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RVWD BLD BLD2024-1465+Structural_Analysis_or_Calculations+11.6.2024_10.40.18_AM+4604595BTL RECEIVED Nov 08 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-1465 REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT .............................................. c 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 Fax: (425) 821-2120 Structural Calculations For Lewis Residence 20710 86th PL W Edmonds, WA 98026 October 22, 2024 Prepared by Brian Lampe Kelsi Bonner BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 STRUCTURAL CALCULATIONS SHEET INDEX Lewis Residence Item Page # Criteria • Design Criteria..............................................................................................................C1.1 Gravity • Roof Framing ✓ Key Plans.......................................................................................................R1.1 ✓ Beams............................................................................................................R2.1 • Upper Floor Framing ✓ Key Plans.......................................................................................................U1.1 ✓ Beams............................................................................................................U2.1 • Main Floor Framing ✓ Key Plans....................................................................................................MF1.1 ✓ Beams......................................................................................................... MF2.1 Miscellaneous • Post Design................................................................................................................. M1.1 • Footing Design............................................................................................................ M2.1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Criteria BF-FIL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 ENGINEERING Fax: 425-821-2120 Project: Lewis Residence - Remodel Project Number: 20710 86th PL W, Edmonds, WA Code: IBC 2021 Risk Category II Earthquake/Wind: Since there are no major portions of exterior walls being removed in the remodel, the effect on the existing lateral design is negligible. The existing sheathing nailing and holdowns are acceptable by engineering judgment, so a lateral analysis is not necessary. Soil Bearing: 1500-psf Allowable Soil Bearing Pressure Concrete: 2500-psi Concrete Strength Higher strength may be used, but special inspection and testing reports not req'd Nails: Sheathing 8d common (2'/2" x 0.131") Framing 12d box (3'/4" x 0.131 ") Roof Framing: Snow Load Ground Snow, Pg 25 psf Exposure factor, Ce 1.0 Thermal Factor, Ct 1.2 Flat Roof Snow, Pf (0.7 Ce Ct I Pg) 0 psf Use Snow Load 25 psf Attic (where accessible) 10 psf Dead Load Roofing - Composition Shingles 4.0 psf Sheathing - 7/16 OSB 2.2 psf Framing - 2x4 Rafters & 2x6 Ceiling Joists @ 16"oc 2.8 psf Insulation - Batt. 1.0 psf Ceiling - 5/8 GWB 2.8 psf Misc. 2.2 psf Total 15.0 psf Deflection L/360 Live Load, L/240 Total Load Floor Framing: Live Load Residential 40 psf Decks 60 psf Dead Load Finish Floor - Carpet/Vinyl 4.0 psf Sheathing - 3/4 Plywood/Edge Gold 2.5 psf Framing -2x12 @ 12"oc 4.4 psf Ceiling - 5/8 GWB 2.8 psf Misc. 1.3 psf Total 15.0 psf Deflection L/480 Live Load, L/240 Total Load Wall Framing: Dead Load Exterior 2x Stud Walls 10 psf Interior 2x Stud Walls 8 psf Date: 9/19/2024 Page: C1.1 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Roof Framing RB-13 -- -- -- ---- -- s� ---- Fr RB-05 (3)RB-06 RB-07 RB-08 RB-08 (3)RB-09 — --- --------- III fl —------- ---- — _ �I III I J tO (�I'�✓lII�IIIIt �p xL o6 IOkI . IIII -n-III (NIMII) RA2) G2 GIIxB E5J0 MINATTIC 4,A L ROOF 26 1 LL --wR®AF4iEROSGA(N.AIFJ � -kb-03! E 5- I IIIlI rrWIIII �oII I RFII eBII y2-� I0II b� 4eIn $L8 RB-146-' NI J T—RFTER5 1xRJixROG I I IRB_01165 FLUSH) ROOF /�W " - 0FRME NW WL f FOM PATE TO BTM OFrvFRRB-11 --------—NFL =� I I F __ , m O I'iI ®6OFGTeRS IpllI O 11 � IIIIIII III —12 I I pI � I I I I I I I I I I_ I I I I III I I V I I I I -- —^Lu -- -- ---- -- m ®� sa}•xab}• � � I I;� I I �¢" I I I ry I C I I I I I I I Y I I I I I I I I I I LI I I JI I I I I I I � M) 4 8 H (N) 4x HDR 1 4x HDR RB-12,kL RB-13 - Roof Framing Key Plan R1.1 .l FO RT E W E B MEMBER REPORT Roof, (N) Rafters 1 piece(s) 2 x 6 HF No.2 @ 16" OC PASSED Sloped Length I '<' - + 0 12 4 0 6' 3❑ Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 603 @ 13' 1 1/4" 2215 (3.50") Passed (27%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 311 @ 12' 6 1/4" 949 Passed (33%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) -585 @ 13' 1 1/4" 921 Passed (63%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.241 @ 7' 2 9/16" 0.380 Passed (L/569) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.374 @ 72 1/2" 0.571 Passed (L/367) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Upward deflection on left cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - DF 3.50" 3.50" 1.50" 143 232 375 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 229 374 603 None 3 - Hanger on 5 1/2" HF beam 1.50" Hanger' 1.50" 30 74/-1 104/-1 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 2" o/c Bottom Edge (Lu) 10' 4" o/c -Maximum allowable bracing intervals based on applied load. -Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Member Length : 20' 1 7/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 3.5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Face Mount Hanger LRU26Z 1.94" N/A 4-10dxl.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 19' 3 3/4" 16" 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. ForteWEB Software Operator Job Notes Kelsi Bonner BTL Engineering (931) 581-9272 kelsi.bonner@btleng.net 9/19/2024 10:56:58 PM UTC FoIteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Vli: causer File Name: Lewis Residence R2.1 BTL ENGINEERING RB-01 M = 19.80 k.ft v = 3.30 k L/ 360 = 0.80 (LL) L/240 = 1.20 (TL) EI,q'd = 1710.7 x1061b.in2 5-1/2 x 13-1/2 GLB RB-02 M = 3.36 k.ft v = 2.05 k L/ 360 = 0.14 (LL) L/240 = 0.21 (TL) EI,q'd = 42.8 x1061b.in2 3-1/2 x 7-1/2 GLB Project: Lewis Residence Project Number: Y=(1)f4 TRIMMER P" ( )2x POCKET FLUSH BEAM ( )2x STUD 6ROUP FLUSH BEAM ( )2x STUD GROUP RUSH BEAM POST HbR GRAW.BEAM -POST FOOTING Client: 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 (2272) (15 + 10 psf) = 275 plf ceiling 3300 # 3300 # 24' 11-77T— TRIMMER POCKET FLUSH BEAM ( )2x STUD 6ROUP FLUSH BEAM ( )2x STUD GROUP FLII5FI BE,4M POST H&R GRAM BEAM —POST FOOTIN& RB-02 D(�2x r7-2. POCKET TRIMMER FLUSH BEAM ( )2x FLUSH SEAM ( )2x STUD GROUP STUD GROUP FUM BEAM &Q BEAM 4x6 'R POST CRAM BEAM POST �OOTIN6 3300# (RB-01) (2') (15 + 10 psf) = 50 plf ceiling 1.75'�' 2050 # 1470 # 4.25' Designed By: KTB Date: Scale: 09/20/2024 Page: R2.2 DO►w r )2x POCKET ER r1)2x4 TRIMMER FWSH BEAM ( )2x STUD GROUP FLUSH ( )2x STUD 6ROUP RUSH BEAM1 POST +46R GRAW.BEAM POST ---FOOTIN6� BTL ENGINEERING RB-03 M - 13.54 k.ft v = 2.26 k L/ 360 = 0.80 (LL) L/240 = 1.20 (TL) EI,q'd = 1169.5 x1061b.in2 3-1/2 x 13-1/2 GLB RB-04 M = 10.40 k.ft v = 2.60 k L/ 360 = 0.53 (LL) L/240 = 0.80 (TL) El,q'd = 599.0 x1061b.in2 3-1/2 x 10-1/2 GLB Project: Lewis Residence Project Number: YM TRIMMER l )2x POCKET FLUSH BEAM r )2x STUD 6ROUP FLUSH BEAM ( )2x STUD GROUP R.U5H BEAM BEAM 4x4 POST H&R GRAW.BEAM -POST FOOTING Client: V=(!�l TRIMMER )2x POCKET FLU5I1 BEAM ( )2x STUD 6ROUP FLUSH BEAM ( )2x STUD GROUP FLII5FI BE,4M CAM 4x4 POST H6R GRAM BEAM -POST POOTIN6 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 (1572) (15 + 10 psf) = 188 plf ceiling 2260 # 2260 # 24' (2672) (15 + 10 psf) = 325 plf ceiling 2600 # 2600 # 16' Designed By: KTB Date: Scale: 09/20/2024 Page: R2.3 D(�2x r7-2. POCKET TRIMMER FLUSH BEAM ( )2x FLUSH SEAM ( )2x STUD GROUP STUD GROUP FLUSH BEAM &Q BEAM H6R 4x4 POST CRAM BEAM POST ---T-OOTIN6 D(�2x POCKET r 7-2. TRIMMER FWSH BEAM ( )2x STUD GROUP FLUSH BEAM r )2x STUD 6ROUP R115H BEAM CpOIST H&R GRAW.BEAM POST ---FOOTIN6� BTL ENGINEERING RB-05 M - 1.64 k.ft v = 1.25 k L/ 360 = 0.18 (LL) L/240 = 0.26 (TL) EI,q'd = 32.5 x1061b.in2 4 x 6 min RB-06 M = 1.02 k.ft v = 1.26 k L/ 360 = 0.11 (LL) L/240 = 0.16 (TL) EI,q'd = 12.0 x1061b.in2 4 x 6 min Project: Lewis Residence Project Number: Dorw O2x POCKET Ea (1)2x4 TRIMMER FLUSH eeAM ( )2x STUD 6ROUP MM BEAM ( )2x STUD GROUP FLusH BEAM POST H&R GRAM BEAM -POST FOOTING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 (1572 + 2') (15 + 25 + 10 psf) = 475 plf roof 1250 # 1250 # 5.25' roof (32 /2 + 2') (15 + 25 psf) + (1172) 10 psf = 775 plf 1260 # 1260 # 3.25' HEADB2 (1)2x4 TRIMMER Dorw O2x POCKET FL W BEAM ( )2x STUD 6ROUP F FLUSH BEAM ( )2x STUD GROUP RUSH BEAM POST HbR GRAW.BEAM -POST FOOTING Client: Daw ( )2x POCKET ER (1)2x4 TRIMMER FWSH BEAM ( )2x STUD GROUP FLusH ( )2x STUD 6ROUP RUSH BEAM1 POST +46R GRAW.BEAM POST ---FOOTIN6� Designed By: KTB Scale: Date: 09/20/2024 Page: R2.4 Dorw l )2x POCKET ER (1)2x4 TRIMMER Fuses BEAM ( )2x STUD GROUP FLUSH ( )2x STUD GROUP RUSH BEAM POST +I6R DRAWL BEAM POST ---T-OOTIN6 BTL ENGINEERING RB-07 M - 6.59 k.ft v = 3.20 k L/ 360 = 0.28 (LL) L/240 = 0.41 (TL) EI,q'd = 205.6 x1061b.in2 okw/Cp=1.15 3-1/2 x 7-1/2 GLB RB-08 M = 0.86 k.ft v= 1.06 k L/ 360 = 0.11 (LL) L/240 = 0.16 (TL) El,q'd = 10.6 x1061b.in2 4 x 6 min Project: Lewis Residence Project Number: Dorw O2x POCKET EI2 (2)2x4 TRIMMER FLUSH BEAM ( )2x STUD 6ROUP MM BEAM ( )2x STUD GROUP FLusH BEAM POST H&R ARAM BEAM -POST FOOTING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 (32'/2 + 2') (15 + 25 psf) + (11'/2) 10 psf = 775 plf roof 3200 # 3200 # 8.25' (26'/2 + 2') (15 + 25 psf) + (1172) 10 psf = 655 plf roof 1060 # 1060 # 3.25' HEADB2 (1)2x4 TRIMMER Dorw O2x POCKET FLUSH BEAM ( )2x STUD 6ROUP F FLUSH BEAM ( )2x STUD GROUP RUSH BEAM POST HbR GRAW.BEAM -POST FOOTING Client: Daw ( )2x POCKET ER (1)2x4 TRIMMER FWSH BEAM ( )2x STUD GROUP FLusH ( )2x STUD 6ROUP RUSH BEAM1 POST +46R GRAW.BEAM POST ---FOOTIN6� Designed By: KTB Date: Scale: 09/20/2024 Page: R2.5 Dorw l )2x POCKET ER (2)2x4 TRIMMER Fuses BEAM ( )2x STUD GROUP FLUSH ( )2x STUD GROUP RUSH BEAM POST +I6R CRAWL M M POST ---T-OOTIN6 BTL ENGINEERING RB-09 M - 0.86 k.ft v = 1.06 k L/ 360 = 0.11 (LL) L/240 = 0.16 (TL) EI,q'd = 10.1 x1061b.in2 4 x 6 min RB-10 M = 0.17 k.ft v = 0.21 k L/ 360 = 0.11 (LL) L/240 = 0.16 (TL) EI,q'd = 2.1 x1061b.in2 4 x 6 min Project: Lewis Residence Project Number: Dorw O2x POCKET Ea (1)2x4 TRIMMER FLUSH eeAM ( )2x STUD 6ROUP MM BEAM ( )2x STUD GROUP FLusH BEAM POST H&R GRAM BEAM -POST FOOTING OTHER 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 (2672 + 2') (15 + 25 psf) + (1172) 10 psf = 655 plf roof 1060 # 1060 # 3.25' (272 + 2') (15 + 25 psf) + (2'/2) 10 psf = 130 plf roof 210 # 210 # 3.25' HEADB2 (1)2x4 TRIMMER Dorw O2x POCKET FLUSH BEAM ( )2x STUD 6ROUP F FLUSH BEAM ( )2x STUD GROUP RUSH BEAM POST HbR GRAW.BEAM -POST FOOTING Client: Daw ( )2x POCKET ER (1)2x4 TRIMMER FWSH BEAM ( )2x STUD GROUP FLusH ( )2x STUD 6ROUP RUSH BEAM1 POST +46R GRAW.BEAM POST ---FOOTIN6� Designed By: KTB Scale: Date: 09/20/2024 Page: R2.6 Dorw l )2x POCKET ER (1)2x4 TRIMMER Fuses BEAM ( )2x STUD GROUP FLUSH ( )2x STUD GROUP RUSH BEAM POST +I6R DRAWL BEAM POST ---T-OOTIN6 ii FORTE W E B MEMBER REPORT PASSED Roof, RB-11 1 piece(s) 4 x 6 DF No.2 (E) HDR OK 6'' 0 ❑2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 857 @ 0 2126 (1.50") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 590 @ 7" 2657 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 804 @ 1' 10 1/2" 1979 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.016 @ 1' 10 1/2" 0.125 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.026 @ 1' 10 1/2" 0.188 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 1.50" 1.50" 1.50" 331 526 857 Blocking 2 - Stud wall - HF 1.50" 1.50" 1.50" 331 526 857 Blocking • MOCKing vaneis are assumes to carry no ioaas appuea airecoy aoove inem ano ine ruu ioaa is appnea to ine memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9" o/c Bottom Edge (Lu) 3' 9" 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 3' 9" N/A 4.9 1 - Uniform (PLF) 0 to 3' 9" (Front) N/A 171.8 280.5 Linked from: (N) Rafters, Support 2 • sae ioaas are assumea to not mauce cross -grain tension. 0 Member Length : 3' 9" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 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 Kelsi Bonner BTL Engineering (931) 581-9272 kelsi.bonner@btleng.net 9/19/2024 11:22:11 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 wbyerhacuser File Name: Lewis Residence R2.7 .1FORTEWEB MEMBER REPORT Roof, RB-12 1 piece(s) 4 x 10 DF No.2 PASSED 51 10' Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1532 @ 10' 5" 4961 (3.50") Passed (31%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1224 @ 1' 3/4" 4468 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3801 @ 5' 3 1/2" 5166 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.117 @ 5' 3 1/2" 0.342 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.195 @ 5' 3 1/2" 0.512 Passed (L/632) 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 - Column - DF 3.50" 3.50" 1.50" 611 921 1532 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 611 921 1532 Blocking • MOCKing vaneis are assumes to carry no ioaas appnea airecoy aoove inem ano ine ruu ioaa is appnea to ine memoer Deing oesignea. 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. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 7" N/A 8.2 1 - Uniform (PLF) 0 to 10' 7" (Front) N/A 107.3 174.0 Linked from: (N) Rafters, Support 1 • sae ioaas are assumea to not mauce cross -grain tension. 0 Member Length : 10' 7" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 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 Kelsi Bonner BTL Engineering (931) 581-9272 kelsi.bonner@btleng.net 9/19/2024 11:23:36 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 wbyerhacuser File Name: Lewis Residence R2.8 BTL ENGINEERING RB-13 N1= 0.46 k.ft v = 0.57 k L/ 360 = 0.11 (LL) L/240 = 0.16 (TL) EI,q'd = 5.7 x1061b.in2 4 x 6 min RB-14 M = 0.43 k.ft v = 0.53 k L/ 360 = 0.11 (LL) L/240 = 0.16 (TL) EI,q'd = 5.0 x1061b.in2 4 x 6 min Project: Lewis Residence Project Number: P" OEM ( )2x POCKET ER (1)2x4 TRIMMER HAW BEAM ( )2x STUD 6ROUP FusH BEAM ( )2x STUD GROUP Fuses BEAM POST H&R GRAM BEAM -POST FOOTING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 (1072 + 2') (15 + 25 + 10 psf) = 350 plf roof 570 # 570 # 3.25' (2672) (15 + 10 psf) = 325 plf ceiling 530 # 530 # 3.25' EADB2 Y(1)2x4 TRIMMER Dorw O2x POCKET Fuses BEAM ( )2x STUD 6ROUP Fuses BEAM ( )2x STUD GROUP R U5H BEAM POST H6R GRAW.BEAM -POST FOOTING Client: D(�2x POCKET (1)2x4 TRIMMER Fuses BEAM ( )2x STUD GROUP Fuses BEAM ( )2x STUD 6ROUP RIEH BEAM 1 POST ,46R GRAW.BEAM POST ---FOOTIN6� Designed By: KTB Scale: Date: 09/20/2024 Page: R2.9 Dorw l )2x POCKET ER (1)2x4 TRIMMER M" DEW ( )2x STUD GROUP Fuses ( )2x STUD GROUP RAH BE POST +I6RAM DRAWL BEhM POST �OOTIN6 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Upper Floor Framing (N) LI 5210 "ANGERS I�—mil Ion I� Q II u IL II II I I III lef EX15T. 2x12 JST. ® 12" O.G. N II II II II II II II II II II II II I I I I (E) U B-On MIN. (r) U B-02 MIN. LL Upper Floor Framing Key Plan U1.1 BTL ENGINEERING 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 UB-01 (2072 + 2') (15 + 25 + 10 psf) = 600 plf roof M = 2.46 k.ft (8') 10 psf = 80 plf wall - - V = 2.46 k floor (2072) (15 + 40 psf) = 550 plf L/480 = 0.10 (LL) 2460 # 41 2460 # L/240 = 0.20 (TL) V=() :0 7-2. f El,q'd 51.5 x10 6 1b.in 2 TRIMMER POOKET POCKET -7 TRIMMER 1 MAW MW M" EEW I r-L" 5EM I\ (2)2X4 )2X (2)2x4 4� 57W 6ROW 'OLpp 57W 6ROW Oup t RAH 5E-4M H&R H6R— --070-5T 4 x 8 VCRA& WM POST CRAM MM 'M P05T— log FOO'rlN&— OTHER OTHM ---T-OJOTI.N,&- M k.ft V L/ (LL) L/ (TL) 6 2 TRIMMER POOKET POCKET TRIMMER E1,q'd x1O 1b.in E I( )2X )2X )2x_ STUD 6Rap STUD GROUP 5TW &ROUP 5TLO 6Rap RAH 5MM H&R �4&R— -�O- —ST M:M:::: VL MW rCRA& PO_ _T P T— F0071N&— L 107HM ---FOOTIN&-�) J — I Project: Lewis Residence Project Number: Dam TUD POST R� BEAM FW511 BEAM Rases BEAM POST 09/20/2024 Client: Client: � BEAM FW511 BEAM flJEFI BEAM Designed By: KTB Date: Scale: Page: U2.1 .l FO RT E W E B MEMBER REPORT PASSED Upper, UB-02 2 piece(s) 2 x 8 HF No.2 (E) HDR OK Overall Length 8' 3" 9„ C E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1454 @ 8' 1 1/2" 3645 (3.00") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1105 @ T 4 3/4" 2501 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2551 @ 4' 3 15/16" 2569 Passed (99%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.109 @ 4' 2 1/4" 0.200 Passed (L/882) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.237 @ 4' 2" 0.400 Passed (L/406) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 3.00" 3.00" 1.50" 666 165 504 1335 Blocking 2 - Stud wall - HF 3.00" 3.00" 1.50" 751 165 702 1618 Blocking • MOCKing vaneis are assumes co carry no ioaas appuea airecoy aoove inem ano ine ruu ioaa is appnea io cne memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 1' 2" o/c Bottom Edge (Lu) 8' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 3" N/A 5.5 1 - Uniform (PSF) 0 to 8' 3" (Front) 1' 15.0 40.0 floor 2 - Uniform (PSF) 0 to 8' 3" (Front) 8' 10.0 - wall 3 -Tapered (PSF) 0 to 8' 3" (Front) 2' 9" to 6' 9" 15.0 25.0 roof 4 - Tapered (PSF) 0 to 8' 3" (Front) 9" to 4' 9" 10.0 attic • aioe ioaas are assumea io not mauce cross -gram cension. 0 Member Length : 8' 3" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 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 Kelsi Bonner BTL Engineering (931) 581-9272 kelsi.bonner@btleng.net 9/19/2024 11:38:18 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Vbyerhaeuscr File Name: Lewis Residence U2.2 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Gravity Main Floor Framing ------------- FACE OF FRAF. o,JG. M) 3xia STRINGERS 16" O.C. e (N) LSCZ HANGER TYP. (N)3x 10 Hd Ml w310 �fQ� '- fFJ GONG. SLABI i EXI5TINS PATIO 13"x13"x13" THK. (J & GONG. FOOTING 3x1O P.T. EXISTING DECKP844Z POST 5TRM6ER5 �.(O BASE M B-03 U;y'8 HANGER TYP. �� ° �ce ib" O.G. N.I.F.) Co Co G F MB-02 �O °x 'IC' -__-_-_-_-_-__-_ (E) 3x8 JST ALIGN ® ib" O.G. N.I.F.) - - L WALL ABOVE M) 3x4 WALL n -- (FJ FOOTING NFILL OPENING F W/ 3x8 JST. ® 16"O.G. L WALL ABOVE ° LLLLLL JJJ� (E)BEAM N.I.F./ _-_-_ _-- Main Floor Framing Key Plan V I L - 3x10 P.T. S® IN6ER 5 Lx L %0,.-,11 \o,1, .T. JST. ® �- I THK OO �I EA. NWY a P644 (11`�J � AT BASE TYP. V M)4x4 POST TYP._- ALIGN W/ - M) 15"X18'Ra" THIN 1 WALL GONG. FTG. W/ (3) ABODE u BARS EA. WAY 6 PS44 POST BASE M) 18"x34" MIN. A.,GESS �] (N) LU35 HANGER TYP. V. '1 (FJ BEAM (-LF) --------------------- - (E) FOUNDATION I MF1.1 .l FO RT E W E B MEMBER REPORT Main, (N) Deck Joists 1 piece(s) 2 x 8 HF No.2 @ 16" OC PT PASSED 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 248 @ 5' 2" 911 (1.50") Passed (27%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 187 @ 4' 6 3/4" 1088 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 307 @ 2' 8 1/4" 1284 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.018 @ 2' 8 1/4" 0.124 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.022 @ 2' 8 1/4" 0.248 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. ok w/ Ci = 0.80 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Plate on concrete - HF 3.50" 3.50" 1.50" 54 215 269 Blocking 2 - Hanger on 7 1/4" HF beam 1.50" Hanger' 1.50" 52 208 260 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 2" o/c Bottom Edge (Lu) 5' 2" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 5' 2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 5' 3 1/2" 16" 15.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Kelsi Bonner BTL Engineering (931) 581-9272 kelsi.bonner@btleng.net 9/20/2024 12:21:58 AM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 Wli:yafiaeuser File Name: Lewis Residence MF2.1 ii FORTE W E B MEMBER REPORT PASSED Main, (E) Floor Joists - BRG ABV 2 piece(s) 2 x 8 HF No.2 @ 16" OC (E) Joists OK Overall Length: 8' 9 1;2" C r 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 733 @ 8' 7" 4253 (3.50") Passed (17%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 667 @ 7' 10 3/4" 2175 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1177 @ 5' 10 1/2" 2569 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.065 @ 4' 6 3/16" 0.209 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.118 @ 4' 7 1/4" 0.419 Passed (L/850) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Beam - HF 3.50" 3.50" 1.50" 160 271 431 Blocking 2 - Beam - HF 3.50" 3.50" 1.50" 361 372 733 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 8' 9 1/2" 16" 15.0 40.0 floor 2 - Point (PLF) 6' 10" 16" 64.0 - wall 3 - Point (PLF) 6' 10" 16" 195.0 130.0 ceiling 0 Member Length : 8' 9 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 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 Kelsi Bonner BTL Engineering (931) 581-9272 kelsi.bonner@btleng.net 9/20/2024 1:00:56 AM UTC ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 Vbyerhacuser File Name: Lewis Residence MF2.2 BTL ENGINEERING M B-01 M = 0.55 k.ft v = 0.55 k L/ 480 = 0.10 (LL) L/240 = 0.20 (TL) EI,q'd = 11.5 x1061b.in2 2x10 M B-02 M = 2.22 k.ft v = 1.01 k L/ 480 = 0.26 (LL) L/240 = 0.53 (TL) EI,q'd = 122.8 x1061b.in2 (2)2x8 Project: Lewis Residence Project Number: 11-77T— TRIMMER POCKET FLUSH BEAM ( )2x STUD 6ROUP FLUSH BEAM ( )2x STUD GROUP CAM POST RUSH BEAM T V 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone:425-814-8448 Fax:425-821-2120 �2x POCKET r )2x -f TRIMMER FLUSH BEAM ( )2x STUD 6R151UP FLUSH SEAM ( )2x STUD 6ROUP RUSH BEAM POST +I6R GRAYVL BEAM Posy_ 550# (MB-01) (2') (15 + 40 psf) = 110 plf floor 2.33' 1010 # 10.5' HEADB2 r )2x TRIMMER Do►w ()2x POCKET FLUSH BEAM ( )2x STUD 6ROUP FLUSH BEAM ( )2x STUD GROUP RUSH BEAM POST HbR CRAW. BEAM -POST IN6 Client: D(�2x POCKET r )2x -f TRIMMER FLUSH BEAM ( )2x STUD GROUP FLASH BEAM r )2x STUD 6ROUP RUSH BEAM1 POST +46R OTHER GRAW.BEAM POST Designed By: KTB Date: 09/20/2024 Scale: Page: MF2.3 BTL ENGINEERING M B-03 M = 1.50 k.ft v = 0.75 k L/ 480 = 0.20 (LL) L/240 = 0.40 (TL) EI,eq'd = 69.3 x1061b.in2 okw/C,=0.80 PT(2)2x8 M B-04 M = 0.92 k.ft v = 0.98 k L/ 480 = 0.13 (LL) L/240 = 0.25 (TL) EI,eq'd = 25.8 x1061b.in2 PT(2)2x8 Project: Lewis Residence Project Number: 1r-7O!!!-- TRIMMER DOY`Al BEAM ( )2x POOKET FllJ5H BEAM ( )2x STUD GROUP rUSH BEAM ( )2x STUD GROUP FWSH BEAM POST H&R CRAWL BEAM 2nM—'J _POST OOTIM6 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax:425-821-2120 DOY`Al BEAM r J2x POOKET HEADER ( )2x TRIMMER rUZH BEAM ( )2x STUD GROUP FLll54BEAM ( )2x STUD GROUP FLUSH BEAM POST HGR Onim CRAWL BEAM POST_ OOTI 750# (MB-03) (2') (15 + 60 psf) = 150 plf floor L 4 lk 530 # 980 # 5' r-( TRIMMER ( )2x POOKET FL)5H BEAM ( )2x STUD GROUP FLUSH BBAM ( )2x STUD GROUP FWSH BEAM POST H6R tORAM-BEAMPOST6OTHM Client: DOY`Al BEAM r )2x POOKET HEADER ( )2x TRIMMER FLUSH BEAM ( )2x STUD GROUP FLU54BEAM ( )2x STUD GROUP FUJ9H BEAM BEAM POST MGR OTHER CRAWL BEAM POST_ OOTI Designed By: KTB Scale: Date: 09/20/2024 Pagc: MF2.4 BTL 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: (425) 814-8448 ENGINEERING Fax: (425) 821-2120 Miscellaneous ][?or-r]L ENGINEERING 2018 NDS 3.7-SOLID COLUMNS and 15.3-BUILT-UP COLUMNS Solid Column Fc = 800 psi Visually graded lumber (Dimensional) CD = 1.00 No Fire Rating cm = 1.00 Hem -Fir Stud Ci = 1.00 CF = 1.00 Fc ' = Fc * CF Fc*= Fc CD CM Ct CF Fc*= 800 psi CP = 0.416 Cp =Kf Fc' = 333 psi 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Emig = 440 ksi Emirs = 440 ksi 1= 9.0 ft d = 3 1/2 in Ke = 1.0 1e = 108.0 in le/d = 30.9 2 1 1+IF,E 1+1F�E J F�F, F, F, 2c 2c c J J FEE = 380 c = 0.8 Kf = 1.0 STUD HF Plate Crushing (1) 2x4 1746 2126 (2) 2x4 3492 4253 (3) 2x4 5237 6379 (4) 2x4 6983 8505 (5) 2x4 8729 10631 0.822 E rrin' F,' _ f�Id 2 d) DF Plate Crushine 3281 6563 9844 13125 16406 Date: 4/18/2024 Page: M 1.1 BTL ENGINEERING Project: Continuous Strip Footing 14" wide x 8" thick Footing width, B = 14 in Footing Thickness, t = 8 in Stem Wall width, C = 8 in Stem Wall Height = 24 in 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 IBC Section 13.3.2: One-way shallow foundations Normalweight W f'� = 2500 psi Uncoated W fy = 40000 psi Longintudinal Reinforcement: (2) #4 -. Bar Diameter = 0.500 in Bar Area = 0.20 in As = 0.40 in Cover: 3 in Stem Wall Reinforcement: #4 w @ 24 "oc Hook Dowels Bar Diameter = 0.500 in Bar Area = 0.20 in As = 0.10 in Cover: 3 in bw = 12 in (per ft) d = 4.75 in Footing + Stem Wall Weight - Weight of Displaced Soil = 231 plf One-way shear, no shear reinforcement [22.5.5.11 V, = 2.1 f, b,,t,d = 5700 # per foot length [22.5.10.11 Vu <_ q5V, rB—C— 1 �VC Vu = Rubw l\ 2 d/I _> Ru = B — C 51300 psfb,, ( 2 — d) Max Uniform Load on km_ = 59850 plf [Ultim te] 37406 plf [Service] Strip footing .'A 0_ Moment: [22.2.1.11 M,, = AS fy (d — a/2) = 1.557 k-ft per foot length _ Mu OM,, z Asf Rubw(B —C a= y 2 ) 2.PMn 0.85fcb— Mu 2 � 9u ((B — C)z au = 44N' ps? Max Uniform Load on Stem = 52322 plf [Ultimate] 32701 plf [Service] Development of Reinforcement [25.4.2.31 ld = 3 fy 'PtOeOs 1 db = N/A C40 b tr ( )) a f� db T Allowable Soil Bearing Pressure 1500 psf 2000 psf Max Uniform Load, Soil 1519 plf 2102 plf Max Uniform Load, Shear 37406 plf 37406 plf Max Uniform Load, Moment 32701 plf 32701 plf Max Uniform Load (Service) 1519 plf 2102 plf Max Uniform Load (Ultimate) 2430 plf 3364 plf Max Point Load (Service) 12151 # 16818 # Max Point Load (Ultimate) 19442 # 26908 # 0.75 0.90 0.16 in 2500 psf 3000 psf 3500 psf 4000 psf 2686 plf 3269 plf 3852 plf 4436 plf 37406 plf 37406 plf 37406 plf 37406 plf 32701 plf 32701 plf 32701 plf 32701 plf 2686 plf 3269 plf 3852 plf 4436 plf 4297 plf 5230 plf 6164 plf 7097 plf 21484 # 26151 # 30818 # 35484 # 34375 # 41842 # 49308 # 56775 # Date: 9 / 19 /2024 Page: M2.1 Brr1L ENGINEERING Project: Typical Footing Footing: 15" x 15" x 8" thick Footing B = 1.25 ft t=8in Reinforcement R = (2) #4 As, = 0.40 in d = 4.25 in Cover: 3 in Column C i = 3.50 in C2 = 3.50 in Materials f = 2500 psi Normalweight .1 = 1.00 fy = 40000 psi Uncoated 1.00 Net Footing Weight PFTG = 0.04 k Soil Pressure: PASD = gaB2 — PFTG = One-way shear: 0 = 0.75 Vc=2A1 f,Bd= 6.38k Vu <_ oVc oVc = 4.78 k (B —Cz— 0Vc vu=quB z d � qu e—c B( 2 z—d) qu = 30600 psf or 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Isolated rooting (B —Cl— ) pVc Vu —quB 2 d � qu— B—C B( 2 1—d) 30600 psf Pu = quB2 = 47813 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = U c = 200 psi a [22.6.5.2(b)] vc = (2 + 4 Q) Al fc = 300 psi 6 = 1.00 a,, = 40 [22.6.5.2(c)] vc = (2 + e d) Al fc = 374 psi b ° 31C'+d)+2(Cz+d) Vu < OVc OVc = ovcbod = 19.76 k Vu = qu[B2 — (Cl + d)(C2 + d)] —> qu = 0VC [Bz — (Cl + d)(C2 + d)] qu = 17254 psf Pu = quB2 = 26959 # Moment: 0 = 0.90 M,,, = Asfy(d — a/2) = 5.3 k-ft a=Asfyl(0.85f,B) = 0.50 in Mu S OM. OM,,, = 4.8 k-ft —z quB ( B Cz 2 ) _ 20JM,� Mu 2 qu B((B — C2)/2)2 qu = 33441 psf or Development of Reinforcement: 3 fy 4tV2VS quB (B—z Cl 2 ) 20M,, M. 2 �qu= B((B — C,)/2)2 33441 psf Pu = quB2 = 52252 # � f- C Kt, Id 40 b + K db = 3 in ...3 in available OK db Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 2302 3083 3865 4646 5427 6208 Max Load (lbs), One -Way Shear 29883 29883 29883 29883 29883 29883 Max Load (lbs), Two -Way Shear 16849 16849 16849 16849 16849 16849 Max Load (lbs), Moment 32657 32657 32657 32657 32657 32657 Max Load(ASD) 2302 3083 3865 4646 5427 6208 Max Load (Factored) 3683 4933 6183 7433 8683 9933 Date: 9 / 19 /2024 Page: M2.2 Brr1L ENGINEERING Project: Typical Footing Footing: 18" x 18" x 8" thick Footing B = 1.50 ft t=8in Reinforcement R = (2) #4 As, = 0.40 in d = 4.25 in Cover: 3 in Column C i = 3.50 in C2 = 3.50 in Materials f = 2500 psi Normalweight L .1 = 1.00 fy = 40000 psi Uncoated IN = 1.00 Net Footing Weight PFTG = 0.06 k Soil Pressure: PASD = gaB2 — PFTG = One-way shear: 0 = 0.75 Vc=2A f,Bd= 7.65k Vu <_ oVc oVc = 5.74 k (B —Cz— ) 0Vc 2 Vu=quB d � qu B—C B( 2 z—d) qu = 15300 psf or 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Isolated rooting (B —Cl— ) pVc Vu —quB 2 d � qu— B—C B( 2 1—d) 15300 psf Pu = quB2 = 34425 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = U c = 200 psi a [22.6.5.2(b)] vc = (2 + 4 it 6 = 1.00 Q) fc = 300 psi a,, = 40 [22.6.5.2(c)] vc = (2 + e d) fc = 374 psi b ° 31C'+d)+2(Cz+d) Vu < OVc OVc = ovcbod = 19.76 k Vu = qu[B2 — (Cl + d)(C2 + d)] —> qu = 0VC [Bz — (Cl + d)(C2 + d)] qu = 10782 psf Pu = quB2 = 24260 # Moment: 0 = 0.90 M,,, = Asfy(d — a/2) = 5.4 k-ft a=Asfyl(0.85f,B) = 0.42 in Mu S OM. OM,,, = 4.8 k-ft —z quB ( B Cz 2 ) _ 20JM,� Mu 2 qu B((B — C2)/2)z qu = 17712 psf or Development of Reinforcement: 3 fy 4tV2VS quB (B—z Cl 2 ) 20M,, MU = 2 �qu= B((B — C,)/2)2 17712 psf Pu = quB2 = 39853 # � f- C Kt, Id 40 b + K db = 4 in ...4 in available OK db Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 3315 4440 5565 6690 7815 8940 Max Load (lbs), One -Way Shear 21516 21516 21516 21516 21516 21516 Max Load (lbs), Two -Way Shear 15162 15162 15162 15162 15162 15162 Max Load (lbs), Moment 24908 24908 24908 24908 24908 24908 Max Load(ASD) 3315 4440 5565 6690 7815 8940 Max Load (Factored) 5304 7104 8904 10704 12504 14304 Date: 9 / 19 /2024 Page: M2.3 Brr1L ENGINEERING Project: Typical Footing Footing: 24" x 24" x 8" thick Footing B = 2.00 ft t=8in Reinforcement R = (2) #4 As, = 0.40 in d = 4.25 in Cover: 3 in Column C i = 3.50 in C2 = 3.50 in Materials f = 2500 psi Normalweight L .1 = 1.00 fy = 40000 psi Uncoated IN = 1.00 Net Footing Weight PFTG = 0.11 k Soil Pressure: PASD = gaB2 — PFTG = 19011 Wood-Sno Road NE, Suite 100 Woodinville, WA 98072-4436 Phone: 425-814-8448 Fax: 425-821-2120 Isolated AoodtV One-way shear: 0 = 0.75 Vc=2A f,Bd= 10.20k Vu <_ 0Vc 0Vc = 7.65 k Vu qB (B —Cz— —u2 d 1 OVc gu— B(B —Cz —d) l �B —Cl Vu —quB 2 — 1 _ 0Vc d qu B(B ZCi —d) qu 2 = 7650 psf or 7650 psf Pu = quB2 = 30600 # Two-way shear: 0 = 0.75 [22.6.5.2(a)] vc = 4A f� = 200 psi a [22.6.5.2(b)] vc = 4 (2 + it fc = 300 psi 8 = 1.00 Q) a X = 40 [22.6.5.2(c)] vc = (2 + d) fc = 374 psi b ° 31C'+d)+2(Cz+d) e V. < OVc OVc = ovcbod = 19.76 k V. = quLB2 — (Cl + d)(Cz + d)] —� qu = 0Vc LBa — (Cl + d)(Ca + d)] qu = 5516 psf Pu = quB2 = 22063 # Moment: 0 = 0.90 M,,, = Asfy(d — a/2) = 5.5 k-ft a=Asfyl(0.85f,B) = 0.31 in Mu S OM. OM,,, = 4.9 k-ft —z quB ( B Cz 2 ) _ 20JMn Mu 2 qu B((B — C2)/2)2 qu = 6732 psf or Development of Reinforcement: 3 fy 4tV2VS quB (B—Cl z 2 ) 20Mu M. 2 ,qu= B((B — C,)/2)2 6732 psf Pu = quB2 = 26929 # Id 40 Af- C Kt, b + K db = 7 in ...7 in available OK db Adjusted Soil Bearing Pressure 1500 psf 2000 psf 2500 psf 3000 psf 3500 psf 4000 psf Max Load (lbs), Soil 5893 7893 9893 11893 13893 15893 Max Load (lbs), One -Way Shear 19125 19125 19125 19125 19125 19125 Max Load (lbs), Two -Way Shear 13789 13789 13789 13789 13789 13789 Max Load (lbs), Moment 16830 16830 16830 16830 16830 16830 Max Load(ASD) 5893 7893 9893 11893 12710 12710 Max Load (Factored) 9429 12629 15829 19029 20337 20337 Date: 9 / 19 /2024 Page: M2.4