System = BWS = Bearing Wall Systems Is diaphragm considered flexible? = YES Structural height, h„ = 16 ft Section 11.2 Ss = 1.46 spectral response acceleration at a period of 0.2s for Site Class B S, = 0.52 spectral response acceleration at a period of 1.0s for Site Class B TL = 6 Long -period transition period Site Class (soil) = D Enter Site Specific Fa ** Risk Category = II Table 1.5-1 Enter Site Specific Fv Top of wall elevation (parapet) = 16 ft ** entry ignored unless site spec reqd Elev. of top of wall lateral support (max.) = 16 ft (roof high point- minimum parapet) Elev. of top of wall lateral support (min.) = 16 ft (roof low point- maximum parapet) Regular structure <_ 5 stories ? = YES Section 12.8.1.3 ASCE 7-16 Section 12.3.4 Redundancy A redundancy factor, p, shall be assigned to the seismic force -resisting system in each of two orthogonal directions for all structures in accordance with this section. Seismic Design Category =1 D Lateral Force -Resisting Element =1 Shear walls 12.3.4.2 Does this structure have extreme torsional irregularity Table 12.3-1? NO Table 12.3-1 Horizontal Structural Irregularities (Type 1 b) Extreme Torsional Irregularity: Extreme torsional irregularity is defined to exist where the maximum story drift, computed including accidental torsion with AX = 1.0, at one end of the structure transverse ti an axis is more than 1.4 times the average of the story drifts at the two ends of the structure. Extreme torsional irregularity requirements in the reference sections apply only to structures in which the 12.3.4.2 Does this Story comply with either paragraph a or b below? = YES a. I YES Each story resisting more than 35 percent of the base shear in the direction of interest shall comply with Table 12.3-3 (see below). Table 12.3-3 Removal of a shear wall with a height -to -length greater than 1.0 within any story, or collector result in more than a 33% reduction in story strength, nor does the resulting system have an extreme torsional irregularity (horizontal structural irregularity Type 1 b) b. I YES Structures that are regular in plan at all levels provided that the seismic force -resisting systems consist of at least two bays of seismic force -resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height, hs, for light -frame construction. p ASCE 7-16 V1.0 Seismic 4-5-20 11/8/2023 EQ Input V1.0 4-4-2020 RCR Engineers PLLC 29028 176th Ave SE Kent, WA 98042 Page 2 11 /8/2023 Site Coefficient, Fa = Site Coefficient, Fv _ SMS = SM1 = SDS = SD1 = Seismic Design Category (SDC) _ To = Ts = Ct = Period, T = Sa = Response Modification Coefficient, R = System Overstrength Factor, 0,, = Deflection Amplification Factor, Cd = Importance Factor, le = Detailing Reference Section = Cs calc = Cs max = Cs min = Cs use = output 1 Table 11-4.1 1.78 Table 11-4.2 1.46 Eqn 11.4-1 0.93 Eqn 11.4-2 0.97 Eqn 11.4-3 0.62 Eqn 11.4-4 D Section 11.6 & Tables 11.6-1 & 11.6-2 0.127 Section 11.4.5, 0.2Sd1/Sds 0.634 Section 11.4.5, Sd1/Sds 0.02 Table 12.8-2 0.16 sec, Section 12.8.2.1 (Eqn 12.8-7) 0.973 Section 11.4.5 (Eqns 11.4-5, 11.4-6, 11.4-7) 6.5 Table 12.2-1 2.5 Table 12.2-1 4 Table 12.2-1 1 Table 1.5-2, by Risk Category 14.5 0.15 Section 12.8.1.1, Eqn 12.8-2 0.593 Section 12.8.1.1, Eqns 12.8-3 & 12.8-4 0.043 Section 12.8.1.1, Eqns 12.8-5 & 12.8-6 0.15 Section 12.8.1.1, Eqns 12.8-2 - 12.8-6 V„ = 0.15 * W (LRFD) Section 12.8.1, Eqn 12.8-1 V = 0.105 * W (AS D) p = 1.0 Section 12.3.4 E„ = 0.195 * D = +/- Sps D (Eqn 12.4-4) - (LRFD) May be zero for proportioning foundations. ASCE 7-16 V1.0 Seismic 4-5-20 11/8/2023 EQ Input RCR Engineers PLLC Page 1 V1.0 4-4-2020 29028 176th Ave SE 11/8/2023 Kent, WA 98042 ASCE 7-16 Vertical distribution of seismic IoadsSeismic Loads per 12.8.3 Fx=CvxV Seismic Forces for Diaphragms, Chords & Collectors, 12.10.3.2 Fpx=Cpx/Rs*wpx Project Name: Location: All references below are to ASCE 7-16 (U.N.O.) Number of Stories 2 Structural Height= 16 ft Number of levels - base=1 3 Period, T = 0.16 exp k = 1 Cs use = 0.15 Diaphragm System 9 Wood Sheathed Rs = 3.0 le = 1.00 SDS = 0.97 SDI 'Q = 2.5 Zs = 1 p = 1.00 Not included in forces below Level Elev ft Weiaht k 21 WxHx k-ft Cvx Fx CsFx k Vu=CsW kiD Cpx/Rs 11 ®� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 ®� 11 � 111 11 11 11 111 ®� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 ©� 11 � 111 11 11 11 111 �� 11 � 111 11 11 11 111 Total 1 103.5 1 1104 1 1.00 1 103.5 1 15.5 1 15.5 1 1) Diaph, Chords & Collectors Cpx/Rs 2) Floor weight from table page 2 ASCE 7-16 V1.0 Seismic 4-5-20 11/8/2023 Vertical distribution RCR Engineers PLLC V1.0 4-4-2020 29028 176th Ave SE Kent, WA 98042 Page 2 11 /8/2023 Floor Weight Calculation Perimeter Exterior Partion Additional Area (sf) Floor Wt psf LL psf 3) Length ft Wall Wt psf Walls psf StoryWt kips Sum kips © 11 ®���® 1 1 . • 1 Base TOTAL kips 103.5 3) Portion of LL added to the DL to calculate the seismic force ASCE 7-16 V1.0 Seismic 4-5-20 11/8/2023 Vertical distribution