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REVIEWED RESUB2 BLD2023-0273+Structural_Analysis_or_Calculations+9.29.2023_2.10.49_PM+3813193RESU B BLD2023-0273 Sep 29 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Calculations ................................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: AUL TRIEU RESIDENCE 7011 LAKE BALLINGER WAY EDMONDS, WA AL RCR Engineers PLLC 29028 176t" Ave SE Kent, WA 98042 AUGUST 2, 2022 RCR ENGINEERS, PLLC Structural Engineers 29028 176"' AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 5-26-2022 Subject HIGH ROOF FRAMING Sheet R-1 DL=15psf SL=25psf WL= -22psf LRFD -15 PSF ASD 0 1 2 4 5 6 ar-r Sa• !a tTl M NP '�• rr r� m F�F OFFSET 12" 4X6 POST w/ECC COL CAP @ RIDGE BM TYP b H-3 /I H-10 H-4 I R-2 -2 R-2 R-2 ill H-6 I I i 11 /• VERBUILD II I R-1 EGQ HANGER co I I H- OVERBUILD I H-7 LLLr =_ L y R-2 ��...... --- ---- ' L CCQ W/ 6X6 POST / OVERBUILD ` H-2 1 , 4X6 POST /IT RB-5 RB-6 ; I w/ECC COL CAP I II 1 AOQ 1 OVERBUILD Z ! 1 N H-6 h 4X6 POST`_- w/ECC COL CAP 1 1 1R-2 1 _� y M i ' I - !L ---=== -- - --- EGQ HANGER MSC HGR m m m ' R-2 === `-� R-2 := 1 -- :_ - .. p== �i H-8 R-2 y — H-5 H-5 R-1 2X12 DF#2 RAFTER @ 16" R-2 2X12 DF#2 RAFTER @ 24" H-1 2-2X8 DF#2 x H-2 3 1/2 X 11 7/8 LVL w/ 3 STUDS @ ENDS VB-1 2-2X12 DF#2 H-3 5 1/4 X 7 1.8E PSL H-4 5 1/4 X 7 1.8E PSL RB-1 3 1/8 x 12 GLB H-5 2-2X6 DF#2 RB-2 3 1/8 X 13 1/2 GLB H-6 2-2X6 DF#2 RB-3 3 1/8 X 12 GLB H-7 2-2X6 DF#2 RB-4 3 1/8 X 15 GLB H-8 2-2X6 DF#2 R13-5 5 1/8 X 18 GLB H-9 5 1/4 X 7 1.8E PSL 6 RB-6 5 1/8 X 18 GLB H-10 2-2X6 DF#2 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project PAUL TRIEU ROOF FRAMING DL=15psf SL=25psf WL= -22psf LRFD -15 PSF ASD R-1 L = 19 MAX 2X12 DF#2 @ 16" LU28 HRG 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 Date 5-26-22 R-2 L MAX = 13 FT 2X12 DF#2 @ 24 LU28 HGR 2 2.8 Sheet R-2 R=690# E 13 F.5 R=1350# VB-1 2-2X12 DF#2 7 RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL TRIEU Date 5-26-22 Subject ROOF FRAMING Sheet R-3 DL=15psf SL=25psf WL= -22psf LRFD -15 PSF ASD RB-1 L=15 FT TRIB= 6 FT 1 3/4 X 11 1/4 LVL R= 7.5D 1.2S -1.1W =1.92k COMBINED RB-2 L = 20.5 FT TRIB = 8 MAX 3 1/8 X 12 GLB R = 1AD 2.1S -1.7W= 2.7k COMBINED RB-3 L = 19 FT TRIB = 6.5 FT 3 1/8 X 12 GLB R = 1.OD 1.6S -1.4W= 2.6k COMBINED RB-4 L = 21 FT TRIB =9.5 FT 3 1/8 X 15 GLB R = 1.7D 2.6S -2.2W= 4.2k COMBINED RB-5 L = 23 FT W1 TRIB=10 W2 TRIB =6.5 P1 = RB-3 D=1.Ok S=1.6k + VB-1 D=0.3 S=0.4 5 1/8 X 18 GLB RB-6 L = 17 FT W1 TRIB=2 P1 = RB-2 D=1.4k S=2.1 k P2 = RB-4 D=1.7k S=2.6k 51/8X18 P1 W2 W2 W1 T6.5 13 23 R=8.1 R=7.9 PiI 8.5 W1 IP2 9.5 17 R=4.3 R=4.6 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project PAUL TRIEU ROOF FRAMING DL=15psf SL=25psf WL= -22psf LRFD -15 PSF ASD 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 Date 5-26-22 H-1 L = 3 TRIB = [19+2]/2 = 10.5 FT 2-2X8 DF#2 RB-5 +RB-6 H-2 L = 5.5 P=7.9D 10.1 S -4.3W 4.0 2 - 1 3/4 X 11 7/8 LVL 5.5 4.3 8.2 RB-2 H-3 L = 5 TRIB =3 FT 2.5 RB-2 1.1 D 1.6S -1.4W 5 5 1/4 X 7 1.8E PSL 1.5 H-4 L = 6 TRIB =3 FT SEE H-3 RB-2 1 AD 2.1 S -1.7W 5 1/4 X 7 1.8E PSL H-5 L = 3.5 TRIB = 3 FT + 50PLF FOR WALL 2-2X6 DF#2 H-6 L = 3 TRIB = 18/2+2 = 11 FT + 50PLF FOR WALL 2-2X6 DF#2 R=0.8k H-7 L = 3 TRIB = 18/2+2 = 11 FT + 50PLF FOR WALL 2-2X6 DF#2 R=0.8k H-8 L = 3 TRIB = 20/2+2 = 12 FT + 50PLF FOR WALL 2-2X6 DF#2 R=0.8k H-9 L = 5 TRIB =3 FT RB-4 1.7D 2.6S -2.2W 5 1/4 X 7 1.8E PSL 5 R=2.4 H-10 L=3.5 TRIB=20/2+2=12FT Sheet R-4 aFORTE'CM Roof revision 5-22, Roof: Joist R-1 1 piece(s) 2 x 12 DF No.2 @ 16" OC PASSED 0 WAIXIIII All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. a Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 533 @ 2.50" 2231 (3.50") Passed (24%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 469 @ 1' 2.17" 2329 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2499 @ 9' 9.50" 3138 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.395 @ 9' 9.50" 1.010 Passed (L/614) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.645 @ 9' 9.50" 1.347 Passed (L/376) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/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 Nos. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports ' Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 206 326 -287 287 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 206 326 -287 287 Blocking • 151ocKing vaneis are assumea to carry no ioaas appiea aireary aoove tnem ana the run ioaa is appnea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 0.00" o/c Bottom Edge (Lu) 20' 8.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 19' 7.00" 16" 15.0 25.0 -22.0 Default Load 0 Member Length : 20' 11.46" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4/12 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 5/26/2022 6:38:20 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Roof: Joist R-2 1 piece(s) 2 x 12 DF No.2 @ 24" OC PASSED 71 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 534 @ IT 3.50" 1406 (1.50") Passed (38%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 461 @ 12' 4.83" 2329 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1746 @ 6' 9.00" 3138 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.129 @ 69.00" 0.690 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.210 @ 69.00" 0.919 Passed (L/788) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/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 Nos. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports ' Accessories 1 - Beveled Plate - DF 3.50" 3.50" 1.50" 213 337 -297 297 Blocking 2 - Hanger on 11 1/4" DF beam 3.50" Hanger' 1.50" 216 342 -301 5301 See note' • rslocKing Panels are assumea to carry no ioaas appllea alrecoy aoove mem ana the Pull ioaa is appnea to the member Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 5.00" o/c Bottom Edge (Lu) 14' 0.00" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 14' 3.88" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 4/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU28Z 1.94" N/A 6-10dxl.5 5-10d • Reter to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.1S) Wind (1.60) comments 1 - Uniform (PSF) 0 to 13' 7.00" 24" 15.0 25.0 -22.0 Default 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 5/26/2022 6:43:46 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Roof: Hip/Valley Beam VB-1 rev 2 piece(s) 2 x 12 DF No.2 PASSED Sloped Length: 157.96 .44 F i 14' 9.18' 1 a o 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) 1344 @ 2.00" 4463 (3.50") Passed (30%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1040 @ 1' 2.31" 4658 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3701 @ 6' 4.82" 5458 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.148 @ 7' 2.35" 0.759 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.264 @ T 2.56" 1.012 Passed (L/690) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • 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 Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 577 767 1344 Blocking 2 - Hanger on 11 1/4" SPF beam 3.50" Hanger- 1.50" 312 371 683 See note' • blOCKIng Panels are assumea to carry no loans appllea alrectly aoove mem ana me rull loaa Is appllea to me memoer Deing aeslgnea. • 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) 12' 10.00" o/c Bottom Edge (Lu) 154.00" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 15' 7.54" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 3.44/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LSSR210-2Z 1.88" N/A 22-16dx2.5 18-16dx2.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 9.18" N/A 8.6 1 - Tapered (PLF) 0 to 14' 9.18" N/A 98.6 to 0.0 154.1 to 0.0 Generated from Roof Geometry Weyerhaeuser Notes E 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 6/7/2022 3:19:55 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Roof: Drop Beam RB-1 1 piece(s) 1 3/4" x 11 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. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1915 @ 2.00" 2603 (3.50") Passed (74%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1613 @ 1' 2.75" 4302 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 7144 @ 7' 9.50" 9279 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.465 @ T 9.50" 0.762 Passed (L/393) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.762 @ 7' 9.50" 1.017 Passed (L/240) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Stud wall - SPF 3.50" 3.50" 2.57" 746 1169 1029 1915/- Blocking 1029 2 - Stud wall- SPF 3.50" 3.50" 2.57" 746 1169 -1029 1915/- Blocking 1029 • blocking Panels are assumed to carry no loads applied directly above them and the Lull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 11.00" o/c Bottom Edge (Lu) 15' 7.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 15' 7.00" N/A 5.7 1 - Uniform (PSF) 0 to 15' 7.00" (Front) 60.00" 15.0 25.0 -22.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 5/26/2022 8:49:58 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' Roof revision 5-22, Roof: Drop Beam RB-2 rev 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam PASSED r I F41Yj11Itl 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) 3481 @ 2.00" 4648 (3.50") Passed (75%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3014 @ 1' 5.00" 8571 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 17774 @ 10' 6.50" 21832 Passed (81%) 1.15 1.0 D + 1.0 S (All Spans) Neg Moment (Ft-Ibs) -961 @ 10' 6.50" 23414 Passed (4%) 1.60 0.6 D + 0.6 W (All Spans) Live Load Defl. (in) 0.723 @ 10' 6.50" 1.038 Passed (L/344) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.194 @ 10' 6.50" 1.383 Passed (L/208) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • 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 = 20' 9.00". • Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 20' 9.00". • 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Wind Factored 1 - Stud wall- SPF 3.50" 3.50" 2.62" 1373 2108 -1687 3481/-188 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.62" 1373 2108 -1687 3481/-188 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) 13' 4.00" o/c Bottom Edge (Lu) 21' 1.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 21' 1.00" N/A 10.3 1 - Uniform (PSF) 0 to 21' 1.00" (Front) 8' 0.00" 15.0 25.0 -20.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 8/12/2023 9:01:56 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Roof: Drop Beam RB-3 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam PASSED C,verall Length: 19 - 1910.001, 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) 2635 @ 2.00" 4648 (3.50") Passed (57%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2287 @ 1' 3.50" 7619 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 12465 @ 9' 9.50" 17250 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Neg Moment (Ft-Ibs) -1011 @ 9' 9.50" 18500 Passed (5%) 1.60 0.6 D + 0.6 W (All Spans) Live Load Defl. (in) 0.620 @ 9' 9.50" 0.962 Passed (L/373) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.026 @ 9' 9.50" 1.283 Passed (L/225) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 3.00". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 3.00". • -214 Ibs uplift at support located at 2.00". Strapping or other restraint may be required. • -214 Ibs uplift at support located at 19' 5.00". Strapping or other restraint may be required. • 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) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Stud wall -SPF 3.50" 3.50" 1.98" 1044 1591 -1400 2635/ Blocking 1400 1400 2 -Stud wall -SPF 3.50" 3.50" 1.98" 1044 1591 -1400 2635/ Blocking 1400 1400 • 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) 18' 8.00" o/c Bottom Edge (Lu) 19' 7.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) L Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 19' 7.00" N/A 9.1 1 - Uniform (PSF) 0 to 19' 7.00" (Front) 66.00" 15.0 25.0 -22.0 Default Load Notes System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 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 6/7/2022 3:34:00 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Roof: Drop Beam RB-4 1 piece(s) 3 1/8" x 15" 24F-V4 DF Glulam PASSED C,verall Length: 21 - 21' 0.00" 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) 4224 @ 2.00" 4648 (3.50") Passed (91%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3620 @ 1' 6.50" 9523 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 22092 @ 10' 9.50" 26953 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Neg Moment (Ft-Ibs) -1866 @ 10' 9.50" 28906 Passed (6%) 1.60 0.6 D + 0.6 W (All Spans) Live Load Defl. (in) 0.689 @ 10' 9.50" 1.063 Passed (L/370) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.135 @ 10' 9.50" 1.417 Passed (L/225) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 21' 3.00". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 21' 3.00". • -357 Ibs uplift at support located at 2.00". Strapping or other restraint may be required. • -357 Ibs uplift at support located at 21' 5.00". Strapping or other restraint may be required. • 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) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Stud wall -SPF 3.50" 3.50" 3.18" 1661 2563 -2255 4224/ Blocking 225555 2 -Stud wall -SPF 3.50" 3.50" 3.18" 1661 2563 -2255 42 24/ Blocking 225555 • 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) 11' 4.00" o/c Bottom Edge (Lu) 21' 7.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) L Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 21' 7.00" N/A 11.4 -- -- 1 - Uniform (PSF) 0 to 21' 7.00" (Front) 9' 6.00" 15.0 25.0 -22.0 Default Load Notes System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 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 5/31/2022 2:45:15 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Roof: Drop Beam RB-5 1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam PASSED I Overall Length: 231 _ i#ir1KIN 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) 7885 @ 23' 7.00" 16656 (5.00") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 7273 @ 1' 11.50" 18742 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 46051 @ 11' 4.37" 60504 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Neg Moment (Ft-Ibs) -1082 @ 17' 4.15" 68265 Passed (2%) 1.60 0.6 D + 0.6 W (All Spans) Live Load Defl. (in) 0.614 @ 11' 10.02" 1.163 Passed (L/454) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.023 @ 11' 9.97" 1.550 Passed (L/273) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 23' 3.00". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 7.47". • -341 Ibs uplift at support located at 23' 7.00". Strapping or other restraint may be required. • 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) Supports - Accessories vailable Required Dead Snow Wind Total 1 -Stud wall- DF 5.50" 5.50" 2.53" 3251 4849 -2974 8100/ Blocking 2974 2974 2 -Column Cap -steel 5.00" 5.00" 2.37" 3140 4744 -3708 7884/ Blocking 3708 3708 • 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) 23' 11.00" o/c Bottom Edge (Lu) 23' 11.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.1S) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 23' 10.50" N/A 22.4 1 - Uniform (PSF) 0 to 23' 10.50" (Front) 1010.001, 15.0 25.0 -22.0 UNIFORM 2 - Uniform (PSF) 13' 0.00" to 23' 0.00" (Front) 66.00" 15.0 25.0 -22.0 UNF RT 3 - Point (lb) 6' 6.00" (Front) N/A 1300 2000 P1 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design 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 6/7/2022 3:42:56 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' Roof revision 5-22, Roof: Drop Beam RB-6 rev 1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam PASSED r- I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4683 @ 2.00" 11659 (3.50") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4734 @ 15' 9.50" 18742 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 35588 @ 9' 6.00" 62337 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.215 @ 8' 10.35" 0.863 Passed (L/964) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.365 @ 8' 10.33" 1.150 Passed (L/567) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 17' 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 Snow Factored 1 - Column Cap - steel 3.50" 3.50" 1.50" 1965 2718 4683 Blocking 2 - Stud wall - DI 5.50" 5.50" 1.54" 2066 2869 4935 Blocking • blocking Panels are assumeo to carry no ioaos appueo oirectiy aoove tnem ano the twi ioao is appueo to the memoer oemg oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) IT 9.00" o/c Bottom Edge (Lu) IT 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow 0 - Self Weight (PLF) 0 to 17' 9.00" N/A 22.4 1 - Uniform (PSF) 0 to 17' 9.00" (Front) 2' 0.00" 15.0 25.0 wl 2 - Point (lb) 8' 6.00" (Front) N/A 1400 2100 Pi 3 - Point (lb) 9' 6.00" (Front) N/A 1700 2600 P2 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes V �011!" gp 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 8/12/2023 9:06:14 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof, Wall: Header H-1 2 piece(s) 2 x 8 DF No.2 PASSED 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) 691 @ 0 2813 (1.50") Passed (25%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 381 @ 8.75" 3002 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 562 @ 1' 7.50" 2720 Passed (21%) 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) 0.007 @ 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 265 427 -375 692/ None 375 2 - Trimmer - SPF 1.50" 1.50" 1.50" 265 427 -375 692/ None 375 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 3.00" o/c Bottom Edge (Lu) 3' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 5.5 1 - Uniform (PSF) 0 to 3' 3.00" 10' 6.00" 15.0 25.0 -22.0 Default Load 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 5/31/2022 3:21:45 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof, Wall: Header H-2 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam PASSED Overall Length: b 3.00 5' 6.00' 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) 11068 @ 6' 0.00" 14991 (4.50") Passed (74%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 11048 @ 4' 10.50" 12495 Passed (88%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 22100 @ 4' 0.00" 28290 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.046 @ 3' 3.60" 0.192 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.077 @ 3' 3.59" 0.287 Passed (L/895) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 9.00". • 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 NDS. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 -Trimmer - DF 4.50" 4.50" 1.78" 2412 3513 -1809 5925/ None 1809 1809 2 - Trimmer - DF 4.50" 4.50" 3.32" 4481 6587 -3391 11068/- None one Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 3.00" o/c Bottom Edge (Lu) 63.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 3.00" N/A 14.9 -- -- 1 - Point (Ib) 4' 0.00" N/A 6800 10100 -5200 Default Load 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 5/31/2022 3:28:16 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Wall: Header H-3 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED o t o 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) 1519 @ 1.50" 8584 (3.00") Passed (18%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1507 @ 10.00" 6480 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3562 @ 2' 6.00" 10905 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.038 @ 2' 6.00" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.064 @ 2' 6.00" 0.262 Passed (L/977) 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. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Trimmer - DF 3.00" 3.00" 1.50" 637 882 -772 1772 None 2 -Trimmer - DF 3.00" 3.00" 1.50" 533 730 -638 1638/ None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 6.00" o/c Bottom Edge (Lu) 5' 6.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) comments 0 - Self Weight (PLF) 0 to 5' 6.00" N/A 11.5 1 - Uniform (PSF) 0 to 5' 6.00" 0 15.0 25.0 -22.0 Default Load 2 - Point (lb) 2' 6.00" N/A 1100 1600 -1400 RB-2 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 5/31/2022 4:22:07 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' Roof revision 5-22, Wall: Header H-4 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED Overall Length: 66.00 (. 6' 0.00' i, 1 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) 1938 @ 1.50" 8584 (3.00") Passed (23%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1926 @ 10.00" 6480 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5506 @ 3' 0.00" 10905 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.079 @ 3' 0.00" 0.208 Passed (L/948) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.133 @ 3' 0.00" 0.313 Passed (L/562) 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) _ Accessorie Total Available Required Dead Snow Wind Factored 1 - Trimmer - DF 3.00" 3.00" 1.50" 797 1141 -924 1938/-76 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 685 973 -788 1658/-62 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 66.00" o/c Bottom Edge (Lu) 66.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 6.00" N/A 11.5 1 - Uniform (PSF) 0 to 6' 6.00" 0 15.0 25.0 -22.0 Default Load 2 - Point (Ib) 3' 0.00" N/A 1400 2100 -1700 RB-2 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 8/12/2023 9:09:52 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof, Wall: Header H-5 2 piece(s) 2 x 6 DF No.2 PASSED 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) 327 @ 0 2813 (1.50") Passed (12%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 225 @ 7.00" 2277 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 306 @ 1' 10.50" 1696 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 1' 10.50" 0.125 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.012 @ 1' 10.50" 0.188 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 186 141 -124 124 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 186 141 -124 327/ None 124 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9.00" o/c Bottom Edge (Lu) 3' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 9.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 9.00" T 0.00" 15.0 25.0 -22.0 Default Load 2 - Uniform (PLF) 0 to 3' 9.00" N/A 50.0 - - 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 5/31/2022 3:43:21 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof, Wall: Header H-6 2 piece(s) 2 x 6 DF No.2 PASSED 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) 803 @ 0 2813 (1.50") Passed (29%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 515 @ 7.00" 2277 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 652 @ 1' 7.50" 1696 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.010 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.019 @ 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 356 447 -393 8393 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 356 447 -393 803/ None 393 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 3.00" o/c Bottom Edge (Lu) 3' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 3.00" 1110.0011 15.0 25.0 -22.0 Default Load 2 - Uniform (PLF) 0 to 3' 3.00" N/A 50.0 - - 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 5/31/2022 4:10:22 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Wall: Header H-7 2 piece(s) 2 x 6 DF No.2 PASSED 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) 1288 @ 0 2813 (1.50") Passed (46%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 999 @ 7.00" 2277 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1376 @ 1' 6.00" 1696 Passed (81%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.020 @ 1' 7.47" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.035 @ 1' 7.47" 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 -Trimmer -SPF 1.50" 1.50" 1.50" 572 716 -393 1393/ None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 541 678 -393 1 19 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 3.00" o/c Bottom Edge (Lu) 3' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 3.00" 1110.0011 15.0 25.0 -22.0 Default Load 2 - Uniform (PLF) 0 to 3' 3.00" N/A 50.0 - - WALL 3 - Point (lb) 1' 6.00" N/A 400 500 VB-3 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 5/31/2022 4:13:45 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Wall: Header H-8 2 piece(s) 2 x 6 DF No.2 PASSED 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) 868 @ 0 2813 (1.50") Passed (31%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 556 @ 7.00" 2277 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 705 @ 1' 7.50" 1696 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.011 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.020 @ 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 381 488 -429 8429 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 381 488 -429 869/ None 429 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 3.00" o/c Bottom Edge (Lu) 3' 3.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 3.00" 12' 0.00" 15.0 25.0 -22.0 Default Load 2 - Uniform (PLF) 0 to 3' 3.00" N/A 50.0 - - 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 5/31/2022 4:16:33 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Wall: Header H-9 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) 2396 @ 1.50" 8584 (3.00") Passed (28%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2383 @ 10.00" 6480 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5643 @ 2' 6.00" 10905 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.061 @ 2' 6.00" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.102 @ 2' 6.00" 0.262 Passed (L/618) 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. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Trimmer- DF 3.00" 3.00" 1.50" 966 1430 -1210 2396/ None 1210 1z10 2 -Trimmer - DF 3.00" 3.00" 1.50" 804 1182 -1000 1986/ None 500 000 Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 6.00" o/c Bottom Edge (Lu) 5' 6.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) comments 0 - Self Weight (PLF) 0 to 5' 6.00" N/A 11.5 1 - Uniform (PSF) 0 to 5' 6.00" 0 15.0 25.0 -22.0 Default Load 2 - Point (lb) 2' 6.00" N/A 1700 2600 -2200 RB-2 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 5/31/2022 4:19:45 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM Roof revision 5-22, Wall: Header H-10 2 piece(s) 2 x 6 DF No.2 PASSED 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) 1002 @ 0 2813 (1.50") Passed (36%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 690 @ 7.00" 2277 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 939 @ 1' 10.50" 1696 Passed (55%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.020 @ 1' 10.50" 0.125 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.036 @ 1' 10.50" 0.188 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 -Trimmer -SPF 1.50" 1.50" 1.50" 439 563 -495 1495/ None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 439 563 -495 1495/ None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9.00" o/c Bottom Edge (Lu) 3' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 9.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 9.00" 12' 0.00" 15.0 25.0 -22.0 Default Load 2 - Uniform (PLF) 0 to 3' 9.00" N/A 50.0 - - 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 6/1/2022 5:31:36 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 RCR 00 ENGINEERS, PLLC Structural Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 3-1-2022 Subject 2ND FLOOR FRAMING T-1 TRUSS @ 24" Sheet 2ND-1 DL=15 J-1 11 7/8 TJI 210 @ 12" B-1 3 1/8 X 12 GLB LL=40 / 60 DECKS J-2 11 7/8 TJI 110 @ 16" B-2 4X8 DF#2 SL=25 J-2A 3 1/2 X 11 7/8 LVL W/ HHUS HGR B-3 3 1/2 X 11 7/8 1.55E LSL WLroof=-22 LRFD J-3 11 7/8 TJI 110 @ 16 IUS HGR" B-4 NA J-4 1 3/4 X 11 7/8 LVL HUS HGR B-5 3 112 X 11 7/8 LSL B-6 5 1/8 X 13 1/2 GLIB B-7 1 3/4 X 11 7/8 LSL U14 HGR 0 1 a B-8 2- 1/3/4 X 11 7/8 LVL Q B-9 2-2X6 DF#2 r> o 0 B-10 1 3/4 X 11 7/8 LVL z 0 06 s B-11 3 1/2 X 11 7/8 LVL •. .. ` w z_ w PrB-12 3 1/2 X 11 7/8 LVL B 2 �� O B-13 W12X19 B-1 L m O Q B-14 W16X26 w -- B-15 3 1/2 X 7 PSL 2 JACKS STUDS A B-16 2-1 3/4 X 11 7/8 LVL O 3 _ _ - > _ �� B-17 4X10 DF#2 r B-2 B-18 4X10 DF#2 O ± H-3 H-4 B-19 4X10 DF#2 e J = - H-1 2-2X6 DF#2 H-5 H-2 NA H-3 2-2X6 DF#2 A H-4 5 1/8 X 15 GLIB J-2 H-5 2- 1 3/4 X 9 1/2 LVL 3 JACK STUDS H-6 2-2X6 DF#2 m H-7 2-2X6 DF#2 H-8 2-2X6 DF#2 -FL H-6 J-2 H-9 2-2X6 DF#2 B-5 H-10 2-2X8 DF#2 co H-11 2-2X8 DF#2 J-2 2 H-12 2-2X8 DF#2 B-8 J- S - J-2 _ 3 rn ti 0o m F LO N ROOF J-2 J-2 °° i B 12 J-1 2 F.5 = Cl) F.8 B-11 00 m m B-14 F.9 H-1I H-1 T-2 m -- i T-2 - H - -- - B-18 B LOW ROOF - - - M tK ENTRY RF "` H-1 LOW ROOF B-19 , RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL TRIEU Date 3-6-22 Subject UPPER FLOOR / LOW ROOF FRAMING Sheet 2ND-2 DL=15 LL=40 / 60 DECKS SL=25 WLroof=-22 LRFD LOW ROOF T-1 T-2 TRUSS @ 24 PER MANUF B-1 L =16.5 FT TRIB = 11.5^2/2/9.5= 7.0 FT 3 1/8 X 12 GLB R= 2.5k B-2 L= 9.5 FT TRIB = 4.5 FT 4X8 DF#2 R= 0.94K B-3 L= 18.5 TRIB = 7112/2/5 = 5 FT 3 1/2 X 11 7/8 1.55E LSL R= 2.0 k W/ SINGLE JACK STUD 2ND FLR H-1 L = 3.5 TRIB = 7.5A2/2/6 = 5 FT + 50 PLF WALL 2-2X6 DF#2 H-2 L = 3.5 TRIB = 7.5A2/2/6 = 5 FT 4X6 DF#2 J-1 L MAX = 19 FT 11 7/8 TJ 1210 @ 12" J-2 L MAX = 16.5 FT 11 7/8 TJ 1110 @ 16" J-2A L MAX = 16.5 FT TRIB = 4FT WALL=4*250D 4*25*10S 2- 1 3/4 X 11 7/8 LVL W HHUS HGR J-3 P1 = 30PLF + 100 WALL D 50PLF S P2 FROM H4 RF 0.8 D 1.2S 11 7/8 TJI 110 @ 16" W/ IUS HGR @ BM J-4 P1 = 30PLF + 100 WALL D 50PLF S P2 FROM H4 RF 0.8 D 1.2S 1 3/4X11 7/8 LVL @ 16" W/ HUS HGR @ BM P=3.8D 3.21- 2.7S B-13 2.5 3.5 TRIPLE STUD WALL TRIB =1 OFT 1.0 T 16.5 7 P1 / P2 6 2 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 PAUL TRIEU Date 3-7-22 UPPER FLOOR / LOW ROOF FRAMING DL=15 LL=40 / 60 DECKS SL=25 WLroof=-22 LRFD B-5 L= 17.33 FLOOR TRIB = 2 FT RAIL = 100 PLF 3 1/2 X 11 7/8 LSL B-6 L= 14 FT 2ND FLR TRIB = 8.5 FT RF TRIB = [2+16.5/2]/2 = 5.5FT WALL = 100PLF 3 1/8 X 13 1/2 GLB B-7 L= 4 FT TRIB = 7 FT 1 3/4 X 11 7/8 LSL U14 HGR B-8 L= 17.33 TRIB = 2 100 PLF WALL OVER FOR 11 FT 2- 1/3/4 X 11 7/8 LVL B-9 L= 5.0 FLR TRIB = 3FT 2-2X6 DF#2 B-10 L=6+6 W1 RF TRIB = [6.5+5]/2=6 FT W1 FLR TRIB=14/2=7 W2 RF TRIB = 5/2+1.5 = 4 WALL = 100PLF 1 3/4 X 11 7/8 LVL B-11 RF TRIB = 6/2+2 =SFT FLR TRIB = 2FT WALL = 100PLF RB-31.05D 1.6S 3 1/2 X 11 7/8 LVL B-12 L=9.5 RF TRIB =8 FT FLR TRIB = 2 FT WALL = 100PLF 3 1/2 X 11 7/8 LVL 14 1 R=6 R=6k SEE B-7 R=.SD 1.2L 11 R=2.5 =2.5 Wo W1 t.6 1 0 .1 RB-3 rf 6.5 2.01 11.5 RI =3.4 R=9.5 SEE B-10 1.8D 1.2L 1.OS SEE B-10 + VB-1 .8+.6D 1.OL .4-.8S RF .6D .9S 2 ,1 1 5 7 R=3.2 7.5 R=1.7 Sheet 2nd-3 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 PAUL TRIEU Date 3-7-22 UPPER FLOOR / LOW ROOF FRAMING B-13 L=17 RF TRIB = 9.5+2.5=12 FT FL TRIB = 9 FT WALL = 100PLF W12X19 B-14 L=24 RF TRIB = 3+2=5 FT FL TRIB = 2 FT H-9=1.OD 1.45S WALL = 100PLF W 16X26 Sheet 2nd-4 4' MIN @ WALL RF RF H-9 SEE B-13 R= 3.8D 3.2L 2.7S 7 4" @ WALL 7 1 5 1 UNIF LOAD COL 0 STUDS 19 5 R=4.8D+1.7L+3.8S=10.2 R=12.6 TRIB=18 FLR 12 RF B-15 L= 6 FT trib flr =9.5 TRIB RF = 9.5+3=12.5 3 1/2 X 7 PSL 2 JACKS STUDS B-16 L=5 FLR TRIB = 17 FLR B-5 1.3D .72L RF H-2 1.8D 2.6S 2-1 3/4 X 11 7/8 LVL B-17 TRIB = 5FT 4X10 DF#2 B-18 L=6 TRIB =5+2=7 4X10 DF#2 B-19 L=10 4X10 DF#2 RF H-2 B-5 1 11 3 5 6 12 .56 2.6 1.1 B-17 .95+.5=1.0 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project 29028 176`h AVE SE, Kent, WA 98042 (206) 295 9439 PAUL TRIEU Date 3-7-22 UPPER FLOOR / LOW ROOF FRAMING H-3 L= 5.0 RFTRIB =2 FLR TRIB = 2 WALL = 100 2-2X6 DF#2 H-4 L= 16 LOW RF TRIB = 5 HIGH RF TRIB = 12 WALL = 100 5 1/8 X 15 GLB R= 6.6k Sheet 2nd-5 H-5 L= 9.5 RF TRIB =2 P=.3 D 1.5 S FLR TRIB = 5 WALL = 100 1.75� 1.75 2- 1 3/4 X 9 1/2 LVL H-6 L= 3 9.5 3.3 3.3 RF TRIB =2+4=6 3 STUD MIN 3 STUD MIN FLR TRIB = 2 WALL = 100 2-2X6 DF#2 H-7 L=3.0 FLR TRIB = 2 WALL = 50 2-2X6 DF#2 H-8 L= 3.5 VRFY EXIST RF TRIB =6.5 FLR TRIB =5.5 WALL = 100 2-2X6 DF#2 H-9 L= 3.0 VRFY EXIST RF TRIB =10 FLR TRIB =9 WALL = 100 2-2X6 DF#2 H-10 L=4.0 VRFY EXIST RF TRIB =10 FLR TRIB =9 WALL = 100 2-2X8 DF#2 H-11 L=3.0 FLR TRIB =15 WALL = 100 2-2X8 DF#2 SEE B-17 1.1 D 1.6S H-12 L=4.5 3.5 WALL = 50 4.5 2-2X8 DF#2 a r O R T G CM MEMBER REPORT PASSED 2ND FLR, Floor: Joist 3-1 1 piece(s) 11 7/8" T310 210 C@ 12" OC Overall Length: 19' 7.00` I; 1910.001, 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) 533 @ 2.50" 1134 (2.25") Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 523 @ 3.50" 1655 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2526 @ 9' 9.50" 3795 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.358 @ 9' 9.50" 0.479 Passed (L/643) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.492 @ 9' 9.50" 0.958 Passed (L/468) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 41 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 147 392 539 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 147 392 539 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) 4' 7.00" o/c Bottom Edge (Lu) 19' 5.00" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 19' 7.00" 12" 15.0 40.0 Default Load System : Floor Member Type : Joist 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 3/6/2022 5:38:13 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' 2ND FLR, Floor: Joist 3-2 REV 1 piece(s) 11 7/8" TII@ 110 @ 16" OC PASSED F C,verall Length: 17 1 i[,4j(tItl 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) 925 @ 16' 10.50" 1041 (2.25") Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 911 @ 16' 9.50" 1560 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2781 @ 8' 11.00" 3160 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.309 @ 8' 6.48" 0.417 Passed (L/647) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.470 @ 8' 7.83" 0.833 Passed (L/426) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 41 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 198 456 28 654 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.81" 477 456 306 1048 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) T 3.00" o/c Bottom Edge (Lu) 16' 11.00" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 17' 1.00" 16" 15.0 40.0 - Default Load 2 - Point (PLF) 15' 6.00" 16" 250.0 - 250.0 WALL System : Floor Member Type : Joist 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 8/12/2023 9:49:42 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' LOW ROOF, Floor: Flush Beam J-2A 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL PASSED Ad 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) 3238 @ 16' 11.00" 5950 (4.00") Passed (54%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2984 @ 15' 9.63" 9081 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 8744 @ 8' 11.66" 17848 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.297 @ 8' 7.23" 0.416 Passed (L/672) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.476 @ 8' 8.55" 0.831 Passed (L/419) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Hanger on 11 7/8" SPF beam 3.50" Hangers 1.50" 702 1377 85 2079 See note 1 2 - Stud wall - SPF 5.25" 4.00" 2.18" 1536 1380 915 3257 1 1/4" Rim Board • Kim 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' 10.00" o/c Bottom Edge (Lu) 16' 10.00" 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) Snow (1.15) Comments 0 - Self Weight (PLF) 3.50" to 17' 1.50" N/A 12.1 1 - Uniform (PSF) 0 to 17' 2.75" (Front) 4' 0.00" 15.0 40.0 - Default Load 2 - Point (lb) 15' 6.00" (Front) N/A 1000 - 1000 WALL 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 8/12/2023 9:57:23 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' MEMBER REPORT 2ND FLR, Floor: Joist 3-3 1 piece(s) 11 7/8" T31@ 110 @ 16" OC PASSED 0 Overall Length: 8' 10.71; 6' 0.00" 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) 604 @ 5' 8.00" 2350 (5.25") Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 320 @ 6' 10.75" 1560 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 304 @ 3' 3.80" 3160 Passed (10%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.010 @ 3' 6.63" 0.156 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.009 @ 8' 10.75" 0.223 Passed (2L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-ProT" Rating 68 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Factored 1 - Hanger on 11 7/8" SPF beam 5.25" Hanger' 1.75" / - z 54 189 -4 243 See note ' 2 - Stud wall - SPF 5.50" 5.50" 3.50" 297 306 70 604 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 4.00" o/c Bottom Edge (Lu) 74.00" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model J1 Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location Spacing Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Comments 1 - Uniform (PSF) 0 to 8' 10.75" 16" 15.0 40.0 - Default Load 2 - Point (PLF) T 0.00" 16" 130.0 - 50.0 WALL ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 8/12/2023 9:39:19 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 2 a FORTE rV GB MEMBER REPORT 2ND FLR, Floor: Joist 3-4 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL @ 16" OC PASSED Overall Length: 8' 9.00" rVI O 0 r 2' 0.00" 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) 2804 @ 6' 6.25" 4091 (5.50") Passed (69%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2194 @ 7' 8.88" 4541 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -3264 @ 6' 6.25" 10673 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.043 @ 8' 9.00" 0.200 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.078 @ 8' 9.00" 0.223 Passed (2L/682) 1.0 D + 1.0 S (All Spans) TJ-ProT" Rating 72 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (0.2") and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • -456 Ibs uplift at support located at 3.50". Strapping or other restraint may be required. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Supports ' Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Factored 1 - Hanger on 11 7/8" DF beam 3.50" Hangers 1.50" -171 182/-6 -16 -285 11/456 See note 2 - Stud wall - SPF 5.50" 5.50" 3.77" 1319 306 82 1485 2804 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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) 8' 6.00" o/c Bottom Edge (Lu) 8' 6.00" o/c -Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUS1.81/10 3.00" N/A 30-10dx1.5 10-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 8' 9.00" 16" 15.0 40.0 - Default Load 2 - Point (PLF) 8' 0.00" 16" 130.0 - 50.0 WALL 3 - Point (lb) 8' 0.00" N/A 800 - 1200 ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 8/12/2023 9:38:00 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 2 aFORTE'CM LOW ROOF, Roof: Drop Beam B-1 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam PASSED 16' 6.00" 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) 2470 @ 2.00" 4648 (3.50") Passed (53%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2096 @ 1' 3.50" 7619 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 10139 @ 8' 6.50" 17250 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Neg Moment (Ft-Ibs) -839 @ 8' 6.50" 18500 Passed (5%) 1.60 0.6 D + 0.6 W (All Spans) Live Load Defl. (in) 0.383 @ 8' 6.50" 0.837 Passed (L/525) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.632 @ 8' 6.50" 1.117 Passed (L/318) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 9.00". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 9.00". • -204 Ibs uplift at support located at 2.00". Strapping or other restraint may be required. • -204 Ibs uplift at support located at 16' 11.00". Strapping or other restraint may be required. • 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 NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Stud wall- SPF 3.50" 3.50" 1.86" 975 1495 1315 2470/ Blocking 1315 2 -Stud wall -SPF 3.50" 3.50" 1.86" 975 1495 -1315 2470/ Blocking 1315 1315 • 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) 17' 1.00" o/c Bottom Edge (Lu) 17' 1.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) L Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 17' 1.00" N/A 9.1 1 - Uniform (PSF) 0 to 17' 1.00" (Front) 70.00" 15.0 25.0 -22.0 Default Load Notes 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 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 6/1/2022 6:10:04 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM LOW ROOF, Roof: Drop Beam B-2 1 piece(s) 4 x 8 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) 940 @ 2.00" 5206 (3.50") Passed (18%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 773 @ 10.75" 3502 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2215 @ 5' 0.50" 3438 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.129 @ 5' 0.50" 0.488 Passed (L/910) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.213 @ 5' 0.50" 0.650 Passed (L/549) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 373 567 -499 499 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 373 567 -499 9499 Blocking • tsiocKing raneis are assumea to carry no ioaas appuea airectiy aoove mem ana the tuii ioaa is appiiea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 1.00" o/c Bottom Edge (Lu) 10' 1.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 10' 1.00" N/A 6.4 1 - Uniform (PSF) 0 to 10' 1.00" (Front) 4' 6.00" 15.0 25.0 -22.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design 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 3/6/2022 5:25:11 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM LOW ROOF, Roof: Drop Beam B-3 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASSED G✓erall Length: 13 1 �. 18' 6.00" 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) 1997 @ 0 2231 (1.50") Passed (89%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1759 @ 1' 1.38" 9878 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 9360 @ 9' 4.50" 18346 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.479 @ 9' 4.50" 0.938 Passed (L/470) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.816 @ 9' 4.50" 1.250 Passed (L/276) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Stud wall - SPF 1.50" 1.50" 1.50" 825 1172 -1031 1997/ Blocking 1031 2 - Stud wall- SPF 1.50" 1.50" 1.50" 825 1172 -1031 1997/ Blocking 1031 • Blocking Panels are assumed to carry no Ioacl applied directly above them and the Lull load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 18' 9.00" o/c Bottom Edge (Lu) 18' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 18' 9.00" N/A 13.0 1 - Uniform (PSF) 0 to 18' 9.00" (Front) T 0.00" 15.0 25.0 -22.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 3/6/2022 5:30:43 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Drop Beam B-4 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam 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) 6447 @ 17' 7.46" 6447 (1.94") Passed (100%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5524 @ 16' 4.46" 15618 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 28133 @ 8' 10.73" 44034 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.312 @ 8' 10.73" 0.582 Passed (L/671) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.595 @ 8' 10.73" 0.873 Passed (L/352) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 5.46". • 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 3.02" 3123 3446 6569 Blocking 2 - Hanger on 15" OF beam 3.50" Hangers 1.94" 3162 3495 6657 See note 1 • blocking Panels are assumed to carry no loads appueo oirectiy aoove tnem and the tun load is appueo to the memoer oemg oesigneo. • 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) 177.00" o/c Bottom Edge (Lu) 177.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 2 - Face Mount Hanger HGUS5.25/10 4.00" N/A 46-10d 16-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 17' 7.46" N/A 18.7 1 - Uniform (PSF) 0 to 17' 10.96" (Front) 10' 6.00" 15.0 25.0 HIGH RF 2 - Uniform (PSF) 0 to 17' 10.96" (Front) 5' 0.00" 15.0 25.0 LOW ROOF 3 - Uniform (PLF) 0 to 17' 10.96" (Front) N/A 100.0 WALL ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 3/6/2022 6:00:50 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 2 aFORTE'CM 2ND FLR, Floor: Drop Beam B-5 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASSED I 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) 1946 @ 17' 7.46" 4725 (1.50") Passed (41%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1726 @ 16' 7.59" 8590 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 8493 @ 8' 10.73" 15953 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.232 @ 8' 10.73" 0.582 Passed (L/904) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.646 @ 8' 10.73" 0.873 Passed (L/324) 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 Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 1272 712 1984 Blocking 2 - Hanger on 11 7/8" DF beam 3.50" Hanger' 1.50" 1286 722 2008 See note' • blocking Panels are assumed to carry no loads applied directly above them and the tuil load Is applied to the member Deng 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) 17' 7.00" o/c Bottom Edge (Lu) IT 7.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 2 - Face Mount Hanger LUS414 2.00" N/A 10-16d 6-16d • 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) 0 to 17' 7.46" N/A 13.0 1 - Uniform (PSF) 0 to 17' 10.96" (Front) 2' 0.00" 15.0 40.0 FLOOR 2 - Uniform (PLF) 0 to 17' 10.96" (Front) N/A 100.0 - RAIL Weyerhaeuser Notes Veyerhaeuser 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 Veyerhaeuser 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 iww.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 Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 3/7/2022 10:13:55 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Drop Beam B-6 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam PASSED I 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) 5070 @ 2.00" 6836 (3.50") Passed (74%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3923 @ 1' 5.00" 7453 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 16949 @ 7' 3.50" 18984 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.296 @ 7' 3.50" 0.475 Passed (L/578) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.559 @ 7' 3.50" 0.712 Passed (L/306) 1.0 D + 0.75 L + 0.75 S (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 factor of 1.00 that was calculated using length L = 14' 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 NDS. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stu�wall- 3.50" 3.50" 2.60" 2390 2479 1094 5963 Blocking 2 - Stud wall - DF 3.50" 3.50" 2.60" 2390 2479 1094 5963 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) 13' 6.00" o/c Bottom Edge (Lu) 14' 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) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 7.00" N/A 10.3 1 - Uniform (PSF) 0 to 14' 7.00" (Front) 8' 6.00" 15.0 40.0 - 2ND FLR 2 - Uniform (PSF) 0 to 14' 7.00" (Front) 60.00" 15.0 25.0 RF 3 - Uniform (PLF) 0 to 14' 7.00" (Front) N/A 100.0 WALL Notes 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 6/7/2022 7:34:04 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Flush Beam B-7 1 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand@ LSL 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) 1615 @ 2.00" 1673 (2.25") Passed (97%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1203 @ 7' 3.63" 4295 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3231 @ 4' 2.75" 7977 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.089 @ 4' 2.75" 0.203 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.125 @ 4' 2.75" 0.406 Passed (L/783) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 2.17" 471 1184 1655 1 1/4" Rim Board 2 - Hanger on 11 7/8" SPF beam 3.50" Hanger' 1.50" 484 1219 1703 See note ' • 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) 8' 2.00" o/c Bottom Edge (Lu) 8' 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 2 - Face Mount Hanger U14 2.00" N/A 14-16d 6-10dx1.5 • 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) 1.25" to 8' 3.50" N/A 6.5 1 - Uniform (PSF) 0 to 8' 7.00" (Front) 70.00" 15.0 40.0 Default 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 3/7/2022 10:34:17 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Drop Beam B-8 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL PASSED I 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) 2457 @ 17' 7.46" 3938 (1.50") Passed (62%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2336 @ 16' 7.59" 7897 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 13593 @ 11' 0.00" 17848 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.408 @ 9' 2.85" 0.582 Passed (L/513) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.751 @ 9' 0.82" 0.873 Passed (L/279) 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 Total 1 - Stud wall - SPF 3.50" 3.50" 1.68" 1328 1167 2495 Blocking 2 - Hanger on 11 7/8" DF beam 3.50" Hanger' 1.50" 1023 1466 2489 See note' • blocking Panels are assumed to carry no loads applied directly above them and the tuil load Is applied to the member Deng 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) 9' 3.00" o/c Bottom Edge (Lu) 17' 7.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 2 - 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) 0 to 17' 7.46" N/A 12.1 1 - Uniform (PSF) 0 to 17' 10.96" (Front) 2' 0.00" 15.0 40.0 FLOOR 2 - Uniform (PLF) 0 to 11' 0.00" (Front) N/A 100.0 - WALL 3 - Point (lb) 11' 0.00" (Front) N/A 500 1200 PT LD 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 3/7/2022 10:40:30 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header B-9 2 piece(s) 2 x 6 DF No.2 PASSED 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) 588 @ 0 2813 (1.50") Passed (21%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 458 @ 7.00" 1980 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 772 @ 2' 7.50" 1475 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.041 @ 2' 7.50" 0.175 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.058 @ 2' 7.50" 0.262 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 Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 168 420 588 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 168 420 588 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 3.00" o/c Bottom Edge (Lu) 5' 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 5' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 5' 3.00" 4' 0.00" 15.0 40.0 2ND FLR 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 6/7/2022 8:25:04 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Flush Beam B-10 1 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand@ LSL PASSED Overall Length: 12' 10.50 ■ l 60.00" 0 0 6 0.W 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) 3335 @ 6' 5.25" 3828 (3.50") Passed (87%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1495 @ 5' 3.63" 4295 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2062 @ 2' 9.55" 7977 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.033 @ 3' 1.24" 0.157 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.060 @ T 0.57" 0.314 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/480) 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 Total 1 - Stud wall - DF 3.50" 2.25" 1.61" 854 813 490 2157 1 1/4" Rim Board 2 - Beam - DF 3.50" 3.50" 3.05" 1824 975 1039 3838 None 3 - Stud wall - DF 3.50" 2.25" 1.50" 311 -108 174 4108 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) 12' 8.00" o/c Bottom Edge (Lu) 12' 8.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 1.25" to 12' 9.25" N/A 6.5 1 - Uniform (PSF) 0 to 6' 0.00" (Front) 70.00" 15.0 - 25.0 W1 RF 2 - Uniform (PSF) 0 to 6' 0.00" (Front) 70.00" 15.0 40.0 - W 1 FL 3 - Uniform (PLF) 0 to 12' 10.50" (Front) N/A 100.0 - - WALL 4 - Uniform (PSF) 6' 0.00" to 12' 0.00" (Front) 4' 0.00" 15.0 25.0 W2 RF Notes 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 6/7/2022 8:32:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Flush Beam B-11 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PASSED r i � r 2' 0.00" 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) 7050 @ IT 0.50" 18900 (6.00") Passed (37%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3747 @ 13' 3.38" 9878 Passed (38%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) -7532 @ 12' 0.50" 18346 Passed (41%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.081 @ 14' 3.50" 0.200 Passed (2L/668) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.111 @ 14' 3.50" 0.225 Passed (2L/484) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/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 Total 1 -Stud wall - DF 3.50" 3.50" 1.50" 996 488/-215 670 2215 Blocking 2 - Column - steel 6.00" 6.00" 2.24" 3868 2070 2172 8110 Blocking • owcKing vaneis are assumes to carry no ioaas appuea aireary aoove tnem ano the nu ioaa is appuea to me memoer Deing Designeo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 4.00" o/c Bottom Edge (Lu) 14' 4.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 3.50" N/A 13.0 -- -- 1 - Uniform (PSF) 0 to 14' 3.50" (Front) 2' 0.00" 15.0 40.0 - FLR 2 - Uniform (PSF) 0 to 14' 0.00" (Front) T 0.00" 15.0 - 25.0 RF 3 - Uniform (PLF) 0 to 14' 0.00" (Front) N/A 100.0 - - WALL 4 - Point (lb) 14' 0.00" (Front) N/A 1800 1200 1000 0 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 6/1/2022 7:15:34 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Flush Beam B-12 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL 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) 2838 @ 2.00" 7656 (3.50") Passed (37%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2117 @ 1' 3.38" 9878 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 6690 @ 5' 0.50" 18346 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.082 @ 5' 0.50" 0.244 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.175 @ 5' 0.50" 0.488 Passed (L/668) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) 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 Total 1 - Stud wall - DF 3.50" 3.50" 1.50" 1515 403 1323 3241 Blocking 2 - Stud wall - DF 3.50" 3.50" 1.50" 1515 403 1323 3241 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' 1.00" o/c Bottom Edge (Lu) 10' 1.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 1.00" N/A 13.0 1 - Uniform (PSF) 0 to 10' 1.00" (Front) 2' 0.00" 15.0 40.0 - FLR 2 - Uniform (PSF) 0 to 10' 1.00" (Front) 10' 6.00" 15.0 - 25.0 RF 3 - Uniform (PLF) 0 to 10' 1.00" (Front) N/A 100.0 - - WALL 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 3/8/2022 11:08:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Drop Beam B-13 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7952 @ 3.50" 7952 (2.39") Passed (100%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6791 @ 1' 6.50" 15618 Passed (43%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 34044 @ 8' 10.25" 44119 Passed (77%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.369 @ 8' 10.25" 0.571 Passed (L/557) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.693 @ 8' 10.25" 0.856 Passed (L/297) 1.0 D + 0.75 L + 0.75 S (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 factor of 1.00 that was calculated using length L = 17' 1.50". • 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 15" SPF beam 3.50" Hangers 2.39" 3834 3188 2656 9678 See note ' 2 - Stud wall - SPF 5.50" 5.50" 3.79" 3858 3203 2669 9730 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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) 17' 6.00" o/c Bottom Edge (Lu) 176.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 HGUS5.25/12 4.00" N/A 56-10d 20-10d • 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) Snow (1.15) Comments 0 - Self Weight (PLF) 3.50" to 17' 9.00" N/A 18.7 1 - Uniform (PSF) 0 to 17' 9.00" (Front) 12' 0.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 17' 9.00" (Front) 910.001, 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 17' 9.00" (Front) N/A 100.0 - ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 3/7/2022 11:24:08 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 2 aFORTE'CM 2ND FLR, Floor: Drop Beam B-14 1 piece(s) 5 1/8" x 19 1/2" 24F-V4 DF Glulam PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8784 @ 3.50" 8784 (2.64") Passed (100%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 10796 @ 22' 8.00" 20304 Passed (53%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 66394 @ 12' 6.24" 70183 Passed (95%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.591 @ 12' 8.63" 0.804 Passed (L/490) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 1.233 @ 12' 7.88" 1.206 Passed (L/235) 1.0 D + 0.75 L + 0.75 S (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 factor of 0.94 that was calculated using length L = 24' 1.50". • 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 19 1/2" SPF beam 3.50" Hangers 2.64" 4791 1658 3806 10255 See note ' 2 - Stud wall - SPF 5.50" 5.50" 4.98" 5498 3062 4069 12629 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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) 13' 0.00" o/c Bottom Edge (Lu) 24' 6.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support 1 1 Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HGU5.25-SDS H=19.5 5.25" N/A 36-SDS25212 24-SDS25212 • 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) Snow (1.15) Comments 0 - Self Weight (PLF) 3.50" to 24' 9.00" N/A 24.3 1 - Uniform (PSF) 0 to 19' 0.00" (Front) 5' 0.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 19' 0.00" (Front) 2' 0.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 19' 0.00" (Front) N/A 100.0 - - WALL 4 - Point (lb) 19' 0.00" (Front) N/A 3800 3200 2700 PT LD 5 - Point (lb) 7' 0.00" (Front) N/A 1000 - 1400 H-5 LEFT 6 - Point (lb) 12' 0.00" (Front) N/A 1000 1400 H-5 RT ForteWEB Software Operator Job Notes Robert Raichle RCR engineers (206) 295-9439 rcraichle@hotmail.com 6/7/2022 8:49:41 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 2 aFORTE'CM 2ND FLR, Floor: Drop Beam B-15 1 piece(s) 3 1/2" x 7" 1.8E Parallam@ PSL PASSED 1 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) 3110 @ 1.50" 5723 (3.00") Passed (54%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2313 @ 10.00" 4320 Passed (54%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 4673 @ 3' 3.00" 7270 Passed (64%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.112 @ 3' 3.00" 0.208 Passed (L/668) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.207 @ 3' 3.00" 0.313 Passed (L/363) 1.0 D + 0.75 L + 0.75 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 Total 1 - Stud wall - DF 3.00" 3.00" 1.63" 1422 1235 1016 3673 None 2 - Stud wall - OF 3.00" 3.00" 1.63" 1422 1235 1016 3673 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 66.00" o/c Bottom Edge (Lu) 6' 6.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 6.00" N/A 7.6 1 - Uniform (PSF) 0 to 6' 6.00" (Front) 12' 6.00" 15.0 - 25.0 ROOF 2 - Uniform (PSF) 0 to 6' 6.00" (Front) 9' 6.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 6' 6.00" (Front) N/A 100.0 - - WALL 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 6/13/2022 3:06:05 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Floor: Drop Beam B-16 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL 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) 3847 @ 5' 6.00" 6694 (4.50") Passed (57%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4773 @ 1' 4.38" 9081 Passed (53%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 8025 @ 2' 0.00" 20525 Passed (39%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.029 @ 2' 9.20" 0.175 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.056 @ 2' 8.94" 0.262 Passed (L/999+) 1.0 D + 0.75 L + 0.75 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 Total 1 - Column - SPF 4.50" 4.50" 2.57" 3282 2572 1733 7587 Blocking 2 - Stud wall- SPF 4.50" 4.50" 2.59" 1654 2058 867 4579 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) 5' 9.00" o/c Bottom Edge (Lu) 5' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 9.00" N/A 12.1 1 - Uniform (PSF) 0 to 5' 9.00" (Front) 17' 0.00" 15.0 40.0 Default Load 2 - Point (lb) 1' 0.00" (Front) N/A 1300 720 B-5 3 - Point (Ib) 2' 0.00" (Front) N/A 2100 2600 H-2 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 6/7/2022 8:57:25 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Roof: Drop Beam B-17 1 piece(s) 4 x 10 DF No.2 PASSED f 6' 0.00' 121 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) 2639 @ 6' 5.25" 5206 (3.50") Passed (51%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1326 @ 7' 4.25" 4468 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -2940 @ 6' 5.25" 5166 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.101 @ 13' 1.23" 0.614 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.165 @ 13' 1.48" 0.818 Passed (L/894) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • -204 Ibs uplift at support located at 6' 5.25". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Stud wall -SPF 3.50" 3.50" 1.50" 87 255/-58 218/-334 Blocking 392 2 - Stud wall - SPF 3.50" 3.50" 1.77" 1054 1584 -1394 2638/ Blocking 1394 3 - Stud wall - SPF 3.50" 3.50" 1.50" 429 652 15/-582 1 Blocking 82/ • ttiocKmg Faneis are assumea to carry no ioaas appuea airectiy above tnem ana the tuii ioaa is appuea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 18' 11.00" o/c Bottom Edge (Lu) 18' 11.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to IS' 10.50" N/A 8.2 1 - Uniform (PSF) 0 to 18' 10.50" (Front) 5' 0.00" 15.0 25.0 -22.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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/wo(>dproducts/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 6/7/2022 5:29:39 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Roof: Drop Beam B-18 1 piece(s) 4 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) 949 @ 2.00" 5206 (3.50") Passed (18%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 642 @ 1' 0.75" 4468 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1407 @ 3' 3.50" 5166 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.016 @ 3' 3.50" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.027 @ 3' 3.50" 0.417 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 373 576 -507 Blocking 50/ 2 - Stud wall - SPF 3.50" 3.50" 1.50" 373 576 -507 9507 Blocking • tsiocKing raneis are assumea to carry no ioaas appiiea airectiy aoove mem ana the tuii ioaa is appiiea to the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 7.00" o/c Bottom Edge (Lu) 67.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 7.00" N/A 8.2 1 - Uniform (PSF) 0 to 6' 7.00" (Front) 70.00" 15.0 25.0 -22.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design 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 6/7/2022 9:01:29 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM LOW ROOF, Wall: Header H-1 2 piece(s) 2 x 6 DF No.2 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) 383 @ 0 2813 (1.50") Passed (14%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 264 @ 7.00" 2277 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 359 @ 1' 10.50" 1696 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.008 @ 1' 10.50" 0.125 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.014 @ 1' 10.50" 0.188 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Wind Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 148 234 -206 3 2/ None 06 2 - Trimmer - SPF 1.50" 1.50" 1.50" 148 234 -206 3 2/ None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9.00" o/c Bottom Edge (Lu) 3' 9.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 9.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 9.00" 5' 0.00" 5.0 25.0 -22.0 Default Load 2 - Uniform (PLF) 0 to 3' 9.00" N/A 50.0 - - 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 3/6/2022 5:27:48 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM LOW ROOF, Wall: Header H-2 1 piece(s) 4 x 6 DF No.2 PASSED - 1 0 3' 6.00" Fill 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) 8488 @ 3.00" 9844 (4.50") Passed (86%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 200 @ 10.00" 2657 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 272 @ 2' 1.50" 1979 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 2' 1.50" 0.125 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.009 @ 2' 1.50" 0.188 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. System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Floor Live Snow Wind Total 1 -Trimmer - DF 4.50" 4.50" 3.88" 3863 3200 2966 -234 10234/ None 2 - Trimmer - DF 1.50" 1.50" 1.50" 56 - 234 -206 2 0/ None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 0.00" o/c Bottom Edge (Lu) 4' 0.00" 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) Wind (1.60) comments 0 - Self Weight (PLF) 0 to 4' 0.00" N/A 4.9 1 - Uniform (PSF) 0 to 4' 0.00" 5' 0.00" 5.0 - 25.0 -22.0 Default Load 2 - Point (lb) 0 N/A 3800 3200 2700 - WALL 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 6/1/2022 6:23:51 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-3 2 piece(s) 2 x 6 DF No.2 PASSED 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) 687 @ 0 2813 (1.50") Passed (24%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 499 @ 7.00" 1980 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 841 @ 2' 7.50" 1475 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.025 @ 2' 7.50" 0.175 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.067 @ 2' 7.50" 0.262 Passed (L/937) 1.0 D + 0.75 L + 0.75 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 Floor Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 431 210 131 772 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 431 210 131 772 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 3.00" o/c Bottom Edge (Lu) 5' 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 5' 3.00" N/A 4.2 1 - Uniform (PSF) 0 to 5' 3.00" 2' 0.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 5' 3.00" 2' 0.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 5' 3.00" N/A 100.0 - - WALL Notes 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 3/7/2022 11:41:07 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-4 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam PASSED (, 16' 0.00" f o a 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) 6589 @ 1.50" 9994 (3.00") Passed (66%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5391 @ 1' 6.00" 15618 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 26363 @ 8' 3.00" 44203 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.257 @ 8' 3.00" 0.542 Passed (L/759) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.483 @ 8' 3.00" 0.813 Passed (L/404) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 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 NDS. Bearing Length Loads to Supports (Ibs) Supports _ Accessories Total Available Required Dead Snow Wind Total 1 -Trimmer -SPF 3.00" 3.00" 1.98" 3083 3506 -2178 6589/ None 2178 2178 2 - Trimmer - SPF 3.00" 3.00" 1.98" 3083 3506 -2178 6589/ None one Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 166.00" o/c Bottom Edge (Lu) 166.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 16' 6.00" N/A 18.7 -- -- 1 - Uniform (PSF) 0 to 16' 6.00" T 0.00" 15.0 25.0 - LOW RF 2 - Uniform (PSF) 0 to 166.00" 12' 0.00" 15.0 25.0 -22.0 HIGH RF 3 - Uniform (PLF) 0 to 166.00" N/A 100.0 - - WALL 0 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 6/1/2022 6:33:24 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTEWEB' 2ND FLR, Wall: Header H-5 REV 2 piece(s) 1 3/4" x 9 1/2" 1.55E TimberStrand® LSL PASSED C 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) 3359 @ 10' 0.00" 7613 (3.00") Passed (44%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3100 @ 1' 2.00" 7902 Passed (39%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 7254 @ 5' 3.89" 11985 Passed (61%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.215 @ 5' 1.95" 0.325 Passed (L/544) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.368 @ 5' 1.85" 0.488 Passed (L/318) 1.0 D + 0.75 L + 0.75 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 4.50" 4.50" 1.50" 1421 1025 1841 3570 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 1360 1000 1665 3359 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 2.00" o/c Bottom Edge (Lu) 10' 2.00" 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 10' 1.50" N/A 10.4 1 - Uniform (PSF) 0 to 10' 1.50" 2' 0.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 10' 1.50" 5' 0.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 10, 1.50" N/A 100.0 - - WALL 4 - Point (lb) 1' 8.40" N/A 300 1500 P 5 - Point (lb) 810.001, N/A 300 1500 P 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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design 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 8/12/2023 10:20:37 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, 7Wall: Header H-5 2 piece(s) 2 x 6 DF No.2 PASSED 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) 267 @ 0 2813 (1.50") Passed (9%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 171 @ 7.00" 1980 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 217 @ 1' 7.50" 1475 Passed (15%) 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) 0.006 @ 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 Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 137 130 267 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 137 130 267 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 FLR 2 - Uniform (PLF) 0 to 3' 3.00" N/A 50.0 - 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 3/7/2022 11:53:16 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-6 2 piece(s) 2 x 6 DF No.2 PASSED 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) 645 @ 0 2813 (1.50") Passed (23%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 413 @ 7.00" 2277 Passed (18%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 524 @ 1' 7.50" 1696 Passed (31%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.015 @ 1' 7.50" 0.162 Passed (L/999+) 1.0 D + 0.75 L + 0.75 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 Floor Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 364 130 244 738 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 364 130 244 738 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" 60.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 3' 3.00" 2' 0.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 3' 3.00" N/A 100.0 - - WALL Notes 0 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 3/8/2022 1:22:12 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-7 2 piece(s) 2 x 6 DF No.2 PASSED 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) 267 @ 0 2813 (1.50") Passed (9%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 171 @ 7.00" 1980 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 217 @ 1' 7.50" 1475 Passed (15%) 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) 0.006 @ 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 Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 137 130 267 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 137 130 267 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 FLR 2 - Uniform (PLF) 0 to 3' 3.00" N/A 50.0 - 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 3/7/2022 11:53:16 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-8 2 piece(s) 2 x 6 DF No.2 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) 1071 @ 0 2813 (1.50") Passed (38%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 651 @ 7.00" 1980 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 886 @ 1' 10.50" 1475 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.019 @ 1' 10.50" 0.125 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.038 @ 1' 10.50" 0.188 Passed (L/999+) 1.0 D + 0.75 L + 0.75 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 Floor Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 533 413 305 1251 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 533 413 305 1251 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 9.00" o/c Bottom Edge (Lu) T 9.00" 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' 9.00" N/A 4.2 1 - Uniform (PSF) 0 to 3' 9.00" 6' 6.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 3' 9.00" 5' 6.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 3' 9.00" N/A 100.0 - - WALL Notes 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 3/8/2022 1:23:39 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-9 2 piece(s) 2 x 6 DF No.2 PASSED 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) 1412 @ 0 2813 (1.50") Passed (50%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 809 @ 7.00" 1980 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1025 @ 1' 7.50" 1475 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.018 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.033 @ 1' 7.50" 0.162 Passed (L/999+) 1.0 D + 0.75 L + 0.75 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 Floor Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 645 618 406 1669 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 645 618 406 1669 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" 1010.001, 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 3' 3.00" 9' 6.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 3' 3.00" N/A 100.0 - - WALL Notes 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 3/8/2022 1:28:51 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-10 2 piece(s) 2 x 8 DF No.2 PASSED 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) 1850 @ 0 2813 (1.50") Passed (66%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1086 @ 8.75" 2610 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1757 @ 2' 1.50" 2365 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 2' 1.50" 0.142 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.042 @ 2' 1.50" 0.213 Passed (L/999+) 1.0 D + 0.75 L + 0.75 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 Floor Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 846 808 531 2185 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 846 808 531 2185 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) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 3.00" N/A 5.5 1 - Uniform (PSF) 0 to 4' 3.00" 1010.001, 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 4' 3.00" 9' 6.00" 15.0 40.0 - FLR 3 - Uniform (PLF) 0 to 4' 3.00" N/A 100.0 - - WALL 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 3/8/2022 1:29:52 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-11 2 piece(s) 2 x 8 DF No.2 PASSED 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) 1512 @ 0 2813 (1.50") Passed (54%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 834 @ 8.75" 2610 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1229 @ 1' 7.50" 2365 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 1' 7.50" 0.108 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.015 @ 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 Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 537 975 1512 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 537 975 1512 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 5.5 1 - Uniform (PSF) 0 to 3' 3.00" 1510.001, 15.0 40.0 Default Load 2 - Uniform (PLF) 0 to 3' 3.00" 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 6/1/2022 6:42:58 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM 2ND FLR, Wall: Header H-12 2 piece(s) 2 x 8 DF No.2 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) 2263 @ 0 2813 (1.50") Passed (80%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2223 @ 8.75" 3002 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2236 @ 1' 0.00" 2720 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.025 @ 2' 1.20" 0.158 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.045 @ 2' 1.45" 0.237 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 Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 1000 1263 2263 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 363 337 700 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 9.00" o/c Bottom Edge (Lu) 4' 9.00" 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' 9.00" N/A 5.5 1 - Uniform (PLF) 0 to 4' 9.00" N/A 50.0 - WALL 2 - Point (lb) 110.001, N/A 1100 1600 B-17 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 6/7/2022 5:32:42 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 RCR ENGINEERS. PLLC Structural EnLyineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 3-1-2022 Subject MAIN LEVEL Sheet MAIN-1 DL=15 LL=40 / 60 DECKS B-7 s � J-1 2X8 DF#2 @ 12" t J-2 2X8 DF#2 @ 16" -2 EX H- EX HD B-1 2- 1 3/4 X 9 1/4 LVL 4 ` H-1 ---�� B-2 2- 1 3/4 X 9 1/4 LVL i11 B-3 5 1/8 X 12 GLB w B-4 5 1/8 X 13 1/2 GLIB J-1 B-5 2- 1 3/4 X 9 1/4 LVL B-6 3-2X8 DF#2 i i i EX B-7 4X12 DF#2 N 00 _ _-_ -_ _ _, EX i H-1 2-2X8 DF#2 X H-2 2- 1 3/4 X 9 1/4 LVL w B-1 X v �� w m �� i �o 0 II �.: EX co I -7 m I I II . EX SOG ? ? i II II Ln EX F.8 o I I ❑ F.9 II CD • H r i K RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL TRIEU Date 3-9-22 Subject MAIN FLOOR Sheet MAIN-2 DL=15 LL=40 / 60 DECKS RF TRTIB = 7FT 2ND FLR TRIB = 6 FT WALL = 150plf J-1 2X8 DF#2 @ 12" 1.0 10 R 0.48D 0.65L 0.20S J-2 L= 7 FT LL=60 DECK 2X8 DF#2 @ 16" RB-1 .75D 1.2S B-1 TRIB RF = 4 FT 4.33 TRIB FLR = 2+2=4 1. 5.33 WALL=100PLF R=1.1 D .64L .68S R=1.2D .5L 1.2S 2- 1 3/4 X 9 1/4 LVL B-1 1.1 D .64L .68S B-2 2- 1 3/4 X 9 1/4 LVL 0 SEE J-1 REACTION 2.5 t 8 WALL 6.8k RB-5 B-1 B-3L=11 FT RFTRIB =4FT 3.3D4.9S� 4 3 2ND TRIB = 2.5 FT 11 17 MAIN TRIB = 2.5 FT FOR 8 FT = 5 FT FOR 3 FT WALL = 150 plf OVER 8FT R=10.0 R=7.1 51/8X12GLIB B-4 MAIN TRIB = 2 FT + 100 plf WALL P1=H-2 RF =3.4D 4.8S @3FT P2= B-5 2ND= 1.3D .71- @ 4 FT P3 = B-16 2ND =1.7D 2.1 L .9S @5FT P4=B-162ND =3.3D2.6L1.7S@9.5ft 5 1/8 X 13 1/2 GLB B-5 L= 10 FT TRIB = 2 FT FLR 2- 1 3/4 X X9 1/4 LVL R=2.8 P2 P1 P-3 P4 111 � -T 11.0 R=4.7k R=7.Ok B-11 2ND 1.5D .51- 1 AS 6 10 2.3 2.8 RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL TRIEU Date 3-25-22 Subject MAIN FLOOR Sheet MAIN-3 B-6 L= 10 FT TRIB = 2 FT FLR 2- 1 3/4 X X9 1/4 LVL R=2.8 B-7 L = 11.5 FT TRIB 3.5 FT DECK 50 PLF RAIL 4X12 DF#2 H-1 L= 5FT TRIB = 3.5 DECK 2.0 FL 2-2X8 DF#2 H- 2 L= 6.0 TRIB = 3.5 DECK 2.0 FL 2- 1 3/4 X 9 1/4 LVL B-12 2ND 1.3D .8L 1.1S 5 10 2.6 2.4 2ND - 2.4D 2.51- 1.1 S 2.0 T R=5.6 R=3.0 3 JACK STUDS 2 JACK STUDS aFORTE'CM MAIN FLR, Floor: Joist J-1 1 piece(s) 2 x 8 DF No.2 @ 12" OC PASSED r r 10' 0.00" L a a 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) 1132 @ 1' 1.75" 2231 (3.50") Passed (51%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 727 @ 4.75" 1305 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -844 @ 1' 1.75" 1360 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.129 @ 6' 3.13" 0.256 Passed (L/949) 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.070 @ 0 0.200 Passed (2L/394) 1.0 D + 0.75 L + 0.75 S (Alt Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (2L/0.2"). • 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 Snow Total 1 - Stud wall- SPF 3.50" 3.50" 1.78" 479 653 195 1327 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.50" 40 213/-39 -20 253/-59 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • 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) 11' 6.00" o/c Bottom Edge (Lu) 11' 6.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 11' 7.00" 12" 15.0 40.0 - Default Load 2 - Point (PLF) 0 12" 105.0 - 175.0 RF 3 - Point (PLF) 0 12" 90.0 360.0 - 2ND 4 - Point (PLF) 0 12" 150.0 - WALL Notes 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 3/9/2022 6:01:53 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Floor: Joist J-2 1 piece(s) 2 x 8 DF No.2 @ 16" OC PASSED J 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) 369 @ 2.50" 1434 (2.25") Passed (26%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 290 @ 10.75" 1305 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 642 @ 3' 9.50" 1360 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.062 @ 3' 9.50" 0.179 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.078 @ 3' 9.50" 0.358 Passed (L/999+) 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 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 Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 76 303 379 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 76 303 379 1 1/4" Rim Board • Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 75.00" o/c Bottom Edge (Lu) 75.00" 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 7' 7.00" 16" 15.0 60.0 Default Load 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 3/9/2022 6:04:03 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Floor: Drop Beam B-1 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL PASSED i 1' 0.00" 5' 3.96' 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) 2391 @ 6' 7.46" 3938 (1.50") Passed (61%) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Shear (Ibs) 2105 @ 5' 10.21" 7074 Passed (30%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 2778 @ 4' 10.51" 12884 Passed (22%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Live Load Defl. (in) 0.021 @ 4' 0.47" 0.183 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.041 @ 4' 0.48" 0.274 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Snow Total 1 - Beam - DF 3.50" 3.50" 1.50" 1096 641 683 2420 Blocking 2 - Hanger on 9 1/4" DF beam 3.50" Hanger- 1.50" 1238 485 1214 2937 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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) 67.00" o/c Bottom Edge (Lu) 67.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 2 - Face Mount Hanger HGUS410 4.00" N/A 46-10d 16-10d • 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) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 7.46" N/A 9.4 1 - Uniform (PSF) 0 to 6' 10.96" (Front) 4' 0.00" 15.0 - 25.0 ROOF 2 - Uniform (PSF) 0 to 6' 10.96" (Front) 4' 0.00" 15.0 40.0 - MIAN + 2ND 3 - Point (lb) 5' 3.96" (Front) N/A 750 1200 RB-1 4 - Uniform (PLF) 0 to 6' 10.96" (Front) N/A 100.0 WALL 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 6/8/2022 2:49:54 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Floor: Drop Beam B-2 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. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 11103 @ 2' 9.00" 15750 (6.00") Passed (70%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4694 @ 3' 9.25" 6151 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -9094 @ 2' 9.00" 11204 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.190 @ 0 0.200 Passed (2L/348) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.265 @ 0 0.275 Passed (2L/248) 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/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 Total 1 - Column - DF 6.00" 6.00" 4.23" 5078 5653 2381 13112 Blocking 2 - Stud wall - DF 3.50" 3.50" 2.00" 1549 2830/-504 714 5504/ None • owcKing vaneis are assumes to carry no ioaas appuea airecoy aoove tnem ano the rwi ioaa is appuea to me memoer Deing Designeo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 4.00" o/c Bottom Edge (Lu) 10' 11.00" o/c -Maximum allowable bracing intervals based on applied load. ical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 3.50" N/A 9.4 1 - Uniform (PLF) 0 to 11' 3.50" (Front) N/A 480.0 650.0 200.0 SEE 3-1 2 - Point (lb) 0 (Front) N/A 1100 640 680 B-1 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 6/8/2022 3:13:10 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Floor: Drop Beam B-3 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam PASSED j 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) 8550 @ 4.50" 19988 (6.00") Passed (43%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 7950 @ 1' 6.00" 12495 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 27821 @ 4' 0.00" 28290 Passed (98%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.218 @ 5' 8.45" 0.375 Passed (L/620) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.431 @ 5' 9.03" 0.563 Passed (L/313) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 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 NDS. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - DF 6.00" 6.00" 2.57" 4300 1361 4249 9910 Blocking 2 - Column - DF 6.00" 6.00" 1.81" 2931 1464 2651 7046 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) 10' 0.00" o/c Bottom Edge (Lu) 12' 0.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 0.00" N/A 14.9 1 - Uniform (PSF) 0 to 8' 0.00" (Front) 4' 0.00" 15.0 - 25.0 RF 2 - Uniform (PSF) 0 to 8' 0.00" (Front) 2' 6.00" 15.0 40.0 - 2ND 3 - Uniform (PSF) 0 to 8' 0.00" (Front) 2' 6.00" 15.0 40.0 MAIN 4 - Uniform (PSF) 8' 0.00" to 11' 7.00" (Front) 5' 0.00" 15.0 40.0 MAIN 5 - Uniform (PLF) 0 to 8' 0.00" (Front) N/A 150.0 - - WALL 6 - Point (lb) 4' 0.00" (Front) N/A 3300 - 4900 RB-5 7 - Point (lb) 8' 0.00" (Front) N/A 1200 500 1200 B-1 Notes 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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design 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 6/8/2022 3:09:34 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 .I F O R T E M) MEMBER REPORT PASSED MAIN FLR, Floor: Drop Beam B-4 1 piece(s) 5 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 120.00 f 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) 11674 @ 4.50" 19988 (6.00") Passed (58%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 11338 @ 1' 7.50" 14057 Passed (81%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 35198 @ 5' 0.00" 35805 Passed (98%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.192 @ 5' 10.09" 0.375 Passed (L/702) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.411 @ 5' 10.02" 0.563 Passed (L/328) 1.0 D + 0.75 L + 0.75 S (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 factor of 1.00 that was calculated using length L = 11' 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 NDS. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - DF 6.00" 6.00" 3.50" 6264 2682 4531 13477 None 2 - Column - DF 6.00" 6.00" 3.15" 5598 3678 2869 12145 None Lateral Bracing sm Bracing Intervals Comments Top Edge (Lu) 8' 8.00" o/c Bottom Edge (Lu) 12' 0.00" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 0.00" N/A 16.8 1 - Uniform (PSF) 0 to 12' 0.00" (Front) 2' 0.00" 15.0 40.0 - Default Load 2 - Point (lb) 3' 0.00" (Front) N/A 3400 - 4800 Pi 3 - Point (lb) 4' 0.00" (Front) N/A 1700 700 - P2 4 - Point (lb) 5' 0.00" (Front) N/A 1700 2100 900 P3 5 - Uniform (PLF) 0 to 12' 0.00" (Front) N/A 100.0 - - WALL 6 - Point (lb) 9' 6.00" (Front) N/A 3300 2600 1700 P4 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 6/8/2022 3:50:02 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Floor: Drop Beam B-5 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL 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) 3184 @ 2.00" 5206 (3.50") Passed (61%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2478 @ 1' 0.75" 6151 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7106 @ 4' 9.50" 11204 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.174 @ 4' 9.50" 0.308 Passed (L/639) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.262 @ 4' 9.50" 0.463 Passed (L/423) 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 Total 1 - Stud wall - SPF 3.50" 3.50" 2.14" 1075 2108 3183 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.14" 1075 2108 3183 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) 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 9.4 1 - Uniform (PSF) 0 to 9' 7.00" (Front) 1110.001, 15.0 40.0 Default Load 2 - Uniform (PLF) 0 to 9' 7.00" (Front) N/A 50.0 - WALL 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 3/9/2022 10:26:41 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Floor: Drop Beam B-6 2 piece(s) 4 x 10 DF No.2 PASSED I i1e][41I11 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) 2162 @ 2.00" 15313 (3.50") Passed (14%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1814 @ 1' 0.75" 7770 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 8746 @ 5' 0.00" 10332 Passed (85%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.105 @ 5' 2.90" 0.342 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.188 @ 5' 2.86" 0.512 Passed (L/653) 1.0 D + 0.75 L + 0.75 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. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Snow Total 1 - Stud wall - DF 3.50" 3.50" F 1.50" 933 1058 581 2572 None 2 - Stud wall - DF 3.50" 3.50" 1 1.50" 859 1012 519 2390 None 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) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 7.00" N/A 16.4 1 - Uniform (PSF) 0 to 10' 7.00" (Front) 2' 0.00" 15.0 60.0 - Default Load 2 - Point (PLF) 5' 0.00" (Front) 110.001, 1300.0 800.0 1100.0 B-12 0 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 6/8/2022 4:15:10 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Wall: Header H-1 2 piece(s) 2 x 8 DF No.2 PASSED 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) 992 @ 0 2813 (1.50") Passed (35%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 717 @ 8.75" 2610 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1302 @ 2' 7.50" 2365 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.033 @ 2' 7.50" 0.175 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.042 @ 2' 7.50" 0.262 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 Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 231 761 992 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 231 761 992 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 3.00" o/c Bottom Edge (Lu) 5' 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 5' 3.00" N/A 5.5 1 - Uniform (PSF) 0 to 5' 3.00" T 6.00" 15.0 60.0 DECK 2 - Uniform (PSF) 0 to 5' 3.00" 2' 0.00" 15.0 40.0 FLR 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 3/9/2022 6:33:40 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 aFORTE'CM MAIN FLR, Wall: Header H-2 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL PASSED FI 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) 4817 @ 3.00" 11419 (4.50") Passed (42%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4379 @ 1' 1.75" 6151 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7678 @ 2' 0.00" 11204 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.071 @ 3' 2.28" 0.208 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.122 @ T 2.02" 0.313 Passed (L/614) 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 Snow Total 1 - Trimmer - SPF 4.50" 4.50" 1.90" 2038 2779 792 5609 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 971 1643 308 2922 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 68.00" o/c Bottom Edge (Lu) 68.00" 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 6' 7.50" N/A 9.4 -- -- 1 - Uniform (PSF) 0 to 6' 7.50" 3' 6.00" 15.0 60.0 DECK 2 - Uniform (PSF) 0 to 6' 7.50" 2' 0.00" 15.0 40.0 FLR 3 - Point (lb) 2' 0.00" N/A 2400 2500 1100 POST ABOVE 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 6/8/2022 4:19:35 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: PAUL TRIEU 2022 Page 1 / 1 RCR ENGINEERS. PLLC Structural EnLyineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 3-1-2022 Subject FOUNDATION Sheet F-1 SOIL BRG 2500psf PER REPORT BY NGA DATED 10-12-21 1) SOLID LINES NEW FTGS SOILS ENGINER TO VERIFY SUITABLE BEARING BEFORE POURING 2) DASHED LINES SHOW THE EXISTING FOOTINGS WHICH SHOULD BE INVESTIGATED BY THE SOILS ENGINEER AND SUB CONTRACTOR FOR DETERMINATION OF UNDERPINNING REQUIREMENTS 3) PIN PILES TO RELEVEL FOOTINGS GRID B & 2 SEE - I b I F2.0 2.0 0.8k1f 1.6k Y N `1' 1'6" 1.3 4.0 F2.0 - - 3.Ok ----------- -�--- 0_---- =I III I I I I I 7.4k 13.4k I F2.5�I N I I ' I I I I I � � � ' III I I ' N 13.OK 2'0": - - - 18.11k1 I I I I I - 1 0 F3.0�I1i L� l N EX FTG & COL ' i VRFY 9.9k ' 13.4k I - ---�I�--- -- 2-------li� II I ------I =7--------------------------10.�--- I I I r' I I Y I 5.2 F2.0 N • C - - I ~ L_I L ` I I I ' _ � 1.9 3.2 F.8- - - - - - I ' 2.6 L- - - - - - - - - - - - - - - - - - - - - , - - - - - - - - - - - 0.9k1f 1.3+4.0 2.6+4.0 F61F2.0 g F2.0 4.0 k2.01 F2.0F2.0 7.0 L- 13.L I I 2'-0" ---------- --- � 2.0 Y C (V -12.6k F.9 K�� 7 K��' K' �-� Engineers K� UH P�0 �U P� UH �� 0� �� U� U 'U '� . Str�' 29028 170th AVE 8B, Kent, WA98O42(2O6) 295 9439 Project# proj ect PAUL TRIEU Date O 1322 Subject WALLS NORTH ELEVATION Sheet W-1 A- L 4X6 STUD @ RF BM - - - - lZ poll LEIGHT ilivolm, 111 0 Ift 0 ------------- ----------------- FLMR ------------ 1 2X6DF#2@16 1A 1-2XO+JACK STUD 1B 2-2XO+JACK STUD 1C 4XG+JACK STUD 1D 4X8PDST 2 2X6DF#2@16 2A 1'2XO+JACK STUD 2B 3-2X0+2JACK STUDS 2C 2-2X8+3JACK STUDS RCR ENGINEERS, PLLC Structural Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-13-22 Subject WALLS WEST ELEVATION Sheet W-2 LOGE ,5'J• *Z&- �EOHi �ECK N �EAGEft HEIGHT >, 1 A 2A >~ 2 I � 3 ------------------ 1 ra-0� 1 rr-Jl. 1---------- M FGUO T= 6X6 1 VA T______________ LOGE 1SJ• FLA� N� Hf I,�al TGP� E. MM HE/OEL HEGHT o- —* 1______-------- IQW aa� 19(11ST GFOUHWT To"E AS I3 RCR ENGINEERS, PLLC Structural Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-13-22 Subject WALLS SOUTH ELEVATION Sheet W-3 W. B•101lC r EAOF'R HE1pHT S-T I 3.10- 1C Ef 1B CRA— SPACE BEYOND 51'-1P 0 — 213 ENTRY TRUSS 6'-101/C PLATE CUTE HEADER HEIGHT IN IN == 1 11 11 II II I I CRANE SPACE BEYOND 1 I ............. pOzsR ; 1 I G=HEIOHr — II _T11T Till RCR ENGINEERS, PLLC Structural Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-13-22 Subject WALLS EAST ELEVATION Sheet W-4 YOGE 11�-0.1 HEIGHT ENTRY TRUSS -- r �HEApER HEIGHT 3 1/2 X 3 1/2 X14 HSS aa- aR.�wEwn Ia'd'1 --------------- =-------- ----- mi H111 ilililfilrom- M-,- I' I I I I �1 I I I T__________________ EXISTING FOUNDATION TO RENYIN AS IS —W —* asnaa - mrn I�r la-o-I RCR ENGINEERS. PLLC Structural Enizineers 29028 1761h AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL TRIEU Date 1-29-21 Subject WALL STUDS Sheet W-3 WIND LOAD = 24.7 psf LRFD ROOF DL=15 SL=25 FLOORS DL=15 LL=40 1 - HT = 9 FT TRIB = 12FT 2X6 DF#2 @ 16 1A - WINDOW MAX =4 FT 1-2X6 + JACK STUD 1 B - WINDOW MAX = 8 FT 10FT HT 1-2X6 + JACK STUD 1 C - WINDOW MAX = 7 FT 11 FT HT 2-2X6 + JACK STUD 2 - HT = 10 FT TRIB = 12FT 2A - WINDOW MAX =5 FT 2X6 DF#2 @ 16 1-2X6 + JACK STUD 2B DOOR 8X16 2--2X6 + 2 JACK STUDS V1.1 4-12-2020 RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 WOOD STUD DESIGN Project TRIEU Title STUD 1 MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 1147 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 985 E (ksi) = 1600 Emin (ksi) = 580 MEMBER DATA HT (FT) = b (in) = 1.5 Braced Multiple Studs No Number d (in) = 5.5 This axis unbraced Spacing (in) = 16 Crb I Yes Repetitive Stress = LOADS AXIAL plf LATERAL** psf Cd RESULTS Axial ecc(in)* = I 0.5 *Pos ecc adds to pos lat load I/d < = 50? = 20 1.15 4x max & 3 or more @24"max DL(ASD) FLL(ASD) RLL(ASD) SL(ASD) WL(LRFD) EQ(LRFD) 0.9 1.00 1.00 1.15 1.60 1.60 ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases CASE 1 16-8 DL CASE 2 16-9 DL + FILL CASE 3 16-10 DL + RILL or SL CASE4 16-11 DL+0.75(FLL+(RLLorSL)) CASE5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL+0.75(FLL+0.6W+(RLLorSL)) CASE6b 16-14 DL+0.75(FILL +0.7E+(RILL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E MAX= M ft-# Axial # Unity DEFL in ASD ASD 10 240 0.05 0.00 10 240 0.05 0.00 27 640 0.11 0.00 23 540 0.10 0.00 213 240 0.22 0.09 48 240 0.08 0.02 174 540 0.23 0.07 51 540 0.12 0.00 209 144 0.20 0.00 48 240 0.08 0.02 213 640 0.23 0.09 Allow End Bearing = 5156 12% L/1217 L/180 max Page 1 1/29/2021 1/29/2021 V1.14-12-2020 RCR Engineers PLLC Page 1 29028 17th Ave SE 1/29/2021 Kent, WA 98042 X 1 § 1 i Project ITRIEU Title I STUD 1A MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 1044 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 985 E (ksi) = 1600 Emin (ksi) = 580 WALL OPENING HT (FT) _ � Width (FT) = 4 Stud Spacing (in) 16 Height (FT) = 5 Sill Ht (FT) = 3 King / Jack Stud Framing Method IS97_1111 AXIAL plf LATERAL** psf CD DL(ASD) FLUASD) RLL(ASD) SUASD) WL(LRFD) EQ(LRFD) 180 0 0 300 0 0 0 0 0 0 25 4 0.90 1.00 1.00 1.15 1.60 1.60 * Pos ecc adds to pos lat load ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases King stud King stud resists lat loads Jack stud Jack stud resists vert loads b (in) = 1.5 b (in) = 1.5 d (in) = 5.5 d (in) = 5.5 Axial ecc(in) = 0.5 Axial ecc(in) = 1 Number = 1 4x max & 3 or more @24"max Number = 1 Repetitive Stressl No Crb = 1 Repetitive Stressl No M ft-# Axial # Unity DEFL in M ft-# Axial # Unity MAX= 405 1 0 1 0.38 1 0.18 L/609 MAX= 53 1 1280 1 0.19 Allow End Bearing = 5156 0% L/180 max Allow End Bearing = 5156 25% Top Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 1� M ft-# Unity DEFL in MAX=F 1296 0.12 1 0.00 L/20540 L/180 max Bot Window Trimmer b (in) = 1.5 d (in) = 5.5 Number M ft-# Unity DEFL in MAX= 1 0.16 1 0.00 L/15405 L/180 max V1.14-12-2020 CASE 1 DL CASE 2 DL + FLL CASE 3 DL + RLL or SL CASE 4 DL+0.75( FLL +(RLL or SL)) CASE 5a DL+0.6W CASE 5b DL+0.7E CASE 6a DL+0.75( FLL +0.6W + (RLL or SL)) CASE 6b DL+0.75( FLL + 0.7E + (RLL orSL)) CASE 7 0.6DL+ 0.6W CASE 80.6DL+0.7E TOP TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E BOT TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 KING STUD JACK STUD MOM AXIAL UNITY DER MOM AXIAL UNITY ASD ASD ASD ASD 0 0 0.00 0.01 20 480 0.10 0 0 0.00 0.01 20 480 0.10 0 0 0.00 0.01 53 1280 0.19 0 0 0.00 0.01 17 405 0.06 405 0 0.38 0.18 8 90 0.04 76 0 0.07 0.03 8 90 0.04 304 0 0.29 0.13 8 90 0.04 57 0 0.05 0.00 29 349 0.06 405 0 0.38 0.00 5 54 0.02 76 0 0.07 0.03 2 27 0.01 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 1296 0.12 0.00 202 0.12 0.00 972 0.09 0.00 151 0.01 0.00 1296 0.12 0.00 202 0.02 0.00 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 1728 0.16 0.00 269 0.02 0.00 1296 0.12 0.00 202 0.02 0.00 1728 0.16 0.00 269 0.02 0.00 Page 2 1/29/2021 V1.14-12-2020 RCR Engineers PLLC Page 1 29028 17th Ave SE 6/13/2022 Kent, WA 98042 X 1 § 1 i Project ITRIEU Title ISTUD 16 MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 1014 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 84S E (ksi) = 1600 Emin (ksi) = S80 WALL OPENING HT (FT) = 10 Width (FT) = 8 Stud Spacing (in) 16 Height (FT) = 5 Sill Ht (FT) = 3 King / Jack Stud Framing Method IS97_1111 AXIAL plf LATERAL** psf CD DL(ASD) FLUASD) RLL(ASD) SUASD) WL(LRFD) EQ(LRFD) 180 0 0 300 0 0 0 0 0 0 25 4 0.90 1.00 1.00 1.15 1.60 1.60 * Pos ecc adds to pos lat load ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases King stud King stud resists lat loads Jack stud Jack stud resists vert loads b (in) = 1.5 b (in) = 1.5 d (in) = 5.5 d (in) = 5.5 Axial ecc(in) = 0.5 Axial ecc(in) = 1 Number = 1 4x max & 3 or more @24"max Number = 1 Repetitive Stressl No Crb = 1 Repetitive Stressl No M ft-# Axial # Unity DEFL in M ft-# Axial # Unity MAX= 875 1 0 1 0.86 1 0.47 L/254 MAX= 93 1 2240 1 0.38 Allow End Bearing = 5156 0% L/180 max Allow End Bearing = 5156 43% Top Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 1 M ft-# Unity DEFL in MAX= F 6048 0.56 0.02 1 L/4401 L/180 max Bot Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 1� M ft-# Unity DEFL in MAX= 1 0.63 1 0.02 1 L/3851 L/180 max V1.14-12-2020 CASE 1 DL CASE 2 DL + FLL CASE 3 DL + RLL or SL CASE 4 DL+0.75( FLL +(RLL or SL)) CASE 5a DL+0.6W CASE 5b DL+0.7E CASE 6a DL+0.75( FLL +0.6W + (RLL or SL)) CASE 6b DL+0.75( FLL + 0.7E + (RLL orSL)) CASE 7 0.6DL+ 0.6W CASE 80.6DL+0.7E TOP TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E BOT TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 KING STUD JACK STUD MOM AXIAL UNITY DER MOM AXIAL UNITY ASD ASD ASD ASD 0 0 0.00 0.01 35 840 0.19 0 0 0.00 0.01 35 840 0.19 0 0 0.00 0.01 93 2240 0.38 0 0 0.00 0.01 17 405 0.07 875 0 0.86 0.47 8 90 0.04 163 0 0.16 0.09 8 90 0.04 656 0 0.64 0.35 8 90 0.04 123 0 0.12 0.00 29 349 0.06 875 0 0.86 0.00 5 54 0.03 163 0 0.16 0.09 2 27 0.01 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 6048 0.56 0.02 941 0.56 0.00 4536 0.42 0.02 706 0.06 0.00 6048 0.56 0.02 941 0.09 0.00 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 6912 0.63 0.02 1075 0.10 0.00 5184 0.48 0.02 806 0.07 0.00 6912 0.63 0.02 1075 0.10 0.00 Page 2 6/13/2022 V1.14-12-2020 RCR Engineers PLLC Page 1 29028 17th Ave SE 6/13/2022 Kent, WA 98042 X 1 § 1 i Project ITRIEU Title I STUD 1C MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 979 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 72S E (ksi) = 1600 Emin (ksi) = S80 WALL OPENING HT (FT) = 11 Width (FT) = 7 Stud Spacing (in) 16 Height (FT) = 3 Sill Ht (FT) = 8 King / Jack Stud Framing Method IS97_1111 AXIAL plf LATERAL** psf CD DL(ASD) FLUASD) RLL(ASD) SUASD) WL(LRFD) EQ(LRFD) 180 0 0 300 0 0 0 0 0 0 25 4 0.90 1.00 1.00 1.15 1.60 1.60 * Pos ecc adds to pos lat load ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases King stud King stud resists lat loads Jack stud Jack stud resists vert loads b (in) = 1.5 b (in) = 1.5 d (in) = 5.5 d (in) = 5.5 Axial ecc(in) = 0.5 Axial ecc(in) = 1 Number = 2 4x max & 3 or more @24"max Number = 1 Repetitive Stressl No Crb = 1 Repetitive Stressl No M ft-# Axial # Unity DEFL in M ft-# Axial # Unity MAX= 945 1 0 1 0.48 1 0.31 L/427 MAX= 83 1 2000 1 0.38 Allow End Bearing = 10313 0% L/180 max Allow End Bearing = 5156 39% Top Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 1 M ft-# Unity DEFL in MAX=F 1985 0.18 0.01 1 L/13414 L/180 max Bot Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 1 M ft-# Unity DEFL in MAX= 7277 0.67 1 0.02 1 L/3658 I L/180 max V1.14-12-2020 CASE 1 DL CASE 2 DL + FLL CASE 3 DL + RLL or SL CASE 4 DL+0.75( FLL +(RLL or SL)) CASE 5a DL+0.6W CASE 5b DL+0.7E CASE 6a DL+0.75( FLL +0.6W + (RLL or SL)) CASE 6b DL+0.75( FLL + 0.7E + (RLL orSL)) CASE 7 0.6DL+ 0.6W CASE 80.6DL+0.7E TOP TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E BOT TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 KING STUD JACK STUD MOM AXIAL UNITY DER MOM AXIAL UNITY ASD ASD ASD ASD 0 0 0.00 0.01 31 750 0.20 0 0 0.00 0.01 31 750 0.20 0 0 0.00 0.01 83 2000 0.38 0 0 0.00 0.01 17 405 0.08 945 0 0.48 0.31 8 90 0.05 176 0 0.09 0.06 8 90 0.05 709 0 0.36 0.23 8 90 0.05 132 0 0.07 0.00 29 349 0.07 945 0 0.48 0.00 5 54 0.03 176 0 0.09 0.06 2 27 0.01 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 1985 0.18 0.01 309 0.18 0.00 1488 0.14 0.00 232 0.02 0.00 1985 0.18 0.01 309 0.03 0.00 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 7277 0.67 0.02 1132 0.10 0.00 5457 0.50 0.02 849 0.08 0.00 7277 0.67 0.02 1132 0.10 0.00 Page 2 6/13/2022 V1.1 4-12-2020 RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 WOOD STUD DESIGN Project TRIEU Title STUD 2 MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 1147 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 985 E (ksi) = 1600 Emin (ksi) = 580 MEMBER DATA HT (FT) = b (in) = 1.5 Braced Multiple Studs No Number d (in) = 5.5 This axis unbraced Spacing (in) = 16 Crb I Yes Repetitive Stress = LOADS AXIAL plf LATERAL** psf Cd RESULTS Axial ecc(in)* = I 0.5 *Pos ecc adds to pos lat load I/d < = 50? = 20 1.15 4x max & 3 or more @24"max DL(ASD) FLL(ASD) RLL(ASD) SL(ASD) WL(LRFD) EQ(LRFD) 360 480 0 300 0 0 0 0 0 0 25 4 0.9 1.00 1.00 1.15 1.60 1.60 ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases CASE 1 16-8 DL CASE 2 16-9 DL + FILL CASE 3 16-10 DL + RILL or SL CASE4 16-11 DL+0.75(FLL+(RLLorSL)) CASE5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL+0.75(FLL+0.6W+(RLLorSL)) CASE6b 16-14 DL+0.75(FILL +0.7E+(RILL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E MAX= M ft-# Axial # Unity DEFL in ASD ASD 20 480 0.10 0.01 47 1120 0.21 0.01 37 880 0.16 0.01 53 1260 0.23 0.01 223 480 0.27 0.09 58 480 0.13 0.02 204 1260 0.36 0.07 81 1260 0.25 0.00 215 288 0.23 0.00 58 480 0.13 0.02 223 1260 0.36 0.09 Allow End Bearing = 5156 24% L/1217 L/180 max Page 1 1/29/2021 1/29/2021 V1.14-12-2020 RCR Engineers PLLC Page 1 29028 17th Ave SE 1/29/2021 Kent, WA 98042 X 1 § 1 i Project ITRIEU Title I STUD 2A MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 1044 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 985 E (ksi) = 1600 Emin (ksi) = 580 WALL OPENING HT (FT) _ � Width (FT) = 5 Stud Spacing (in) 16 Height (FT) = 5 Sill Ht (FT) = 3 King / Jack Stud Framing Method IS97_1111 AXIAL plf LATERAL** psf CD DL(ASD) FLUASD) RLL(ASD) SUASD) WL(LRFD) EQ(LRFD) 360 480 0 300 0 0 0 0 0 0 25 4 0.90 1.00 1.00 1.15 1.60 1.60 * Pos ecc adds to pos lat load ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases King stud King stud resists lat loads Jack stud Jack stud resists vert loads b (in) = 1.5 b (in) = 1.5 d (in) = 5.5 d (in) = 5.5 Axial ecc(in) = 0.5 Axial ecc(in) = 1 Number = 1 4x max & 3 or more @24"max Number = 1 Repetitive Stressl No Crb = 1 Repetitive Stressl No M ft-# Axial # Unity DEFL in M ft-# Axial # Unity MAX= 481 1 0 1 0.46 1 0.21 L/513 MAX= 111 1 2660 1 0.52 Allow End Bearing = 5156 0% L/180 max Allow End Bearing = 5156 52% Top Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 2 M ft-# Unity DEFL in MAX=F 2025 0.09 1 0.00 L/26291 L/180 max Bot Window Trimmer b (in) = 1.5 d (in) = 5.5 Number M ft-# Unity DEFL in MAX= 1 0.12 1 0.00 L/19719 L/180 max V1.14-12-2020 CASE 1 DL CASE 2 DL + FLL CASE 3 DL + RLL or SL CASE 4 DL+0.75( FLL +(RLL or SL)) CASE 5a DL+0.6W CASE 5b DL+0.7E CASE 6a DL+0.75( FLL +0.6W + (RLL or SL)) CASE 6b DL+0.75( FLL + 0.7E + (RLL orSL)) CASE 7 0.6DL+ 0.6W CASE 80.6DL+0.7E TOP TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E BOT TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 KING STUD JACK STUD MOM AXIAL UNITY DER MOM AXIAL UNITY ASD ASD ASD ASD 0 0 0.00 0.01 48 1140 0.24 0 0 0.00 0.01 111 2660 0.52 0 0 0.00 0.01 87 2090 0.35 0 0 0.00 0.01 24 585 0.10 481 0 0.46 0.21 15 180 0.07 90 0 0.09 0.04 15 180 0.07 361 0 0.34 0.16 15 180 0.07 67 0 0.06 0.00 67 799 0.14 481 0 0.46 0.00 9 108 0.04 90 0 0.09 0.04 5 54 0.02 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 2025 0.09 0.00 315 0.09 0.00 1519 0.07 0.00 236 0.01 0.00 2025 0.09 0.00 315 0.01 0.00 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 2700 0.12 0.00 420 0.02 0.00 2025 0.09 0.00 315 0.01 0.00 2700 0.12 0.00 420 0.02 0.00 Page 2 1/29/2021 V1.14-12-2020 RCR Engineers PLLC Page 1 29028 17th Ave SE 6/13/2022 Kent, WA 98042 %1 1 § 1 i Project ITRIEU Title ISTUD 26 MATERIAL Lumber grade = I DF-L 2-4 No.2 Fb (psi) = 900 Fb*Cd*Cr*Cf*Cp= 1044 Fc (psi) = 1350 Fc*Cd*Cf*Cp= 985 E (ksi) = 1600 Emin (ksi) = 580 WALL OPENING HT (FT) _ � Width (FT) = 16 Stud Spacing (in) 16 Height (FT) = 7 Sill Ht (FT) = 0 King / Jack Stud Framing Method IS97_1111 AXIAL plf LATERAL** psf CD DL(ASD) FLL(ASD) RLL(ASD) SL(ASD) WL(LRFD) EQ(LRFD) 360 480 0 300 0 0 0 0 0 0 25 4 0.90 1.00 1.00 1.15 1.60 1.60 * Pos ecc adds to pos lat load ** Lateral loads cause bending parallel to "d" dimension *** duration factor included for appropriate load cases King stud King stud resists lat loads Jack stud Jack stud resists vert loads b (in) = 1.5 b (in) = 1.5 d (in) = 5.5 d (in) = 5.5 Axial ecc(in) = 0.5 Axial ecc(in) = 1 Number = 2 4x max & 3 or more @24"max Number = 2 Repetitive Stressl No Crb = 1 Repetitive Stressl No M ft-# Axial # Unity DEFL in M ft-# Axial # Unity MAX= 1316 1 0 1 0.62 1 0.29 L/375 MAX= 303 1 7280 1 0.71 Allow End Bearing = 10313 0% L/180 max Allow End Bearing = 10313 71% Top Window Trimmer b (in) = 1.5 d (in) = 5.5 Number 1 M ft-# Unity DEFL in UNITY FAILED MAX= 1 2.86 0.22 1 L/856 L/180 max Bot Window Trimmer b (in) = 1.5 d (in) = 5.5 Number I UNITY FAILED M ft-# Unity DEFL in MAX= I na I na na L/180 max V1.14-12-2020 CASE 1 DL CASE 2 DL + FLL CASE 3 DL + RLL or SL CASE 4 DL+0.75( FLL +(RLL or SL)) CASE 5a DL+0.6W CASE 5b DL+0.7E CASE 6a DL+0.75( FLL +0.6W + (RLL or SL)) CASE 6b DL+0.75( FLL + 0.7E + (RLL orSL)) CASE 7 0.6DL+ 0.6W CASE 80.6DL+0.7E TOP TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E BOT TRIMMER CASE 1 16-8 DL CASE 2 16-9 DL + FLL CASE 3 16-10 DL + RLL or SL CASE 16-11 DL + 0.75( FLL + (RLL orSL)) CASE 5a 16-12 DL+0.6W CASE5b 16-12 DL+0.7E CASE6a 16-13 DL + 0.75( FLL + 0.6W + (RLL orSL)) CASE6b 16-14 DL + 0.75( FLL + 0.7E + (RLL orSL)) CASE 16-15 0.6DL+0.6W CASE 16-16 0.6DL+0.7E RCR Engineers PLLC 29028 17th Ave SE Kent, WA 98042 KING STUD JACK STUD MOM AXIAL UNITY DER MOM AXIAL UNITY ASD ASD ASD ASD 0 0 0.00 0.02 130 3120 0.32 0 0 0.00 0.02 303 7280 0.71 0 0 0.00 0.02 238 5720 0.47 0 0 0.00 0.02 24 585 0.05 1316 0 0.62 0.29 15 180 0.04 246 0 0.12 0.05 15 180 0.04 987 0 0.47 0.22 15 180 0.04 184 0 0.09 0.00 67 799 0.07 1316 0 0.62 0.00 9 108 0.02 246 0 0.12 0.05 5 54 0.01 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 31104 2.86 0.22 4838 2.86 0.03 23328 2.14 0.17 3629 0.33 0.03 31104 2.86 0.22 4838 0.44 0.03 MOM UNITY DER ASD 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 24192 1.11 0.09 3763 0.17 0.01 18144 0.83 0.07 2822 0.13 0.01 24192 1.11 0.09 3763 0.17 0.01 Page 2 6/13/2022 RCR ENGINEERS. PLLC Structural EnLyineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 3-19-2022 Subject LATERAL Sheet L-1 C E 3. C C E BELOW ROOF EQ = 6.1 K LRFD = 4.3K ASD WIND NS = 7.3 K LRFD = 4.4K ASD WIND EW = 6.OK LRFD = 3.6K ASD On In n n n n W' tN' tf M 2.15 EQ/1.8 W ASD � I I Cn i / IC14_ N w • l/, • I N » i i 2.15 EQ/1.8 W AS —— I I i � I k l K K I N K N I BELOW ROOF 7 RCR ENGINEERS, PLLC Structural Engineers Project# Subject 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project PAUL & NANCY TRIEU LATERAL TOTAL BELOW 2ND EQ = 10.5 K LRFD = 7.4K ASD WIND NS = 17.6 K LRFD = 10.6K ASD WIND EW = 14.2K LRFD = 8.5K ASD BELOW 2ND / N UPPER FLR Date 3-19-2022 Sheet L-2 RCR ENGINEERS, PLLC Structural Engineers Project# Subject Project PAUL & NANCY TRIEU LATERAL 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Date 3-19-2022 Sheet L-3 TOTAL BELOW MAIN EQ = 10.5 K LRFD = 7.4K ASD + 4.4/2=2.2LRFD 1.5K ASD (BASEMENT) WIND NS = 27.9 K LRFD = 16.7K ASD WIND EW = 14.2K LRFD = 8.5K ASD + 2.6K LRFD /1.5K AT GRID B BELOW MAIN TN FLOOR RCR ENGINEERS. PLLC Structural EnLyineers 29028 1761' AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-8-22 Subject LATERAL NORTH ELEVATION Sheet L-4 ACCUMULATED SHEARS ----------- ---------- LEIGHT Mims I 11r, ---- --- ---- mp im:■ ------------ R age. 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 RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 6/8/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 NORTH ELEV BELOW ROOF 3.0+3.75+4+3.25=14.05FT 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 0 3 1 Shear ASD Input is plf WL (plf) = 128 EQ (plf) = 154 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 3 H/L correction= 0.67 SILL= 2x V= 2X w/16d com V=187# T=105# MAX SPACING 1 15 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 1737 -166.5 Applied Lds Shear min left 1368 1170 Nail Spacing= 6 V plf Total V Shear max right -166.5 1737 Allow Shear WL ASD= 335 plf WL 128 384 Shear min right -1170 1368 Allow Shear EQASD= 160 plf EQ 1 154 1 462 * neg is uplift LEFT HD MSTC28 16"CLR 16-16d - (1540#) AB NA RIGHT HD MSTC28 16"CLR 16-16d - (1540#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 6/8/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 NORTH ELEV BELOW 2ND 3.25+4.25+7=14.5FT 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 1170 1170 Wall DL(psf)= 10 P21 1 1 1 w1 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 3.25 0 4 10 Shear ASD Input is plf WL (plf) = 159 EQ (plf) = 127 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 2.7692 H/L correction= 0.72 SILL= 2x V= 2X w/16d com V=187# T=105# MAX SPACING 1 14 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 1828.9 -101.6 Applied Lds Shear min left 1377 -2367 Nail Spacing= 6 V plf Total V Shear max right -979.1 �2835 Allow Shear WL ASD= 335 plf WL 159 516.75 Shear min right -1197 2490.4 Allow Shear EQASD= 1.333333333332 EQ 1 127 1 413 * neg is uplift LEFT HD MSTC40 16"CLR 48-16d - (3080#) AB NA RIGHT HD MSTC40 16"CLR 48-16d - (3080#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 6/8/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 NORTH ELEV BELOW MAIN =7 FT 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 0 7 1 Shear ASD Input is total force # W L # = 1917 EQ # = 1716 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.1429 H/L correction= 1.00 SILL= 2x V= 2x w/ 5/8DIA V=1235# T>1235# MAX SPACING 54 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 3235.6 121.64 Applied Lds Shear min left 2444.1 -1708 Nail Spacing= 4 V plf Total V Shear max right 121.64 �3235.6 Allow Shear WL ASD= 490 plf WL 274 1917 Shear min right -1708 2444.1 Allow Shear EQASD= 350 plf EQ 1 245 1 1716 * 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 FORCE TRANSFER SW 29028 176th Ave SE V1.3 9-16-2020 Based on SDPWS 4.3 & APA T555 WALL BELOW MAIN WEST 3.0+2.66 + 3.66+5.0 + 7 FT S Uniform Load plf trib ft = 10 DL= 0 DL= 12 DL= 0 RILL = 0 RILL = 0 RILL = 0 FILL = 0 FILL = 0 FILL = 0 SL= 0 SL= 25 SL= 0 "+-"WL= 0 Pleftl11+-"EQ= 0 H Dleft Wall Wt psf = 10 "+-"WL = 0 "+-"EQ= 0 Pright ----- I ----------- ------ ----- ----------- ------ ----- ------------------------ ----------- ----- Ht= D righ I H width hdr= 3.66 sill = H/L = 0.82 WL # = 1552 ASD EQ # = 1404 ASD 8 ftj height *for 1 or 2 opng wall set remainder to zero 2.00 * 0.00 * 0.00 3.00 I 4.50 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 Ltotai ft = 14 ft 0.67 0.00 0.00 Wood Panel t = Ea Face No 15/32 Structural Panel Nail Size = 8d Com / Galy Box 13/8 "pen stud spacing(in)= 16 Stud material = DF Nail Spacing = 4 Max Shear Applied Shear Cap WL 314 plf Wind 305 plf Shear Cap EQ 224 plf EQ 275 plf HD1 HD2 Shear Left max = 3328 2029.9 Shear Left min = 1642 -89 Shear Right Mmax = 2030 3328 Shear Right Min = -89 -89 * neg is uplift Strap Force # Wind 551.4 ICS20 12-8d 1030# EQ 498.8 End Length (in) =1 6 SILL PLATE 2 x FASTENER 2x w/5/8DIA V=1235# T>1235# SPACING 49 (in.) LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB - 5/8 SSTB16 6" STEM WALL 2550# RIGHT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB - 5/8 SSTB16 6" STEM WALL 2550# Page 1 6/8/2022 RCR Engineers PLLC FORCE TRANSFER SW Page 2 29028 176th Ave SE V1.3 9-16-2020 6/8/2022 WIND / EQ EFFECTS 1) Shears Above & Below openings Wind plf First Opening 182 Second Opening 0 Third Opening 0 2) Total Boundary Force Above&Below Opng Wind # First Opening 1000 Second Opening 0 Third Opening 0 4) Tributary length of openings Wind ft First Opening Left 2.4669 First Opening Right 3.0331 Second Opening left 0 Second Opening Right 0 Third Opening left 0 Third Opening Right 0 6) Resistance to corner forces Wind # First Jamb 696 Second Jamb 856 Third Jamb 0 Fourth jamb 0 8) Unit shear in corner zone wind pli First Corner 68 Second Corner 68 Third Corner 1 Fourth Corner 1 EQ plf 164 0 0 EQ# 904 0 0 EQ ft 2.4669 3.0331 0 0 0 0 EQ# 630 774 0 0 EQ plf 61 61 1 1 3) Corner Forces -Strap Force Wind # First Opening Left 448.5 First Opening Right 551.4 Second Opening left 0 Second Opening Right 0 Third Opening left 0 Third Opening Right 0 5) Unit Shear beside openings Wind plf First Jamb 190 Second Jamb 190 Third Jamb 0 Fourth jamb 0 7) Difference of corner force and resistance Wind # First Jamb 248 Second Jamb 305 Third Jamb 0 Fourth jamb 0 EQ# 405.7 498.8 0 0 0 0 EQ plf 172 172 0 0 EQ# 224 275 0 0 RCR ENGINEERS, PLLC Structural Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-8-22 Subject LATERAL WEST ELEVATION Sheet L-5 RODE �EMxT — GNCK 8 Tr 6.101? HEAOEff a� i a'E1 L__Ju TGE 2.15 EQ/2.2 W ASD NEiGNr 1��'al� E GF ENTRY TRUSS f3.7 ESQ/5.3 WWAASD � pr� I -40 T N T B-2 (I I� I I I MEGNT B-2 B-2 6-2I B-2 4.25 EQ/8.35 W ASD B6 __.._.._.._.._..-.__------------------ - - - - -- ._.. ,i --• 1 FGUR TIUN A-2 A-2 EJSSST GFGUNWT To"E AS IS RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 6/9/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 WEST ELEV BELOW ROOF 9+22=31FT Forces P2(lbs) DL= RLL= LL= SL= "+-"WL= "+-"EQ= from upper levels ASD w1 Trib(ft)= 6 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 0 9 1 Shear ASD Input is plf WL (plf) = 71 EQ (plf) = 69 Ht (ft)= 10 Wood Panel EF=Y/Nl NO H/L = 1.1111 H/L correction= 1.00 SILL= 2x V= 2X w/16d com V=187# T=105# MAX SPACING 32 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 1995 945 Applied Lds Shear min left 1203 -197 Nail Spacing= 6 unblkd V plf Total V Shear max right 945 1995 Allow Shear WL ASD= 201 plf WL 71 639 Shear min right -197 1203 Allow Shear EQASD= 144 plf EQ 1 69 1 621 * neg is uplift LEFT HD MSTC28 16"CLR 16-16d - (1540#) AB NA RIGHT HD MSTC28 16"CLR 16-16d - (1540#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 6/9/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 WEST WALL BELOW 2ND=7+7+7+5=26FT 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 0 5 1 1 Shear ASD Input is plf WL (plf) = 203 EQ (plf) = 142 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.8 H/L correction= 1.00 SILL= 2x V= 2X w/16d com V=187# T=105# MAX SPACING 1 11 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 2532.8 204 Applied Lds Shear min left 1638 -1467 Nail Spacing= 6 V plf Total V Shear max right 204 2532.8 �1638 Allow Shear WL ASD= 335 plf WL 203 1015 Shear min right -1467 Allow Shear EQASD= 240 plf EQ 1 142 1 710 * neg is uplift LEFT HD MSTC28 16"CLR 16-16d - (1540#) 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 4/2/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 EAST WALL BELOW MAIN=12.5+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 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 12.5 0 Shear ASD Input is plf WL (plf) = 257 EQ (plf) = 131 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 0.24 HA correction= 1.00 SILL= 2x V= 2x w/ 5/8DIA V=1235# T>1235# MAX SPACING 58 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 3109.5 2236.5 Applied Lds Shear min left 1068 -96 Nail Spacing= 6 V plf Total V Shear max right 2236.5 3109.5 Allow Shear WL ASD= 335 plf WL 257 3212.5 Shear min right -96 1068 Allow Shear EQASD= 240 plf EQ 1 131 1 1638 * 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 Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-8-22 Subject LATERAL SOUTH ELEVATION Sheet L-6 d e.aa� HEIGHT TOP OF d -- EHTRY TRUSS TOP OF ----- B•101lC EIGHT PV •iu0E IE1WT I 12 3-lw B_2 B-2 I I I B-6 CRA- SPACE BEYOfO 51'-1P 1s-a- za ss Ro 2.15 EQ/1.8 W ASD ENM -p- - _- ��••==HEADER -TE ssssssssesssssesssassssssssssassssss CRA- SPACE BEYOND . • BACK GARAGE RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 4/2/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 SOUTH ELEV BELOW ROOF 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 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 3.5 1 Shear ASD Input is plf WL (plf) = 128 EQ (plf) = 126 Ht (ft)= 10 Wood Panel EF=Y/Nl NO H/L = 2.8571 H/L correction= 0.70 SILL= 2x V= 2X w/16d com V=187# T=105# MAX SPACING 1 18 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 1791.3 -113.8 Applied Lds Shear min left 1522.5 -1018 Nail Spacing= 6 V plf Total V Shear max right -113.8 �1791.3 Allow Shear WL ASD= 335 plf WL 128 448 Shear min right -1018 1522.5 Allow Shear EQASD= 168 plf EQ 1 126 1 441 * neg is uplift LEFT HD MSTC28 18"CLR 12-16d - (1155#) AB NA RIGHT HD MSTA49 18"CLR 26-10d-(2020#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 4/2/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"WL= 0 "+-"EQ= 0 P1 SOUTH ELEV BELOW 2ND 3.0+3.0+10.0=16FT 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 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 3 1 Shear ASD Input is plf WL (plf) = 144 EQ (plf) = 116 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 3 H/L correction= 0.67 SILL= 2x V= 2x w/ 5/8DIA V=1235# T>1235# MAX SPACING 103 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 1669.5 -85.5 Applied Lds Shear min left 1260 -1080 Nail Spacing= 6 V plf Total V Shear max right -85.5 1669.5 �1260 Allow Shear WL ASD= 335 plf WL 144 432 Shear min right -1080 Allow Shear EQASD= 160 plf EQ 1 116 1 348 * 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 4/2/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+_"WL= 0 "+-"EQ= 0 P1 BACK GARAGE BELOW 2ND=16.5FT 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 Lf png (ft)= Wall Width(ft)= Rt Opng(ft)= 0 16.5 0 Shear ASD Input is plf WL (plf) = 258 EQ (plf) = 224 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 0.5455 H/L correction= 1.00 SILL= 2x V= 2x w/ 5/8DIA V=1235# T>1235# MAX SPACING 57 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 5577.8 2324.3 Applied Lds Shear min left 3204 -1134 Nail Spacing= 6 V plf Total V Shear max right 2324.3 5577.8 Allow Shear WL ASD= 335 plf WL 258 4257 Shear min right -1134 3204 Allow Shear EQASD= 240 plf EQ 1 224 1 3696 * 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 Engineers 29028 176r" AVE SE, Kent, WA 98042 (206) 295 9439 Project# Project PAUL & NANCY TRIEU Date 6-8-22 Subject LATERAL EAST ELEVATION Sheet L-7 YOGE Tsa- 11�-0'1 HEIGHT ENTRY TRUSS vral _ TOP OF 6-t-- HEADER MIGHT va- la•o•I W. A-6 r1 I � EXISTING FOUNDATION TO REAW/ AS IS C• J-I• S-r " I rw A ------------------ram 2.15 EQ/2.2 W ASD 1SJ nG"T 3.7 EQ/5.3 W ASD B.tO 12• TOP OF -__ N+LTE EAD6t HMGM 4.25 EQ/8.35 W ASD mrn HDAIf (d-0•I RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 6/9/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 EAST ELEV BELOW ROOF 4.5+9+4.5=18FT 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 0 21 1 Shear ASD Input is plf WL (plf) = 122 _] EQ (plf) = 119 Ht (ft)= 10 Wood Panel EF=Y/Nl NO H/L = 0.4762 H/L correction= 1.00 SILL= 2x V= 2X w/16d com V=187# T=105# MAX SPACING 1 18 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 5902.5 4095 Applied Lds Shear min left 2765 355 Nail Spacing= 6 unblkd V plf Total V Shear max right 4095 5902.5 Allow Shear WL ASD= 201 plf WL 122 2562 Shear min right 355 2765 Allow Shear EQASD= 144 plf EQ 1 119 1 2499 * 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 4/2/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 EAST WALL BELOW 2ND=22.5+5+6+5=38.5FT 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 0 j 1 5 j 10 Shear ASD Input is plf WL (plf) = 145 EQ (plf) = 101 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 1.8 H/L correction= 1.00 SILL= 2x V= 2x w/ 5/8DIA V=1235# T>1235# MAX SPACING 102 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 2141.3 480.75 Applied Lds Shear min left 1269 -945 Nail Spacing= 6 unblkd V plf Total V Shear max right 480.75 2141.3 Allow Shear WL ASD= 201 plf WL 145 725 Shear min right -945 1269 Allow Shear EQASD= 144 plf EQ 1 101 1 505 * neg is uplift LEFT HD DTT2Z 1/2 AB 8-SDS1.5 1-STUD (1825#) AB NA RIGHT HD MSTC28 18"CLR 12-16d - (1155#) AB NA RCR Engineers PLLC 29028 176th Ave SE Wood Panel Shearwall Page 1 V1.3 9-16-2020 4/2/2022 Based on SDPWS 4.3 P1(lbs) DL= 0 RLL= 0 LL= 0 SL= 0 "+ "WL= 0 "+-"EQ= 0 P1 EAST WALL BELOW MAIN=22.5FT 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 Lf Opng (ft)= Wall Width(ft)= Rt Opng(ft)= 22.5 10 Shear ASD Input is plf WL (plf) = 160 EQ (plf) = 82 Ht (ft)= Wood Panel EF=Y/Nl NO H/L = 0.1778 H/L correction= 1.00 SILL= 2x V= 2x w/ 5/8DIA V=1235# T>1235# MAX SPACING 93 (in.) Wood Panel t =17/16 Structural Panel Nail Size = 8d Com / Galy Box 1 3/8 "pen stud spacing(in)= 16 HD1 HD2 Stud material = DF Shear max left 5148.8 4422.8 Applied Lds Shear min left 1610.5 643 Nail Spacing= 6 unblkd V plf Total V Shear max right 4422.8 5148.8 Allow Shear WL ASD= 201 plf WL 160 3600 Shear min right 643 1610.5 Allow Shear EQASD= 144 plf EQ 1 82 1 1845 * neg is uplift LEFT HD NONE REQUIRED AB NA RIGHT HD NONE REQUIRED AB NA