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2021.0011 Plan D1320-1-1320-1 Structural AnalysisENGINEERING ANALYSIS FOR: NEW DUPLEX 15603 VIEW DRIVE SW YELM, WA 98597 DESIGN CRITERIA BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE LOCAL JURISDICTION. ROOF LIVE LOAD:25 PSF (SNOW) ROOF DEAD LOAD:15 PSF RESIDENTIAL FLOOR LIVE LOAD:40 PSF (REDUCIBLE) : 60 PSF (FOR DECKS) FLOOR DEAD LOAD:15 PSF WIND LOAD:110 MPH (ASD) EXPOSURE "B", RISK CATEGORY II, Kzt=1.0 SOIL SITE:CLASS "D" SIESMIC CATAGORY:D, R=6.5, Sds=1.036, Ie=1.0 FROST DEPTH:12"PROJECTDRAWING TITLE15603 VIEW DRIVE SE, YELM, WA 98597STRUCTURAL ANALYSIS1/17/2021 3128 N. BENNETT ST.TACOMA, WA 98407PHONE: (206) 949-7866PIERUCCIONI E&C, LLCCHON PIERUCCIONI, PERAINIER GROUP CAPITAL LLC - CREEK ESTATES Roof Framing Member Name Results Current Solution Comments 6' Window Header Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 4' Window Header Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 2nd Floor Framing Member Name Results Current Solution Comments Garage Door Header Passed 1 piece(s) 6 x 12 Hem-Fir No. 2 Front Garage Drop Floor Beam Passed 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam 14' Floor Joist Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC Entry Flush Beam Passed 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL Back Garage Flush Beam Passed 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam Foyer Flush Beam Passed 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL Kitchen Flush Beam Passed 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam 6' Door/Window Header Passed 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Cantilever Floor Joist Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC 1st Floor Framing Member Name Results Current Solution Comments Floor Joist Dimensional Passed 1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC Floor Joist TJI Passed 1 piece(s) 9 1/2" TJI® 110 @ 16" OC Floor: Drop Beam Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Floor: Drop Beam ends Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 15638 View Dr SE, Yelm JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1 File Name: 15638 View Dr SE, Yelm Page 1 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2838 @ 0 3281 (1.50")Passed (86%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2025 @ 10 3/4"4468 Passed (45%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4435 @ 3' 1 1/2"5166 Passed (86%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.052 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.084 @ 3' 1 1/2"0.313 Passed (L/888)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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 (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1080 1758 2838 None 2 - Trimmer - HF 1.50"1.50"1.50"1080 1758 2838 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 3"22' 6"15.0 25.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof Framing, 6' Window Header 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 2 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1926 @ 0 3281 (1.50")Passed (59%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1265 @ 8 3/4"3502 Passed (36%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2047 @ 2' 1 1/2"3438 Passed (60%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.023 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.037 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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 (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"731 1195 1926 None 2 - Trimmer - HF 1.50"1.50"1.50"731 1195 1926 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"22' 6"15.0 25.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Roof Framing, 4' Window Header 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 3 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)566 @ 1 1/2"6683 (3.00")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)422 @ 1' 2 1/2"6789 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1274 @ 4' 9"7842 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.013 @ 4' 9"0.308 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.026 @ 4' 9"0.463 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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 (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"269 297 566 None 2 - Trimmer - HF 3.00"3.00"1.50"269 297 566 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 6" o/c Bottom Edge (Lu)9' 6" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9' 6"N/A 16.0 -- 1 - Uniform (PSF)0 to 9' 6"2' 6"16.2 25.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Garage Door Header 1 piece(s) 6 x 12 Hem-Fir No. 2 ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 4 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7076 @ 4"12251 (5.50")Passed (58%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)5394 @ 1' 5 3/8"13269 Passed (41%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)11550 @ 4' 4 5/8"29731 Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.118 @ 5' 8 13/16"0.378 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.195 @ 5' 8 1/2"0.567 Passed (L/697)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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' 4". •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - HF 5.50"5.50"3.18"2940 2060 3454 8454 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"1265 2060 663 3988 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' o/c Bottom Edge (Lu)12' o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 12'N/A 15.9 ---- 1 - Uniform (PSF)0 to 12' (Front)8' 7"15.0 40.0 -Default Load 2 - Point (lb)2' 2 1/2" (Top)N/A 1650 -2750 3 - Uniform (PSF)0 to 2' (Front)22' 6"15.0 -25.0 Default Load 4 - Uniform (PSF)2' to 11' 8" (Front)1'15.0 -25.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Front Garage Drop Floor Beam 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 5 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)516 @ 14' 5 1/2"910 (1.75")Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)516 @ 14' 5 1/2"1560 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1818 @ 7' 5"3160 Passed (58%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.164 @ 7' 5"0.469 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.226 @ 7' 5"0.704 Passed (L/748)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 50 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) 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 Edge™ Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"5.50"1.75"148 396 544 Blocking 2 - Hanger on 11 7/8" GLB beam 3.50"Hanger¹1.75" / - ²147 391 538 See note ¹ •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 2" o/c Bottom Edge (Lu)14' 6" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - 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. Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 9"16"15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, 14' Floor Joist 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 6 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4025 @ 4"6683 (5.50")Passed (60%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2453 @ 1' 5 3/8"13793 Passed (18%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)6181 @ 3' 8 1/2"15218 Passed (41%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.063 @ 3' 8 1/2"0.225 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.107 @ 3' 8 1/2"0.338 Passed (L/754)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - HF 5.50"5.50"3.31"1681 1038 2086 4805 Blocking 2 - Stud wall - HF 5.50"5.50"3.31"1681 1038 2086 4805 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 5" o/c Bottom Edge (Lu)7' 5" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 7' 5"N/A 10.9 ---- 1 - Uniform (PSF)0 to 7' 5" (Front)7'15.0 40.0 -Default Load 2 - Uniform (PSF)0 to 7' 5" (Front)22' 6"15.0 -25.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Entry Flush Beam 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 7 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4435 @ 11' 8"5670 (4.00")Passed (78%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3436 @ 1' 5 3/8"7343 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)12120 @ 6'16452 Passed (74%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.229 @ 6'0.378 Passed (L/595)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.319 @ 6'0.567 Passed (L/427)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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' 4". •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. • 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"5.50"3.20"1279 3250 4529 Blocking 2 - Stud wall - HF 5.50"4.00"3.13"1278 3250 4528 1 1/2" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11' 11" o/c Bottom Edge (Lu)11' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 11' 10 1/2"N/A 10.1 -- 1 - Uniform (PSF)0 to 12' (Front)13' 6 1/2"15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Back Garage Flush Beam 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 8 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2708 @ 4"4860 (4.00")Passed (56%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1708 @ 1' 5 3/8"11994 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4304 @ 3' 8 1/2"13233 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.054 @ 3' 8 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.075 @ 3' 8 1/2"0.338 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"4.00"2.23"792 2009 2801 1 1/2" Rim Board 2 - Stud wall - HF 5.50"5.50"2.31"794 2009 2803 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 4" o/c Bottom Edge (Lu)7' 4" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/2" to 7' 5"N/A 10.9 -- 1 - Uniform (PSF)0 to 7' 5" (Front)13' 6 1/2"15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Foyer Flush Beam 2 piece(s) 1 1/2" x 11 7/8" 1.5E TimberStrand® LSL ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 9 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5136 @ 13' 1"5670 (4.00")Passed (91%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4104 @ 1' 5 3/8"7343 Passed (56%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)15852 @ 6' 8 1/2"16452 Passed (96%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.379 @ 6' 8 1/2"0.425 Passed (L/404)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.528 @ 6' 8 1/2"0.637 Passed (L/290)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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 = 12' 9". •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. • 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"5.50"3.69"1477 3757 5234 Blocking 2 - Stud wall - HF 5.50"4.00"3.62"1475 3757 5232 1 1/2" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 5" o/c Bottom Edge (Lu)13' 4" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 13' 3 1/2"N/A 10.1 -- 1 - Uniform (PSF)0 to 13' 5" (Front)14'15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Kitchen Flush Beam 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 10 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3597 @ 1 1/2"6563 (3.00")Passed (55%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2283 @ 1' 2 1/4"5434 Passed (42%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)5405 @ 3' 3"7004 Passed (77%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.033 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.057 @ 3' 3"0.313 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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 (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.64"1495 975 1828 4298 None 2 - Trimmer - HF 3.00"3.00"1.64"1495 975 1828 4298 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 6" o/c Bottom Edge (Lu)6' 6" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 6"N/A 10.0 ---- 1 - Uniform (PSF)0 to 6' 6"22' 6"15.0 -25.0 Default Load 2 - Uniform (PSF)0 to 6' 6"7' 6"15.0 40.0 -Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, 6' Door/Window Header 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 11 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)462 @ 15' 5 1/2"910 (1.75")Passed (51%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)462 @ 15' 5 1/2"1560 Passed (30%)1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-lbs)1457 @ 9' 1 7/8"3160 Passed (46%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.130 @ 8' 10 1/8"0.441 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.162 @ 8' 11 1/2"0.661 Passed (L/978)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 53 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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. •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 Edge™ Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Beam - GLB 5.50"5.50"3.50"326 482 38 846 Blocking 2 - Hanger on 11 7/8" GLB beam 3.50"Hanger¹1.75" / - ²115 368 -5 483/-5 See note ¹ •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 9" o/c Bottom Edge (Lu)7' 4" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - 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. Dead Floor Live Snow Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 15' 9"16"15.0 40.0 -Default Load 2 - Point (lb)2 3/4"N/A 126 -33 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 2nd Floor Framing, Cantilever Floor Joist 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 12 / 17 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 Weyerhaeuser Notes ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 13 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)471 @ 2 1/2"1215 (2.00")Passed (39%)--1.0 D + 1.0 L (All Spans) Shear (lbs)402 @ 1' 3/4"1388 Passed (29%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1471 @ 6' 6 1/2"1917 Passed (77%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.240 @ 6' 6 1/2"0.422 Passed (L/633)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.330 @ 6' 6 1/2"0.633 Passed (L/460)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Plate on concrete - HF 3.50"2.00"1.50"131 349 480 1 1/2" Rim Board 2 - Beam - DF 3.50"3.50"1.50"131 349 480 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 11" o/c Bottom Edge (Lu)13' o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 1"16"15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 1st Floor Framing, Floor Joist Dimensional 1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 14 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)471 @ 2 1/2"976 (2.00")Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)458 @ 3 1/2"1220 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1471 @ 6' 6 1/2"2500 Passed (59%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.177 @ 6' 6 1/2"0.422 Passed (L/857)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.244 @ 6' 6 1/2"0.633 Passed (L/623)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 41 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) 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 Edge™ Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: None. • 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Plate on concrete - HF 3.50"2.00"1.75"131 349 480 1 1/2" Rim Board 2 - Beam - DF 3.50"3.50"1.75"131 349 480 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 1" o/c Bottom Edge (Lu)13' o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 1"16"15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 1st Floor Framing, Floor Joist TJI 1 piece(s) 9 1/2" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 15 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1722 @ 1 1/4"4091 (2.75")Passed (42%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1166 @ 10"3045 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2048 @ 2' 7"2989 Passed (69%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.037 @ 2' 7"0.165 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.051 @ 2' 7"0.248 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 2.75"2.75"1.50"482 1240 1722 Blocking 2 - Stud wall - SPF 2.75"2.75"1.50"482 1240 1722 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 2" o/c Bottom Edge (Lu)5' 2" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 2"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 2" (Front)12'15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 1st Floor Framing, Floor: Drop Beam 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 16 / 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3397 @ 5' 1"5206 (3.50")Passed (65%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1467 @ 4' 4"3045 Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1856 @ 2' 5 9/16"2989 Passed (62%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.051 @ 7' 2 3/4"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.050 @ 7' 2 3/4"0.215 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •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. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 2.75"2.75"1.50"397 1245/-222 1642/- 222 Blocking 2 - Stud wall - SPF 3.50"3.50"2.28"950 2447 3397 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 3" o/c Bottom Edge (Lu)7' 3" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 7' 2 3/4"N/A 6.4 -- 1 - Uniform (PSF)0 to 7' 2 3/4" (Front)12'15.0 40.0 Default Load 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 1st Floor Framing, Floor: Drop Beam ends 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 1/17/2021 7:43:48 PM UTC Chon Pieruccioni Pieruccioni Engineering (206) 949-7866 cpieru@hotmail.com ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0 File Name: 15638 View Dr SE, Yelm Page 17 / 17 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Footing Length (X-dir) ............ Footing Width (Z-dir) .............. Footing Thickness .................. Soil Cover .............................. Column Length (X-dir) ........... Column Width (Z-dir) .............. Offset (X-dir) ........................... Offset (Z-dir) ........................... Base Plate (L x W) .....6.0 x 6.0 in ft ft in ft in in in in OK OK OK Dead Live RLive Snow Wind Seismic Axial Force P ............. Moment about X Mx .. Moment about Z Mz .. Shear Force Vx ......... Shear Force Vz ......... kip k-ft k-ft kip kip Gross Allow. Soil Pressure ....... Soil Pressure at Corner 1 ......... Soil Pressure at Corner 2 ......... Soil Pressure at Corner 3 ......... Soil Pressure at Corner 4 ......... Bearing Pressure Ratio ................. Ftg. Area in Contact with Soil ........ X-eccentricity / Ftg. Length ............ Z-eccentricity / Ftg. Width .............. 1.5 1.1 1.1 1.1 1.1 0.70 100.0 0.00 0.00 ksf ksf ksf ksf ksf % OK OK OK - Moment Mx = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft - Shear Force Vz = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft Arm = 0.00 + 10.0 / 12 = 0.83 ft Moment = 0.0 * 0.83 = 0.0 k-ft - Passive Force = 0.0 kip Arm = 0.33 ft Moment = 0.0 k-ft - Overturning moment X-X = 0.0 + 0.0 = 0.0 k-ft - Footing weight =0.6 * 2.00 * 2.00 * 10.0 / 12 * 0.15 = 0.3 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.3 * 1.00 = 0.3 k-ft - Pedestal weight =0.6 * 6.0 / 12 * 6.0 / 12 * 0.0 * 0.15 = 0.0 kip Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Soil cover =0.6 * (2.00 * 2.00 - 6.0 / 12 * 6.0 / 12) * 0.0 * 110 = 0.0 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Buoyancy =0.6 * 2.00 * 2.00 * 62 * (0.00 + 10.0 / 12 - 0.00) = -0.1 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.1 * 1.00 = -0.1 k-ft - Axial force P = 0.6 * 1.6 + 0.6 * 0.0 = 1.0 k-ft Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 1.0 * 1.00 = 1.0 k-ft - Resisting moment X-X = 0.3 + 0.0 + 0.0 + 1.0 + -0.1 = 1.1 k-ft - Overturning safety factor X-X ==1.1 0.0 = 11.35 > 1.50 OK 1 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com - Moment Mz = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft - Shear Force Vx = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft Arm = 0.00 + 10.0 / 12 = 0.83 ft Moment = 0.0 * 0.83 = 0.0 k-ft - Passive Force = 0.0 kip Arm = 0.33 ft Moment = 0.0 k-ft - Overturning moment Z-Z = 0.0 + 0.0 = 0.0 k-ft - Footing weight =0.6 * 2.00 * 2.00 * 10.0 / 12 * 0.15 = 0.3 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.3 * 1.00 = 0.3 k-ft - Pedestal weight =0.6 * 6.0 / 12 * 6.0 / 12 * 0.0 * 0.15 = 0.0 kip Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Soil cover =0.6 * (2.00 * 2.00 - 6.0 / 12 * 6.0 / 12) * 0.0 * 110 = 0.0 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Buoyancy =0.6 * 2.00 * 2.00 * 62 * (0.00 + 10.0 / 12 - 0.00) = -0.1 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.1 * 1.00 = -0.1 k-ft - Axial force P = 0.6 * 1.6 + 0.6 * 0.0 = 1.0 k-ft Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 1.0 * 1.00 = 1.0 k-ft - Resisting moment Z-Z = 0.3 + 0.0 + 0.0 + 1.0 + -0.1 = 1.1 k-ft - Overturning safety factor Z-Z ==1.1 0.0 = 11.35 > 1.50 OK Overturning moment X-X = 0.0 + 0.0 = 0.0 k-ft Resisting moment X-X = 0.5 + 0.0 + 0.0 + -0.2 + 3.9 = 4.2 k-ft Overturning moment Z-Z = 0.0 + 0.0 = 0.0 k-ft Resisting moment Z-Z = 0.5 + 0.0 + 0.0 + -0.2 + 3.9 = 4.2 k-ft Resisting force =0.5 + 0.0 + 0.0 - 0.2 + 3.9 = 4.2 kip X-coordinate of resultant from maximum bearing corner: Xp ==4.2 - 0.0 4.2 = 1.00 ft Z-coordinate of resultant from maximum bearing corner: Zp ==4.2 - 0.0 4.2 = 1.00 ft X-ecc =2.00 / 2 - 1.00 = 0.00 ft Z-ecc =2.00 / 2 - 1.00 = 0.00 ft Area =2.00 * 2.00 = 4.0 ft² Sx =2.00 * 2.00² / 6 = 1.3 ft³ Sz =2.00 * 2.00² / 6 = 1.3 ft³ - Footing is in full bearing. Soil pressures are as follows: P1 =4.2 * (1 / 4.0 + 0.00 / 1.3 + 0.00 / 1.3) = 1.05 ksf P2 =4.2 * (1 / 4.0 - 0.00 / 1.3 + 0.00 / 1.3) = 1.05 ksf P3 =4.2 * (1 / 4.0 - 0.00 / 1.3 - 0.00 / 1.3) = 1.05 ksf P4 =4.2 * (1 / 4.0 + 0.00 / 1.3 - 0.00 / 1.3) = 1.05 ksf 2 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Internal friction angle = 28.0 deg Active coefficient ka = 0.36 Passive coefficient 1 / 0.36 = 2.77 Pressure at mid-depth =2.77 * 110 * (0.00 + 10.0 / 12 / 2) = 0.13 ksf X-Passive force =0.13 * 10.0 / 12 * 2.00 = 0.2 kip Z-Passive force =0.13 * 10.0 / 12 * 2.00 = 0.2 kip Friction force =Max (0, 1.1 * 0.35) = 0.4 kip - Sliding safety factor X-X ==1.00 * 0.2 + 1.00 * 0.4 0.0 = 6.09 > 1.50 OK - Sliding safety factor Z-Z ==1.00 * 0.2 + 1.00 * 0.4 0.0 = 6.09 > 1.50 OK - Uplift safety factor ==0.0 + 0.3 + 0.0 - 0.1 0.0 = 99.99 > 1.00 OK Concrete f'c =2.5 ksi Steel fy =40.0 ksi Soil density =110 pcf d Top X-dir =10.0 - 2.0 - 0.8 / 2 = 7.6 in d Top Z-dir =10.0 - 2.0 - 0.8 - 0.8 / 2 = 6.9 in d Bot X-dir =10.0 - 3.0 - 0.8 / 2 = 6.6 in d Bot Z-dir =10.0 - 3.0 - 0.8 - 0.8 / 2 = 5.9 in ϕVcx =2 * 0.75 * √(2500) * 2.0 * 12 * 6.6 / 1000 = 11.9 kip ϕVcz =2 * 0.75 * √(2500) * 2.0 * 12 * 5.9 / 1000 = 10.6 kip ACI Eq. (22.5.5.1) - Shear forces calculated as the volume of the bearing pressures under the effective areas: One-way shear Vux (- Side) = 0.6 kip One-way shear Vux (+ Side) = 0.6 kip One-way shear Vuz (- Side) = 0.6 kip One-way shear Vuz (+ Side) = 0.6 kip < 11.9 kip OK < 11.9 kip OK < 10.6 kip OK < 10.6 kip OK 3 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Plain ϕMnx =5 * 0.60 * √(2500) * 2.00 * 10.0² / 6 / 1000 = 5.0 k-ft Plain ϕMnz =5 * 0.60 * √(2500) * 2.00 * 10.0² / 6 / 1000 = 5.0 k-ft ACI Eq. (14.5.2.1a) Use Plain Concrete Flexural Strength at Top - Top moments calculated as the overburden minus the bearing pressures times the lever arm: Top moment -Mux (- Side) = 0.0 k-ft Top moment -Mux (+ Side) = 0.0 k-ft Top moment -Muz (- Side) = 0.0 k-ft Top moment -Muz (+ Side) = 0.0 k-ft < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK Use Plain Concrete Flexural Strength at Bottom - Bottom moments calculated as the bearing minus the overburden pressures times the lever arm: Bottom moment Mux (- Side) = 0.8 k-ft Bottom moment Mux (+ Side) = 0.8 k-ft Bottom moment Muz (- Side) = 0.8 k-ft Bottom moment Muz (+ Side) = 0.8 k-ft < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK ratio = 0.16 ratio = 0.16 ratio = 0.16 ratio = 0.16 4 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Area 6.0 * 6.0 = 36.0 in² Sx =6.0 * 6.0² / 6 = 36.0 in³ Sz =6.0 * 6.0² / 6 = 36.0 in³ Bearing 5.8 / 36.0 + 0.0 * 12 / 36.0 + 0.0 * 12 / 36.0 = 0.2 ksi Min edge = Min edge = Min (2.00 * 12 / 2 - 0.0 - 6.0 / 2, 2.00 * 12 / 2 - 0.0 - 6.0 / 2 = 9.0 in Area A2 = Min [2.00 * 12 * 2.0 * 12, (6.0 + 2 * 9.0) * (6.0 + 2 * 9.0)] = 576.0 in² ACI R22.8.3.2 Footing 0.65 * 0.85 * 2.5 * Min [2, √(576.0 / 36.0)] = 2.8 ksi Footing 0.65 * 0.00 * 60.0 / 36.0 = 0.0 ksi ACI 22.8.3.2 Footing bearing 2.8 + 0.0 = 2.8 ksi > 0.2 psi OK 5 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com X-Edge =2.00 * 12 / 2 - 0.0 - 6.0 / 2 = 9.0 in αsx = 10 Z-Edge =2.00 * 12 / 2 - 0.0 - 6.0 / 2 = 9.0 in αsz = 10 αs =10 + 10 = 20 Col type = Corner β =6.0 / 6.0 = 1.00 ACI 22.6.5.2 Perimeter bo = 10 / 10 * (6.0 + 6.3 / 2 + 9.0) + 10 / 10 * (6.0 + 6.3 / 2 + 9.0) = 36.3 in ACI 22.6.4.2 Area (6.0 + 6.3 / 2 + 9.0) * (6.0 + 6.3 / 2 + 9.0) = 328.5 in² ϕVc = ϕVc = 0.75 * Min (2 + 4 / 1.00, 20 * 6.3 / 36.3 + 2, 4) * √(2500) = 150.0 psi ACI 22.6.5.2 Punching force F = 5.8 + 0.15 * 328.5 / 144 - 1.6 = 4.5 kip b1 =6.0 + 6.3 / 2 + 9.0 = 18.1 in b2 =6.0 + 6.3 / 2 + 9.0 = 18.1 in γvx factor == 1 -1 1 + (2/3) √(18.1 / 18.1)= 0.40 γvz factor = ACI Eq. (8.4.4.2.2) ACI Eq. (8.4.2.3.2)= 1 -1 1 + (2/3) √(18.1 / 18.1)= 0.40 X2z =18.1² / 2 / (18.1 + 18.1) = 4.5 in X2x =4.5 in Jcz = Jcz = 18.1 * 6.3³ / 12 + 18.1³ * 6.3 / 12 + 18.1 * 6.3 * (18.1 / 2 * 4.5)² + 18.1 * 6.3 * 4.5² = 8122 in⁴ Jcx = Jcz = 18.1 * 6.3³ / 12 + 18.1³ * 6.3 / 12 + 18.1 * 6.3 * (18.1 / 2 * 4.5)² + 18.1 * 6.3 * 4.5² = 8122 in⁴ ACI R8.4.4.2.3 ACI R8.4.4.2.3 Stress due to P =4.5 / (36.3 * 6.3) * 1000 = 20.0 psi Stress due to Mx =0.40 * 0.0 * 12 * 4.5 / 8122 * 1000 = 0.0 psi Stress due to Mz =0.40 * 0.0 * 12 * 4.5 / 8122 * 1000 = 0.0 psi Punching stress =20.0 + 0.0 + 0.0 = 20.0 psi < 150.0 psi OK 6 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Entry Post Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Concrete Design .................. Load Combinations .............. ACI 318-14 ASCE 7-10 7 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Footing Length (X-dir) ............ Footing Width (Z-dir) .............. Footing Thickness .................. Soil Cover .............................. Column Length (X-dir) ........... Column Width (Z-dir) .............. Offset (X-dir) ........................... Offset (Z-dir) ........................... Base Plate (L x W) .....6.0 x 6.0 in ft ft in ft in in in in OK OK OK Dead Live RLive Snow Wind Seismic Axial Force P ............. Moment about X Mx .. Moment about Z Mz .. Shear Force Vx ......... Shear Force Vz ......... kip k-ft k-ft kip kip Gross Allow. Soil Pressure ....... Soil Pressure at Corner 1 ......... Soil Pressure at Corner 2 ......... Soil Pressure at Corner 3 ......... Soil Pressure at Corner 4 ......... Bearing Pressure Ratio ................. Ftg. Area in Contact with Soil ........ X-eccentricity / Ftg. Length ............ Z-eccentricity / Ftg. Width .............. 1.5 1.4 1.4 1.4 1.4 0.93 100.0 0.00 0.00 ksf ksf ksf ksf ksf % OK OK OK - Moment Mx = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft - Shear Force Vz = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft Arm = 0.00 + 10.0 / 12 = 0.83 ft Moment = 0.0 * 0.83 = 0.0 k-ft - Passive Force = 0.0 kip Arm = 0.33 ft Moment = 0.0 k-ft - Overturning moment X-X = 0.0 + 0.0 = 0.0 k-ft - Footing weight =0.6 * 2.00 * 2.00 * 10.0 / 12 * 0.15 = 0.3 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.3 * 1.00 = 0.3 k-ft - Pedestal weight =0.6 * 6.0 / 12 * 6.0 / 12 * 0.0 * 0.15 = 0.0 kip Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Soil cover =0.6 * (2.00 * 2.00 - 6.0 / 12 * 6.0 / 12) * 0.0 * 110 = 0.0 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Buoyancy =0.6 * 2.00 * 2.00 * 62 * (0.00 + 10.0 / 12 - 0.00) = -0.1 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.1 * 1.00 = -0.1 k-ft - Axial force P = 0.6 * 1.5 + 0.6 * 0.0 = 0.9 k-ft Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 0.9 * 1.00 = 0.9 k-ft - Resisting moment X-X = 0.3 + 0.0 + 0.0 + 0.9 + -0.1 = 1.1 k-ft - Overturning safety factor X-X ==1.1 0.0 = 10.75 > 1.50 OK 1 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com - Moment Mz = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft - Shear Force Vx = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft Arm = 0.00 + 10.0 / 12 = 0.83 ft Moment = 0.0 * 0.83 = 0.0 k-ft - Passive Force = 0.0 kip Arm = 0.33 ft Moment = 0.0 k-ft - Overturning moment Z-Z = 0.0 + 0.0 = 0.0 k-ft - Footing weight =0.6 * 2.00 * 2.00 * 10.0 / 12 * 0.15 = 0.3 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.3 * 1.00 = 0.3 k-ft - Pedestal weight =0.6 * 6.0 / 12 * 6.0 / 12 * 0.0 * 0.15 = 0.0 kip Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Soil cover =0.6 * (2.00 * 2.00 - 6.0 / 12 * 6.0 / 12) * 0.0 * 110 = 0.0 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.0 * 1.00 = 0.0 k-ft - Buoyancy =0.6 * 2.00 * 2.00 * 62 * (0.00 + 10.0 / 12 - 0.00) = -0.1 kip Arm =2.00 / 2 = 1.00 ft Moment = 0.1 * 1.00 = -0.1 k-ft - Axial force P = 0.6 * 1.5 + 0.6 * 0.0 = 0.9 k-ft Arm =2.00 / 2 - 0.0 / 12 = 1.00 ft Moment = 0.9 * 1.00 = 0.9 k-ft - Resisting moment Z-Z = 0.3 + 0.0 + 0.0 + 0.9 + -0.1 = 1.1 k-ft - Overturning safety factor Z-Z ==1.1 0.0 = 10.75 > 1.50 OK Overturning moment X-X = 0.0 + 0.0 = 0.0 k-ft Resisting moment X-X = 0.5 + 0.0 + 0.0 + -0.2 + 5.3 = 5.6 k-ft Overturning moment Z-Z = 0.0 + 0.0 = 0.0 k-ft Resisting moment Z-Z = 0.5 + 0.0 + 0.0 + -0.2 + 5.3 = 5.6 k-ft Resisting force =0.5 + 0.0 + 0.0 - 0.2 + 5.3 = 5.6 kip X-coordinate of resultant from maximum bearing corner: Xp ==5.6 - 0.0 5.6 = 1.00 ft Z-coordinate of resultant from maximum bearing corner: Zp ==5.6 - 0.0 5.6 = 1.00 ft X-ecc =2.00 / 2 - 1.00 = 0.00 ft Z-ecc =2.00 / 2 - 1.00 = 0.00 ft Area =2.00 * 2.00 = 4.0 ft² Sx =2.00 * 2.00² / 6 = 1.3 ft³ Sz =2.00 * 2.00² / 6 = 1.3 ft³ - Footing is in full bearing. Soil pressures are as follows: P1 =5.6 * (1 / 4.0 + 0.00 / 1.3 + 0.00 / 1.3) = 1.40 ksf P2 =5.6 * (1 / 4.0 - 0.00 / 1.3 + 0.00 / 1.3) = 1.40 ksf P3 =5.6 * (1 / 4.0 - 0.00 / 1.3 - 0.00 / 1.3) = 1.40 ksf P4 =5.6 * (1 / 4.0 + 0.00 / 1.3 - 0.00 / 1.3) = 1.40 ksf 2 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Internal friction angle = 28.0 deg Active coefficient ka = 0.36 Passive coefficient 1 / 0.36 = 2.77 Pressure at mid-depth =2.77 * 110 * (0.00 + 10.0 / 12 / 2) = 0.13 ksf X-Passive force =0.13 * 10.0 / 12 * 2.00 = 0.2 kip Z-Passive force =0.13 * 10.0 / 12 * 2.00 = 0.2 kip Friction force =Max (0, 1.1 * 0.35) = 0.4 kip - Sliding safety factor X-X ==1.00 * 0.2 + 1.00 * 0.4 0.0 = 5.88 > 1.50 OK - Sliding safety factor Z-Z ==1.00 * 0.2 + 1.00 * 0.4 0.0 = 5.88 > 1.50 OK - Uplift safety factor ==0.0 + 0.3 + 0.0 - 0.1 0.0 = 99.99 > 1.00 OK Concrete f'c =2.5 ksi Steel fy =40.0 ksi Soil density =110 pcf d Top X-dir =10.0 - 2.0 - 0.8 / 2 = 7.6 in d Top Z-dir =10.0 - 2.0 - 0.8 - 0.8 / 2 = 6.9 in d Bot X-dir =10.0 - 3.0 - 0.8 / 2 = 6.6 in d Bot Z-dir =10.0 - 3.0 - 0.8 - 0.8 / 2 = 5.9 in ϕVcx =2 * 0.75 * √(2500) * 2.0 * 12 * 6.6 / 1000 = 11.9 kip ϕVcz =2 * 0.75 * √(2500) * 2.0 * 12 * 5.9 / 1000 = 10.6 kip ACI Eq. (22.5.5.1) - Shear forces calculated as the volume of the bearing pressures under the effective areas: One-way shear Vux (- Side) = 0.9 kip One-way shear Vux (+ Side) = 0.9 kip One-way shear Vuz (- Side) = 0.9 kip One-way shear Vuz (+ Side) = 0.9 kip < 11.9 kip OK < 11.9 kip OK < 10.6 kip OK < 10.6 kip OK 3 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Plain ϕMnx =5 * 0.60 * √(2500) * 2.00 * 10.0² / 6 / 1000 = 5.0 k-ft Plain ϕMnz =5 * 0.60 * √(2500) * 2.00 * 10.0² / 6 / 1000 = 5.0 k-ft ACI Eq. (14.5.2.1a) Use Plain Concrete Flexural Strength at Top - Top moments calculated as the overburden minus the bearing pressures times the lever arm: Top moment -Mux (- Side) = 0.0 k-ft Top moment -Mux (+ Side) = 0.0 k-ft Top moment -Muz (- Side) = 0.0 k-ft Top moment -Muz (+ Side) = 0.0 k-ft < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK Use Plain Concrete Flexural Strength at Bottom - Bottom moments calculated as the bearing minus the overburden pressures times the lever arm: Bottom moment Mux (- Side) = 1.1 k-ft Bottom moment Mux (+ Side) = 1.1 k-ft Bottom moment Muz (- Side) = 1.1 k-ft Bottom moment Muz (+ Side) = 1.1 k-ft < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK < 5.0 k-ft OK ratio = 0.22 ratio = 0.22 ratio = 0.22 ratio = 0.22 4 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Area 6.0 * 6.0 = 36.0 in² Sx =6.0 * 6.0² / 6 = 36.0 in³ Sz =6.0 * 6.0² / 6 = 36.0 in³ Bearing 7.9 / 36.0 + 0.0 * 12 / 36.0 + 0.0 * 12 / 36.0 = 0.2 ksi Min edge = Min edge = Min (2.00 * 12 / 2 - 0.0 - 6.0 / 2, 2.00 * 12 / 2 - 0.0 - 6.0 / 2 = 9.0 in Area A2 = Min [2.00 * 12 * 2.0 * 12, (6.0 + 2 * 9.0) * (6.0 + 2 * 9.0)] = 576.0 in² ACI R22.8.3.2 Footing 0.65 * 0.85 * 2.5 * Min [2, √(576.0 / 36.0)] = 2.8 ksi Footing 0.65 * 0.00 * 60.0 / 36.0 = 0.0 ksi ACI 22.8.3.2 Footing bearing 2.8 + 0.0 = 2.8 ksi > 0.2 psi OK 5 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com X-Edge =2.00 * 12 / 2 - 0.0 - 6.0 / 2 = 9.0 in αsx = 10 Z-Edge =2.00 * 12 / 2 - 0.0 - 6.0 / 2 = 9.0 in αsz = 10 αs =10 + 10 = 20 Col type = Corner β =6.0 / 6.0 = 1.00 ACI 22.6.5.2 Perimeter bo = 10 / 10 * (6.0 + 6.3 / 2 + 9.0) + 10 / 10 * (6.0 + 6.3 / 2 + 9.0) = 36.3 in ACI 22.6.4.2 Area (6.0 + 6.3 / 2 + 9.0) * (6.0 + 6.3 / 2 + 9.0) = 328.5 in² ϕVc = ϕVc = 0.75 * Min (2 + 4 / 1.00, 20 * 6.3 / 36.3 + 2, 4) * √(2500) = 150.0 psi ACI 22.6.5.2 Punching force F = 7.9 + 0.15 * 328.5 / 144 - 2.1 = 6.1 kip b1 =6.0 + 6.3 / 2 + 9.0 = 18.1 in b2 =6.0 + 6.3 / 2 + 9.0 = 18.1 in γvx factor == 1 -1 1 + (2/3) √(18.1 / 18.1)= 0.40 γvz factor = ACI Eq. (8.4.4.2.2) ACI Eq. (8.4.2.3.2)= 1 -1 1 + (2/3) √(18.1 / 18.1)= 0.40 X2z =18.1² / 2 / (18.1 + 18.1) = 4.5 in X2x =4.5 in Jcz = Jcz = 18.1 * 6.3³ / 12 + 18.1³ * 6.3 / 12 + 18.1 * 6.3 * (18.1 / 2 * 4.5)² + 18.1 * 6.3 * 4.5² = 8122 in⁴ Jcx = Jcz = 18.1 * 6.3³ / 12 + 18.1³ * 6.3 / 12 + 18.1 * 6.3 * (18.1 / 2 * 4.5)² + 18.1 * 6.3 * 4.5² = 8122 in⁴ ACI R8.4.4.2.3 ACI R8.4.4.2.3 Stress due to P =6.1 / (36.3 * 6.3) * 1000 = 26.8 psi Stress due to Mx =0.40 * 0.0 * 12 * 4.5 / 8122 * 1000 = 0.0 psi Stress due to Mz =0.40 * 0.0 * 12 * 4.5 / 8122 * 1000 = 0.0 psi Punching stress =26.8 + 0.0 + 0.0 = 26.8 psi < 150.0 psi OK 6 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Isolated Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Concrete Design .................. Load Combinations .............. ACI 318-14 ASCE 7-10 7 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Footing Length (X-dir) ............ Footing Width (Z-dir) .............. Footing Thickness .................. Soil Cover .............................. Column Length (X-dir) ........... Column Width (Z-dir) .............. Offset (X-dir) ........................... Offset (Z-dir) ........................... Base Plate (L x W) .....6.0 x 6.0 in ft ft in ft in in in in OK OK OK Dead Live RLive Snow Wind Seismic Axial Force P ............. Moment about X Mx .. Moment about Z Mz .. Shear Force Vx ......... Shear Force Vz ......... kip k-ft k-ft kip kip Gross Allow. Soil Pressure ....... Soil Pressure at Corner 1 ......... Soil Pressure at Corner 2 ......... Soil Pressure at Corner 3 ......... Soil Pressure at Corner 4 ......... Bearing Pressure Ratio ................. Ftg. Area in Contact with Soil ........ X-eccentricity / Ftg. Length ............ Z-eccentricity / Ftg. Width .............. 1.5 1.2 1.2 1.2 1.2 0.81 100.0 0.00 0.00 ksf ksf ksf ksf ksf % OK OK OK - Moment Mx = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft - Shear Force Vz = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft Arm = 0.00 + 10.0 / 12 = 0.83 ft Moment = 0.0 * 0.83 = 0.0 k-ft - Passive Force = 0.0 kip Arm = 0.33 ft Moment = 0.0 k-ft - Overturning moment X-X = 0.0 + 0.0 = 0.0 k-ft - Footing weight =0.6 * 1.75 * 1.75 * 10.0 / 12 * 0.15 = 0.2 kip Arm =1.75 / 2 = 0.88 ft Moment = 0.2 * 0.88 = 0.2 k-ft - Pedestal weight =0.6 * 6.0 / 12 * 6.0 / 12 * 0.0 * 0.15 = 0.0 kip Arm =1.75 / 2 - 0.0 / 12 = 0.88 ft Moment = 0.0 * 0.88 = 0.0 k-ft - Soil cover =0.6 * (1.75 * 1.75 - 6.0 / 12 * 6.0 / 12) * 0.0 * 110 = 0.0 kip Arm =1.75 / 2 = 0.88 ft Moment = 0.0 * 0.88 = 0.0 k-ft - Buoyancy =0.6 * 1.75 * 1.75 * 62 * (0.00 + 10.0 / 12 - 0.00) = -0.1 kip Arm =1.75 / 2 = 0.88 ft Moment = 0.1 * 0.88 = -0.1 k-ft - Axial force P = 0.6 * 1.0 + 0.6 * 0.0 = 0.6 k-ft Arm =1.75 / 2 - 0.0 / 12 = 0.88 ft Moment = 0.6 * 0.88 = 0.5 k-ft - Resisting moment X-X = 0.2 + 0.0 + 0.0 + 0.5 + -0.1 = 0.6 k-ft - Overturning safety factor X-X ==0.6 0.0 = 6.42 > 1.50 OK 1 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com - Moment Mz = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft - Shear Force Vx = 0.6 * 0.0 + 0.6 * 0.0 = 0.0 k-ft Arm = 0.00 + 10.0 / 12 = 0.83 ft Moment = 0.0 * 0.83 = 0.0 k-ft - Passive Force = 0.0 kip Arm = 0.33 ft Moment = 0.0 k-ft - Overturning moment Z-Z = 0.0 + 0.0 = 0.0 k-ft - Footing weight =0.6 * 1.75 * 1.75 * 10.0 / 12 * 0.15 = 0.2 kip Arm =1.75 / 2 = 0.88 ft Moment = 0.2 * 0.88 = 0.2 k-ft - Pedestal weight =0.6 * 6.0 / 12 * 6.0 / 12 * 0.0 * 0.15 = 0.0 kip Arm =1.75 / 2 - 0.0 / 12 = 0.88 ft Moment = 0.0 * 0.88 = 0.0 k-ft - Soil cover =0.6 * (1.75 * 1.75 - 6.0 / 12 * 6.0 / 12) * 0.0 * 110 = 0.0 kip Arm =1.75 / 2 = 0.88 ft Moment = 0.0 * 0.88 = 0.0 k-ft - Buoyancy =0.6 * 1.75 * 1.75 * 62 * (0.00 + 10.0 / 12 - 0.00) = -0.1 kip Arm =1.75 / 2 = 0.88 ft Moment = 0.1 * 0.88 = -0.1 k-ft - Axial force P = 0.6 * 1.0 + 0.6 * 0.0 = 0.6 k-ft Arm =1.75 / 2 - 0.0 / 12 = 0.88 ft Moment = 0.6 * 0.88 = 0.5 k-ft - Resisting moment Z-Z = 0.2 + 0.0 + 0.0 + 0.5 + -0.1 = 0.6 k-ft - Overturning safety factor Z-Z ==0.6 0.0 = 6.42 > 1.50 OK Overturning moment X-X = 0.0 + 0.0 = 0.0 k-ft Resisting moment X-X = 0.3 + 0.0 + 0.0 + -0.1 + 3.1 = 3.3 k-ft Overturning moment Z-Z = 0.0 + 0.0 = 0.0 k-ft Resisting moment Z-Z = 0.3 + 0.0 + 0.0 + -0.1 + 3.1 = 3.3 k-ft Resisting force =0.4 + 0.0 + 0.0 - 0.2 + 3.5 = 3.7 kip X-coordinate of resultant from maximum bearing corner: Xp ==3.3 - 0.0 3.7 = 0.88 ft Z-coordinate of resultant from maximum bearing corner: Zp ==3.3 - 0.0 3.7 = 0.88 ft X-ecc =1.75 / 2 - 0.88 = 0.00 ft Z-ecc =1.75 / 2 - 0.88 = 0.00 ft Area =1.75 * 1.75 = 3.1 ft² Sx =1.75 * 1.75² / 6 = 0.9 ft³ Sz =1.75 * 1.75² / 6 = 0.9 ft³ - Footing is in full bearing. Soil pressures are as follows: P1 =3.7 * (1 / 3.1 + 0.00 / 0.9 + 0.00 / 0.9) = 1.22 ksf P2 =3.7 * (1 / 3.1 - 0.00 / 0.9 + 0.00 / 0.9) = 1.22 ksf P3 =3.7 * (1 / 3.1 - 0.00 / 0.9 - 0.00 / 0.9) = 1.22 ksf P4 =3.7 * (1 / 3.1 + 0.00 / 0.9 - 0.00 / 0.9) = 1.22 ksf 2 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Internal friction angle = 28.0 deg Active coefficient ka = 0.36 Passive coefficient 1 / 0.36 = 2.77 Pressure at mid-depth =2.77 * 110 * (0.00 + 10.0 / 12 / 2) = 0.13 ksf X-Passive force =0.13 * 10.0 / 12 * 1.75 = 0.2 kip Z-Passive force =0.13 * 10.0 / 12 * 1.75 = 0.2 kip Friction force =Max (0, 0.7 * 0.35) = 0.3 kip - Sliding safety factor X-X ==1.00 * 0.2 + 1.00 * 0.3 0.0 = 4.42 > 1.50 OK - Sliding safety factor Z-Z ==1.00 * 0.2 + 1.00 * 0.3 0.0 = 4.42 > 1.50 OK - Uplift safety factor ==0.0 + 0.2 + 0.0 - 0.1 0.0 = 99.99 > 1.00 OK Concrete f'c =2.5 ksi Steel fy =40.0 ksi Soil density =110 pcf d Top X-dir =10.0 - 2.0 - 0.8 / 2 = 7.6 in d Top Z-dir =10.0 - 2.0 - 0.8 - 0.8 / 2 = 6.9 in d Bot X-dir =10.0 - 3.0 - 0.8 / 2 = 6.6 in d Bot Z-dir =10.0 - 3.0 - 0.8 - 0.8 / 2 = 5.9 in ϕVcx =2 * 0.75 * √(2500) * 1.8 * 12 * 6.6 / 1000 = 10.4 kip ϕVcz =2 * 0.75 * √(2500) * 1.8 * 12 * 5.9 / 1000 = 9.3 kip ACI Eq. (22.5.5.1) - Shear forces calculated as the volume of the bearing pressures under the effective areas: One-way shear Vux (- Side) = 0.3 kip One-way shear Vux (+ Side) = 0.3 kip One-way shear Vuz (- Side) = 0.3 kip One-way shear Vuz (+ Side) = 0.3 kip < 10.4 kip OK < 10.4 kip OK < 9.3 kip OK < 9.3 kip OK 3 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Plain ϕMnx =5 * 0.60 * √(2500) * 1.75 * 10.0² / 6 / 1000 = 4.4 k-ft Plain ϕMnz =5 * 0.60 * √(2500) * 1.75 * 10.0² / 6 / 1000 = 4.4 k-ft ACI Eq. (14.5.2.1a) Use Plain Concrete Flexural Strength at Top - Top moments calculated as the overburden minus the bearing pressures times the lever arm: Top moment -Mux (- Side) = 0.0 k-ft Top moment -Mux (+ Side) = 0.0 k-ft Top moment -Muz (- Side) = 0.0 k-ft Top moment -Muz (+ Side) = 0.0 k-ft < 4.4 k-ft OK < 4.4 k-ft OK < 4.4 k-ft OK < 4.4 k-ft OK Use Plain Concrete Flexural Strength at Bottom - Bottom moments calculated as the bearing minus the overburden pressures times the lever arm: Bottom moment Mux (- Side) = 0.6 k-ft Bottom moment Mux (+ Side) = 0.6 k-ft Bottom moment Muz (- Side) = 0.6 k-ft Bottom moment Muz (+ Side) = 0.6 k-ft < 4.4 k-ft OK < 4.4 k-ft OK < 4.4 k-ft OK < 4.4 k-ft OK ratio = 0.13 ratio = 0.13 ratio = 0.13 ratio = 0.13 4 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Area 6.0 * 6.0 = 36.0 in² Sx =6.0 * 6.0² / 6 = 36.0 in³ Sz =6.0 * 6.0² / 6 = 36.0 in³ Bearing 5.2 / 36.0 + 0.0 * 12 / 36.0 + 0.0 * 12 / 36.0 = 0.1 ksi Min edge = Min edge = Min (1.75 * 12 / 2 - 0.0 - 6.0 / 2, 1.75 * 12 / 2 - 0.0 - 6.0 / 2 = 7.5 in Area A2 = Min [1.75 * 12 * 1.8 * 12, (6.0 + 2 * 7.5) * (6.0 + 2 * 7.5)] = 441.0 in² ACI R22.8.3.2 Footing 0.65 * 0.85 * 2.5 * Min [2, √(441.0 / 36.0)] = 2.8 ksi Footing 0.65 * 0.00 * 60.0 / 36.0 = 0.0 ksi ACI 22.8.3.2 Footing bearing 2.8 + 0.0 = 2.8 ksi > 0.1 psi OK 5 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com X-Edge =1.75 * 12 / 2 - 0.0 - 6.0 / 2 = 7.5 in αsx = 10 Z-Edge =1.75 * 12 / 2 - 0.0 - 6.0 / 2 = 7.5 in αsz = 10 αs =10 + 10 = 20 Col type = Corner β =6.0 / 6.0 = 1.00 ACI 22.6.5.2 Perimeter bo = 10 / 10 * (6.0 + 6.3 / 2 + 7.5) + 10 / 10 * (6.0 + 6.3 / 2 + 7.5) = 33.3 in ACI 22.6.4.2 Area (6.0 + 6.3 / 2 + 7.5) * (6.0 + 6.3 / 2 + 7.5) = 276.4 in² ϕVc = ϕVc = 0.75 * Min (2 + 4 / 1.00, 20 * 6.3 / 33.3 + 2, 4) * √(2500) = 150.0 psi ACI 22.6.5.2 Punching force F = 5.2 + 0.15 * 276.4 / 144 - 1.9 = 3.6 kip b1 =6.0 + 6.3 / 2 + 7.5 = 16.6 in b2 =6.0 + 6.3 / 2 + 7.5 = 16.6 in γvx factor == 1 -1 1 + (2/3) √(16.6 / 16.6)= 0.40 γvz factor = ACI Eq. (8.4.4.2.2) ACI Eq. (8.4.2.3.2)= 1 -1 1 + (2/3) √(16.6 / 16.6)= 0.40 X2z =16.6² / 2 / (16.6 + 16.6) = 4.2 in X2x =4.2 in Jcz = Jcz = 16.6 * 6.3³ / 12 + 16.6³ * 6.3 / 12 + 16.6 * 6.3 * (16.6 / 2 * 4.2)² + 16.6 * 6.3 * 4.2² = 6321 in⁴ Jcx = Jcz = 16.6 * 6.3³ / 12 + 16.6³ * 6.3 / 12 + 16.6 * 6.3 * (16.6 / 2 * 4.2)² + 16.6 * 6.3 * 4.2² = 6321 in⁴ ACI R8.4.4.2.3 ACI R8.4.4.2.3 Stress due to P =3.6 / (33.3 * 6.3) * 1000 = 17.5 psi Stress due to Mx =0.40 * 0.0 * 12 * 4.2 / 6321 * 1000 = 0.0 psi Stress due to Mz =0.40 * 0.0 * 12 * 4.2 / 6321 * 1000 = 0.0 psi Punching stress =17.5 + 0.0 + 0.0 = 17.5 psi < 150.0 psi OK 6 of 7 SPECTRA Engineering Inc.Project: Engineer: Descrip: Chon Pieruccioni Typical Crawl Footing Page # ___ 1/14/2021 ASDIP Foundation 4.4.3.2 SPREAD FOOTING DESIGN www.asdipsoft.com Concrete Design .................. Load Combinations .............. 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