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REVIEWED BLD2021-1346+Structural_Calculations+11.23.2021_10.19.09_AM+2535317RECEIVED Dec 20 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT APPLIED 9/30/21 ACCEPTED 12/20/21 ..........REVIEWED .......... BY CITY OF EDMONDS BUILDING DEPARTMENT: BLD2021-1346 Structural Calculations Johanson Residence 22629 96t" Ave W Edmonds, WA 98020 Project # x21-0412 09/17/2021 Prepared by Christopher Shaw PE Design and Creative PLLC (206) 428-7550 PO Box 28598 Seattle, WA 98118 ATCHazards by Location Search Information Jeles Sequim O Address: 22629 96th Ave W, Edmonds, WA 98020, USA Coordinates: 47.7931864,-122.3612246 Elevation: 391 ft Timestamp: 2021-09-17T22:52:34.952Z Hazard Type: Seismic Reference ASCE7-16 Go gle Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.28 MCER ground motion (period=0.2s) St 0.449 MCER ground motion (period=1.Os) SMS 1.536 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDg 1.024 Numeric seismic design value at 0.2s SA SDI * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRg 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.543 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.652 Site modified peak ground acceleration Marysville 0 Wh dtip.vPuarett 391 ft -- v Redmond Seattle ° -o - Renton o r*+ Map data ©2021 Google a) Project x21-0412 Page 1 of 31 TL 6 Long -period transition period (s) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.404 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.05 Factored deterministic acceleration value (0.2s) S1 RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.501 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.822 Factored deterministic acceleration value (1.0s) PGAd 0.722 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Project x21-0412 Page 2 of 31 Project: Johanson Residence author: c.shaw Version: 1/20/2020 Dater Project # x21-0412 Lateral Loads Seismic R= 6.5 p = 1.3 1= 1 SS 1.28 g S, = 0.449 g Sos = 1.024 g So, = g Building height, h = ft Building Period Coefficient, Ct = 0.02 x= 0.75 Building period, T. = C,(h)X 0.16 k = 1 Seismic Weight Component Area (ft2) Weight (1 ) 2088 41760 1239.75 12397.5 918 18360 573 11460 0 0 947.5 9475 0 0 0 Level Roof Wall 54157.5 Level Roof 39295 Deck Floor Wall Roof 9:3452.5 Total Seismic Design Force Per Equivalent Lateral Force Procedure ASCE 7-10 12.6 Cs = SDS/(R/le) = Seismic Base Shear = Story Shear Forces Level 2 h = 0.158 Csm = 0.03454 14722 lb See attached for horizontal distribution at wall lines CXV F. 0.7pE 18 0.7231 10646 9688 Level 1 h = 9.5 0.2769 4077 3710 Project x21-0412 Page 3 of 31 Lateral Load Summary Level 2 Trans 0.7pE 9688 <— Controls 0.6W 0 Long 0.7pE 9688 <— Controls 0.6W 0 Level 1 Trans 0.7pE 3710 <— Controls 0.6W 0 -- Long 0.7pE 3710 <— Controls 0.6W 0 - - Project x21-0412 Page 4 of 31 -= 1 S3 � 4A CF)- Project: Johanson author: c.shaw Version: 4/20/2021 Date:9/17/2021 Level 2 Wall Line A Shearwall Calculation SHEAR FROM ABOVE = 0lb (W) WALL DEAD LOADS 0lb (E) UPLIFT FROM ABOVE = 0lb (W) 0lb (E) WIDTH TYPE PSF 0.61D (lb) 0 ROOF 15 0 SHEAR @ DIAPHRAGM LEVEL = lb (W) 0 WALL 10 0 4842lb (E) 0 FLOOR 12 0 TOTAL: 0 WALL HEIGHT = 9 ft TOTAL LENGHT OF WALL = 21.24 ft MIN PANEL WIDTH = 3.25ft ASPECT RATIO = 2.77 ASPECT RATIO INCREASE = 1.38 1.38 (SDPWS 4.3.4.1) FLOW SHEAR = 0.00 plf (W) 227.97 plf (E) SHEATHING SHEAR = 0.00 plf (W) 315.65 plf (E) WALL MOMENTS MOVT = 0.0 ft-lb (W) 6668.0 ft-lb (E) M RES = 0.0 ft-lb UPLIFT= 0.0lb (W) 2051.7lb (E) HOLDOWN: HTT5 Project x21-0412 Page 7 of 31 Project: Johanson author: c.shaw Version: 4/20/2021 Date:9/17/2021 Level 1 Wall Line 3 Shearwall Calculation SHEAR FROM ABOVE _ UPLIFT FROM ABOVE _ SHEAR @ DIAPHRAGM LEVEL = WALL HEIGHT = TOTAL LENGHT OF WALL = MIN PANEL WIDTH = ASPECT RATIO = ASPECT RATIO INCREASE _ (SDPWS 4.3.4.1) FLOW SHEAR = SHEATHING SHEAR = WALL MOMENTS 0lb (W) WALL DEAD LOADS 0lb (E) 0lb (W) 0lb (E) WIDTH TYPE PSF 0.61D (lb) 0 ROOF 15 0 lb (W) 0 WALL 10 0 1854lb (E) 0 FLOOR 12 0 TOTAL: 0 14.5 ft 6 ft 2.75 ft 5.27 2.64 2.64 0.00 plf (W) 309.00 plf (E) 0.00 plf (W) 814.64 plf (E) MOVT = 0.0 ft-lb (W) 12321.4 ft-lb (E) M RES = 0.0 ft-lb UPLIFT= 0.0lb (W) 4480.51b (E) HOLDOWN: HDU8 Project x21-0412 Page 8 of 31 Project: Johanson author: c.shaw Version: 4/20/2021 Date:9/17/2021 Level 1 Wall Line 4 Shearwall Calculation SHEAR FROM ABOVE _ UPLIFT FROM ABOVE _ SHEAR @ DIAPHRAGM LEVEL = WALL HEIGHT = TOTAL LENGHT OF WALL = MIN PANEL WIDTH = ASPECT RATIO = ASPECT RATIO INCREASE _ (SDPWS 4.3.4.1) FLOW SHEAR = SHEATHING SHEAR = WALL MOMENTS 0lb (W) WALL DEAD LOADS 0lb (E) 0lb (W) 0lb (E) WIDTH TYPE PSF 0.61D (lb) 0 ROOF 15 0 lb (W) 0 WALL 10 0 1854lb (E) 0 FLOOR 12 0 TOTAL: 0 9 ft 8.5 ft 8.5 ft 1.06 1.00 0.53 0.00 plf (W) 218.12 plf (E) 0.00 plf (W) 218.12 plf (E) MOVT = 0.0 ft-lb (W) 16686.0 ft-lb (E) M RES = 0.0 ft-lb UPLIFT= 0.0lb (W) 1963.1 lb (E) HOLDOWN: HTT5 Project x21-0412 Page 9 of 31 Shearwall Schedule Shearwall Capacity Type (Seismic) Plywood Edge Nailin SW6 241.8 15/32" 6" oc SW4 353.4 15/32" 4" oc SW3 455.7 15/32" 3" oc SW2 595.2 15/32" 2" oc SW1 716.1 15/32" w/ 10d 2" oc SW1 809.1 19/32" w/ 10d 2" oc STRUCTURALI SW1 870 15/32" w/ 10d 2" oc SW44 706.8 15/32" 4" oc ES SW33 911.4 15/32" 3" oc ES SW22 1190.4 15/32" 2" oc ES 19/32" w/ 10d SW11 1618.2 EACH SIDE 2" oc ES STRUCTURALI 15/32" w/ 10d SW11 1740 EACH SIDE 2" oc ES - GREEN CELLS = DOUG FIR #2 ONLY Sheet1 Project # X Fastener spacing in inches Flow Shear Sheathing 16d Baseplate A35 LS50 1/2" A.B. Shear Nails (142#) (575#) (630#) (944#) 241 241 7 28.6 31.4 47.0 353 353 5 19.5 21.4 32.1 455 455 4 15.2 16.6 24.9 640 640 3 10.8 11.8 17.7 809 809 2 8.5 9.3 14.0 809 809 2 8.5 9.3 14.0 870 870 1.96 7.93 8.69 13.02 706 706 2 9.8 10.7 16.0 911 911 2 7.6 8.3 12.4 1190 1190 1 5.8 6.4 9.5 5/8" A.B. (1376#) 68.5 46.8 36.3 25.8 18.98 23.4 18.1 13.9 1618 16181 1 4.3 4.7 7.0 10.2 1700 17401 1.00 4.06 4.45 6.66 9.71 Page 1 r M O 0 r d Im a N r 0 N x 0 d 0 L- a aFORTE'CM Level, 2-1 Roof: Drop Beam 1 piece(s) 5 1/8" x 9" 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) 1753 @ 2" 7623 (3.50") Passed (23%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1408 @ 1' 1/2" 9371 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 4350 @ 5' 3 1/2" 15913 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.089 @ 5' 3 1/2" 0.512 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.147 @ 5' 3 1/2" 0.683 Passed (L/838) 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 = 10' 3". • 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 Snow Total 1 - Stu�wall- 3.50" 3.50" 1.50" 694 1058 1752 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 694 1058 1752 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' 7" o/c Bottom Edge (Lu) 10' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 7" N/A 11.2 1 - Uniform (PSF) 0 to 10' 7" (Front) 8' 15.0 25.0 Roof 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser lilPilgepWenSdn'Be3als_x21-0412 Page 2 / 11 aFORTE'CM Level, 2-2 Roof: Drop Beam 1 piece(s) 5 1/8" x 9" 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) 2489 @ 2" 7623 (3.50") Passed (33%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2394 @ 1' 1/2" 9371 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 14773 @ 7' 15913 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.475 @ 7' 2 3/4" 0.712 Passed (L/360) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.801 @ 7' 2 3/4" 0.950 Passed (L/214) 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 = 14' 3". • 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 Snow Total 1 - Stu�wall- 3.50" 3.50" 1.50" 1023 1466 2489 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 966 1379 2345 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) 14' 7" o/c Bottom Edge (Lu) 14' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) 0 - Self Weight (PLF) 0 to 14' 7" N/A 11.2 1 - Uniform (PSF) 0 to 14' 7" (Front) 2' 15.0 25.0 Roof Linked from: 2-1 2 - Point (lb) 7' (Top) N/A 694 1058 Roof: Drop Beam, Support 1 Linked from: 2-1 3 - Point (lb) 7' (Top) N/A 694 1058 Roof: Drop Beam, Support 1 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser lilPilgepWenSOh'Be3als_x21-0412 Page 3 / 11 aFORTE'CM Level, 2-3 Wall: Header 1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL 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) 4550 @ 0 4922 (1.50") Passed (92%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4004 @ 1' 3/4" 13132 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 19269 @ 7' 30998 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.314 @ 7' 0.475 Passed (L/544) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.566 @ 7' 0.712 Passed (L/302) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 2052 2498 4550 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 2040 2479 4519 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 3" o/c Bottom Edge (Lu) 14' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 3" N/A 18.5 -- 1 - Uniform (PSF) 0 to 14' 3" 11' 20.0 25.0 Roof + Solar Linked from: 2-1 2 - Point (lb) 7' N/A 694 1058 Roof: Drop Beam, Support 1 System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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 Avw.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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0.1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser h91119ep%IAgn'Bd3aIs_x21-0412 Page 4 / 11 aFORTE'CM Level, 1-0 Deck Floor: Joist 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL @ 16" OC PASSED 14' 6" 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) 847 @ 4 1/2" 5670 (4.00") Passed (15%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 709 @ 1' 3/4" 4821 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2868 @ T 8 1/2" 7399 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.374 @ 7' 8 1/2" 0.367 Passed (L/471) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.491 @ 7' 8 1/2" 0.733 Passed (L/359) 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-ProT" Rating 45 Any Passed • Deflection criteria: LL (L/480) and TL (L/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. • 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 Snow Total 1 - Stud wall - HF 5.50" 4.00" 1.50" 206 617 257 1080 1 1/2" Rim Board 2 - Stud wall - SPF 5.50" 4.00" 1.50" 206 617 257 1080 1 1/2" 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) 15' 2" o/c Bottom Edge (Lu) 152" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.g0) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 15' 5" 16" 20.0 60.0 25.0 Deck 0 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser h91119ep%Irillh Bd3aIs_x21-0412 Page 5 / 11 aFORTE'CM Level, 1-1 Floor: Flush Beam 1 piece(s) 5 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) 6953 @ 4" 8303 (4.00") Passed (84%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5297 @ 1' 7" 12223 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 26284 @ 8' 9 1/2" 31134 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.533 @ 8' 9 1/2" 0.564 Passed (L/381) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.782 @ 8' 9 1/2" 0.846 Passed (L/260) 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 = 16' 11". • 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. Supports * Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 5.50" 4.00" 3.35" 2238 4220 2198 8656 1 1/2" Rim Board 2 - Stud wall - HF 5.50" 4.00" 3.35" 2238 4220 2198 8656 1 1/2" 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) 174" o/c Bottom Edge (Lu) 174" 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 1/2" to 17' 5 1/2" N/A 16.8 1 - Uniform (PSF) 0 to 17' 7" (Front) 8' 20.0 60.0 25.0 Deck 2 - Uniform (PSF) 0 to 17' 7" (Front) 4' 12.0 - - Wall 3 - Uniform (PSF) 0 to 17' 7" (Front) 2' 15.0 25.0 Roof 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser lilPilgepWenSr:fn'Be3als_x21-0412 Page 6 / 11 aFORTE'CM Level, 1-2 Wall: Header 1 piece(s) 4 x 10 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) 2014 @ 0 3281 (1.50") Passed (61%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1576 @ 10 3/4" 4468 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4154 @ 4' 1 1/2" 5166 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.085 @ 4' 1 1/2" 0.275 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.138 @ 4' 1 1/2" 0.412 Passed (L/719) 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 - HF 1.50" 1.50" 1.50" 776 1238 2014 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 776 1238 2014 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 3" o/c Bottom Edge (Lu) 8' 3" 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 8' 3" N/A 8.2 -- 1 - Uniform (PSF) 0 to 8' 3" 12' 15.0 25.0 Roof System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes 911111111111111111 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0.1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser '� KIMPMn 9h Be3a1s_x21-0412 Page 7 / 11 aFORTE'CM Level, 1-3 Roof: Drop Beam 1 piece(s) 4 x 6 DF No.2 PASSED 1 1 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) 2697 @ 4' 11 1/4" 5206 (3.50") Passed (52%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1259 @ 5' 6 1/2" 2657 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -1656 @ 4' 11 1/4" 1979 Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.081 @ 8' 7 7/16" 0.339 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1 0.127 @ 8' 7 11/16" 0.451 Passed (L/642) 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. • Applicable calculations are based on NDS. Bearing Length Supports FE Available Required Loads to Supports (Ibs) Accessories Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 224 439 663 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.81" 1034 1663 2697 Blocking 3 - Stud wall - SPF 3.50" 3.50" 1.50" 403 668 1071 Blocking • rswcKing vaneis are assumea to carry no ioaas appuea airecoy aoove mem ana me tuu ioaa is appuea to me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 11" o/c Bottom Edge (Lu) 11' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 10 1/2" N/A 4.9 -- 1 - Uniform (PSF) 0 to 11' 10 1/2" (Front) 9' 15.0 25.0 Roof 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser hPill9ep%e4&0403aIs_x21-0412 Page 8 / 11 aFORTE'CM Level, 1-3.1 Roof: Drop Beam 1 piece(s) 5 1/8" x 9" 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) 2150 @ 2" 7623 (3.50") Passed (28%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1763 @ 1' 1/2" 9371 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5873 @ 5' 9 1/2" 15913 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.145 @ 5' 9 1/2" 0.563 Passed (L/933) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.239 @ 5' 9 1/2" 0.750 Passed (L/566) 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 = 11' 3". • 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 Snow Total 1 - Stu�wall- 3.50" 3.50" 1.50" 847 1303 2150 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 847 1303 2150 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) 11' 7" o/c Bottom Edge (Lu) 11' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 7" N/A 11.2 1 - Uniform (PSF) 0 to 11' 7" (Front) 9' 15.0 25.0 Roof 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..17,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser h91119ep%InSgh,BA Is_x2 1-0412 Page 9 / 11 aFORTE'CM Level, 1-4 Roof: Drop Beam 1 piece(s) 5 1/8" x 9" 24F-V4 DF Glulam PASSED o ♦ 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) 1207 @ 2" 7623 (3.50") Passed (16%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1195 @ 1' 1/2" 9371 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 9093 @ 8' 15913 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.359 @ 8' 2 9/16" 0.813 Passed (L/544) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.623 @ 8' 2 5/8" 1.083 Passed (L/313) 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' 3". • 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 Snow Total 1 - Stu�wall- 3.50" 3.50" 1.50" 532 675 1207 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 501 628 1129 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) 167" o/c Bottom Edge (Lu) 167" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 7" N/A 11.2 Linked from: 1-3.1 1 - Point (lb) 8' (Top) N/A 847 1303 Roof: Drop Beam, Support 1 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0..1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser hPlIUMn56n'Be3a1s_x21-0412 Page 10 / 11 aFORTE'CM Level, 0-1 Floor: Joist 1 piece(s) 2 x 10 DF No.2 @ 16" OC 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) 498 @ 2 1/2" 1434 (2.25") Passed (35%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 432 @ 1' 3/4" 1665 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1739 @ 7' 3 1/2" 2029 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.305 @ 7' 3 1/2" 0.354 Passed (L/557) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.397 @ 7' 3 1/2" 0.708 Passed (L/428) 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" 117 389 506 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 117 389 506 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) 55" o/c Bottom Edge (Lu) 14' 5" 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 14' 7" 16" 12.0 40.0 Floor 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 Christopher Shaw Design and Creative PLLC (206) 428-7550 chriscshaw@gmail.com 9/17/2021 9:29:07 PM UTC ForteWEB 0.2, Engine: V8.2.0.1,7,,fDatta: V8.1.0.16 Project x2 Weyerhaeuser lilPilgepWlr39n'Be3als_x21-0412 Page 11 / 11 Inputs Service Dead Load = 0.00 kips Service Live Load = 8.00 kips Factored Load = 12.80 kips Allowable Soil Bearing Stress = 2000 psf Concrete Strength (fc) = 2500 psi Column Xc Dimension = 5.50 in Column Yc Dimension = 5.50 in X Dimension = 2.00 ft Y Dimension = 2.00 ft Fy = 60.0 ksi Thickness (t) = 8.00 in Clear Cover = 3.00 in Depth (d) = 4.75 in Spread Footing Design 2018 IBC/ACI 318-14 04 Y Bearing Check Flexural Design - X Direction O= 0.9 Required Footing Area =4.00 sq. ft Bar Size =#4 Actual Footing Area = 4.00 sq. ft OK Number of Bars Provided = 3 As Minimum = 0.35 sq. in Beam Shear Design - X Direction As Provided = 0.60 sq. in OK Ultimate Soil Bearing Stress = 3.20 ksf Mu = 2 ft-kips O= 0.75 OMn = 12 ft-kips OK Vu = 2 kips Bar Spacing = 9.00 in OK OVn = 9 kips OK Beam Shear Design - Y Direction Flexural Design - Y Direction O= 0.75 O= 0.9 Vu = 2 kips Bar Size = #4 OW = 9 kips OK Number of Bars Provided = 3 As Minimum = 0.35 sq. in Punching Shear Design As Provided = 0.60 sq. in OK O= 0.75 Mu = 2 ft-kips Vu = 10 kips OMn = 12 ft-kips OK OW = 29 kips OK Bar Spacing = 9.00 in OK Project x21-0412 Page 21 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL to set these five lines of information Job # : Dsgnr: CS for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 Page: 4 Date: 30 DEC 2018 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel 803.7 Ibs 4.12 ft 3,314.1 ft-# Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 200.0 3.33 666.7 Axial Live Load on Stem 0.0 Soil Over Toe 0.0 Surcharge Over Toe 0.0 Stem Weight(s) 900.0 3.33 3,000.0 Earth @ Stem Transitions 0.0 Footing Weight 572.5 2.29 1,311.0 Key Weight 0.0 2.50 Vert. Component 0.0 Total Vertical Loads 2,476.2 Ibs Resisting Moment 8,291.8 ft-# Eccentricity 12.3 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturnina Moments Heel Active Pressure Surcharge over Heel Adjacent Footing Surcharge Over Toe Load @ Stem Above Soil Added Lateral Load Seismic Load Seismic -Self -weight Totals = Force Distance Moment 1,755.6 Ibs 2.94 ft 5,169.3 ft-# 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1,755.6 Ibs Overturning Moment 5,169.3 ft-# Project x21-0412 Page 22 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL to set these five lines of information Job # : Dsgnr: CS for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 Page: 1 Date: RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Criteria Retained Height = 8.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At -Rest Heel Pressure = 45.0 psf/ft Passive Pressure = 250.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = 200.0 Ibs 0.0 Ibs Soil Density, Heel = 110.00 Pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Eccentricity = 0.0 in Project x21-0412 Page 23 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page: 2 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem Wind on Exposed Stem (Service Level) Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist 0.0 psf 0.0 Ibs Footing Type 0.00 ft Base Above/Below Soil 0.00 in at Back of Wall 0.00 ft Poisson's Ratio Line Load 0.0 ft 0.300 Project x21-0412 Page 24 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page: 3 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Wall Design Summary Stability Ratios Overturning = 1.60 OK Slab Resists All Sliding Soil Bearing Total Bearing Load = 2,476 Ibs ...resultant ecc. = 12.35 in Soil Pressure @ Toe = 1,309 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,833 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 34.3 psi OK Footing Shear @ Heel = 11.4 psi OK Allowable = 75.0 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Soil Over Heel 803.7 Ibs Heel Active Pressure Sloped Soil Over Heel 0.0 Surcharge over Heel Surcharge Over Heel 0.0 Adjacent Footing Adjacent Footing Load 0.0 Surcharge Over Toe Axial Dead Load on Stem 200.0 Load (@_ Stem Above Soil Axial Live Load on Stem Omit Added Lateral Load Soil Over Toe 0.0 Seismic Load Surcharge Over Toe 0.0 Seismic-Self-weiqht Stem Weiqht(s) 900.0 Lateral on Key Earth (@_ Stem Transitions 0.0 Totals = Footing Weight 572.5 Key Weight 0.0 *Includes water table effect Vert. Component ** 0.0 Total Vertical Loads 2,476.2 Ibs * Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 1,755.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Force 1,755.6 Ibs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1,755.6 Ibs Project x21-0412 Page 25 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page: 5 to set these five lines of information Job #: Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Stem Design Summary 2nd Bottom Stem OK Stem OK Design Height Above Ftg ft = 3.50 0.00 Wall Material Above "Ht" = Concrete Concrete Design Method = LRFD LRFD Thickness = 8.00 8.00 Rebar Size = # 5 # 5 Rebar Spacing = 12.00 6.00 Rebar Placed at = Center Center Design Data fb/FB + fa/Fa = 0.318 0.974 Total Force @ Section Service Level Ibs = Strength Level Ibs = 729.0 2,304.0 Moment.... Actual Service Level ft-# _ Strength Leve ft-# = 1,093.5 6,144.0 Moment..... Allowable ft-# = 3,436.5 6,306.0 Shear..... Actual Service Level psi = Strength Leve psi = 15.2 48.0 Shear..... Allowable psi = 67.1 67.1 Anet in2 = Rebar Depth 'd' in = 4.00 4.00 Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 100.0 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = 2,000.0 2,000.0 Fy psi = 40,000.0 40,000.0 Project x21-0412 Page 26 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page: 6 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing As (based on applied moment) : 0.099 in2/ft (4/3) * As : 0.132 in2/ft 200bd/fy : 200(12)(4)/40000 : 0.24 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area : 0.31 in2/ft Maximum Area: 0.6503 in2/ft Bottom Stem Vertical Reinforcing As (based on applied moment) : 0.5563 in2/ft (4/3) * As : 0.7418 in2/ft 200bd/fy : 200(12)(4)/40000 : 0.24 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.5563 in2/ft Provided Area : 0.62 in2/ft Maximum Area: 0.6503 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.056 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.672 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Project x21-0412 Page 27 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page: 7 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr Footing Design Results Toe Heel Factored Pressure = 1,833 0 psf Mu': Upward = 6,068 0 ft-# Mu': Downward = 675 503 ft-# Mu: Design = 5,393 503 ft-# Actual 1-Way Shear = 34.27 34.27 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 5 @ 6.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 6.19 in, #5@ 9.59 in, #6@ 13.62 in, #7@ 18.57 in, #8@ 24.45 in, #9@ 30. Heel: Not req'd: Mu < phi"5`lambda'sgrt(fc)`Sm Key: Slab Resists Sliding - No Force on Key Min footing T&S reinf Area Min footing T&S reinf Area per fc If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in Tilt 0.99 in2 0.22 in2 /ft If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project x21-0412 Page 28 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page: 8 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr 8" w/ #5 @ 12" 8" wJ #5 @ 6" #5@6 in Restraint @ Toe Project x21-0412 Page 29 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page : 9 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 Retain Pro (c) 1987-2017, Build 11.17.06.23 License : KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To : Mr DL=200 LL=O# Ecc=O" Rests _—= 1756# Project x21-0412 Page 30 of 31 Use menu item Settings > Printing & Title Block Title RETAINING WALL Page : 10 to set these five lines of information Job # : Dsgnr: CS Date: for your program. Description.... 8FT RETAINING WALL This Wall in File: c:\users\chris\dropbox\contemporary clay\jobs\templates\standard retaining wall 4 RetainPro (c) 1987-2017, Build 11.17.06.23 License: KW-06062033 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: Mr Wall Concrete Masonry Allowable Moment Line4l Concrete M Masonry Designer to determine bar cutoff locations 700.0 ft-# 2,100.0 ft-# 3,500.0 ft-# 4,900.0 ft-# 6,300.0 ft-# 0.0 ft-# 1,400.0 ft-# I 2,840.0 ft-# I 4,2'0.0 ft-# I 5,600.0 ft-# I ied Moment Diagram = 11,093.5 = IR aAF Si 6,1144.0 Project x21-0412 Page 31 of 31