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Calcs- Shelm Meadows- Plan 2006 Sales OfficeLGI Homes - WA 12951 Bel Red Rd Bellevue, Washington 98005 Shelm Meadows PLAN 2006 SALES OFFICE INDEX TO STRUCTURAL CALCULATIONS Design Criteria SHEET 1 Vertical Analysis SHEETS 2-12 Lateral Analysis SHEETS L1-L16 OWNERSHIP OF DOCUMENTS: CALCULATIONS, DRAWINGS AND SPECIFICATIONS AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN THE PROPERTY OF THE ENGINEER. THEY ARE NOT TO BE USED ON OTHER PROJECTS OR EXTENSIONS OF THIS PROJECT EXCEPT BY AGREEMENT IN WRITING WITH THE APPROPRIATE COMPENSATION TO FELTEN GROUP, INC. WA-FE25-001106 130736 18325 N. ALLIED WAY, SUITE #200 * PHOENIX, AZ 85054 * PHONE: 602.867.2500 * FAX: 602.867.2503 02/07/25 2018 SHINGLE OR MEMBRANE PSF PSF 12.00 7.00 27.00 (MAX) GOVERNING CODE AND LATERAL LOAD CRITERIA: 3 SEC GUST (MPH): BUILDING CODE: MUNICIPALITY: Thurston County, WA 85/110 ROOF LOADS: ROOF FRAMING DEAD LOAD PSF 10.00NON-CONCURRENT ATTIC LL WITHOUT STORAGE (PSF) = LESS THAN 4:12 SLOPE ROOF LL (PSF) = 4:12 SLOPE AND GREATER TOTAL ROOF LL (PSF) = 16.00 20.00 15.00 ROOF FRAMING LIVE LOAD TOTAL ROOF DL (PSF) = DECK FRAMING LIVE LOAD TOTAL DECK LL (PSF) = 60.00 TOTAL FLOOR DL (PSF) = 10.00 WITH PARTITION WALLS (PSF) = +5.00 SEISMIC DESIGN CATEGORY: EXPOSURE AT MWFRS: EXPOSURE AT C & C: D2 C C TOTAL WALL DL (PSF) = INTERIOR WALL DEAD LOAD WITH TILE (PSF) = +5.00 EXTERIOR WALL DEAD LOAD WALL DEAD LOADS: FLOOR FRAMING LIVE LOAD TOTAL FLOOR LL (PSF) = 40.00 IBC/IRC TOTAL WALL DL (PSF) = TOTAL WALL DL W/ STONE VENEER (PSF) = SNOW LOAD TOTAL SNOW LOAD (PSF) = 20.00 FLOOR LOADS: FLOOR FRAMING DEAD LOAD PSF "Where quality engineering leads to lower costs." 2021 CLIENT: FELTENdROUP ARCHITECTURE I ENGINEERING I FORENSICS ROOF FRAMING PLAN DATE: SHEET OF BY: CLIENT: FELTENdROUP ARCHITECTURE I ENGINEERING I FORENSICS FLOOR FRAMING PLAN DATE: SHEET OF BY: SHEET 4 OF BY Left Support Right Support Rleft (#)Rright (#) Vd Mmax fb F'b CD fv F'v CL Δactual Δmax CF/CV Cr Use: 163 163 100 0.000 3.250 133 132 5.5 3.5 259 1460 8.000 8.000 1.15 19 173 9.083 10.000 N/A 2500 N/A 2500 0.996 0.018 0.130 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)12 18 12 18 1.500 (1) 2x6 KS (1) 2x4 KS 200 0 200 0 1.00 Use:(1) 2x6 (1) 2x4 313 313 100 0.000 6.250 267 488 5.5 5.5 387 1256 8.000 8.000 1.15 24 173 9.083 9.083 N/A 2500 N/A 2500 0.988 0.063 0.250 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)12 18 12 18 1.300 (1) 2x6 KS (1) 2x6 KS 200 0 200 0 1.00 Use:(1) 2x6 (1) 2x6 813 813 100 0.000 16.250 719 3301 5.5 5.5 626 877 8.000 8.000 1.15 32 173 N/A 2500 N/A 2500 0.897 0.339 0.650 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)12 18 12 18 1.000 200 0 200 0 1.00 Use:(1) 2x6 (1) 2x6 1463 1463 900 0.000 3.250 1050 1188 5.5 5.5 943 1263 8.000 8.000 1.15 95 173 9.083 12.083 N/A 2500 N/A 2500 0.994 0.042 0.130 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)12 18 12 18 1.300 (1) 2x6 KS (1) 2x6 KS 1000 0 1000 0 1.00 Use:(1) 2x6 (1) 2x6 1913 1913 900 0.000 4.250 1369 2032 5.5 5.5 928 1161 8.000 8.000 1.15 94 173 9.083 9.083 N/A 2500 N/A 2500 0.990 0.053 0.170 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)12 18 12 18 1.200 (1) 2x6 KS (1) 2x6 KS 1000 0 1000 0 1.00 Use:(1) 2x6 (1) 2x6 1260 1260 480 0.000 5.250 970 1654 Hanger 3.5 755 1158 9.000 1.15 67 173 N/A N/A N/A 2500 0.987 0.066 0.210 Doug-Fir #2 (2" to 4" wide)N/A N/A 12 18 1.200 N/A N/A 200 0 1.00 Use:4x4 5.250 Hem-Fir #2 Common Sizes 2-2x8 Select Material To Hanger NO FTG REQ'D H6 5.250 To Hanger Conventional N/A Edge 4.250 Hem-Fir #2 Common Sizes 2-2x8 Select Material NO FTG REQ'D NO FTG REQ'D H5 4.250 Conventional Conventional Edge Edge 3.250 Hem-Fir #2 Common Sizes 2-2x6 Select Material NO FTG REQ'D NO FTG REQ'D H4 3.250 Conventional Conventional Edge Edge 16.250 Hem-Fir #2 Common Sizes 2-2x12 Select Material NO FTG REQ'D NO FTG REQ'D H3 16.250 Conventional Conventional Edge Edge 6.250 Hem-Fir #2 Common Sizes 2-2x6 Select Material NO FTG REQ'D NO FTG REQ'D H2 6.250 Conventional Conventional Edge Edge 3.250 Hem-Fir #2 Common Sizes 2-2x4 Select Material NO FTG REQ'D NO FTG REQ'D H1 3.250 Conventional Conventional Edge Edge Material Type Member Size King Studs Uniform Load (plf)Point Load (#) Dual Spec Material Type Dual Spec Member Size Trimmers/ Hangers Size (in) Point Loads Uniform Loads Results Left Support Right Support Id Span (ft) P (#)x (ft)w (plf) Unbraced Length(ft) King Stud Height (ft)Slab Thickness (in)Bearing Pressure (psf) Trimmer and King Stud Material Standard Width (in)Standard Depth (in) start (ft)stop (ft) Bearing Length (in) / Hanger Support Condition Trimmer or Post Height (ft)Location Of Support PROJECT:Sales Office JEM Beam / Header Design and Loading CLIENT: Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 5 OF BY Left Support Right Support Rleft (#)Rright (#) Vd Mmax fb F'b CD fv F'v CL Δactual Δmax CF/CV Cr Use: 1648 1648 1014 0.000 3.250 1183 1339 5.5 5.5 1062 1263 8.000 8.000 1.15 108 173 9.083 9.083 N/A 2500 N/A 2500 0.994 0.047 0.130 Hem-Fir Stud (2" to 4" wide)Hem-Fir Stud (2" to 4" wide)12 18 12 18 1.300 (1) 2x6 KS (1) 2x6 KS 1100 0 1100 0 1.00 Use:(1) 2x6 (1) 2x6 Select Support Select Support Use: Select Support Select Support Use: Select Support Select Support Use: Select Support Select Support Use: Select Support Select Support Use: PROJECT:Sales Office JEM Beam / Header Design and Loading CLIENT: Point Loads Uniform Loads Results Left Support Right Support Id Span (ft) P (#)x (ft)w (plf) Unbraced Length(ft) King Stud Height (ft)Slab Thickness (in)Bearing Pressure (psf) Trimmer and King Stud Material Standard Width (in)Standard Depth (in) start (ft)stop (ft) Bearing Length (in) / Hanger Support Condition Trimmer or Post Height (ft)Location Of Support H7 3.250 Conventional Conventional Edge Edge Material Type Member Size King Studs Uniform Load (plf)Point Load (#) Dual Spec Material Type Dual Spec Member Size Trimmers/ Hangers Size (in) 3.250 Hem-Fir #2 Common Sizes 2-2x6 Select Material NO FTG REQ'D NO FTG REQ'D Select Material Select Material Select Material Select Material Select Material Select Material Select Material Select Material Select Material Select Material Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 6 OF BY Lub,top (ft)TL (L/x) Lub,bot (ft)LL (L/x) Cr Ci CM CT Dmax (in) CLtop Dcant (in) CLbot Left dn (in)Dmax (in) CF/Cvtop Right dn (in)Dcant (in) CF/Cvbot Support Size Support Size Support Size Support Size Support Size Beam/Header Diagram Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb) Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf) Fo u n d a t i o n S u p p o r t D e s i g n Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in) Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in) Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in) Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf) Support Material Type Support Material Type Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Support Condition Support Location Support Location Support Location Support Location Support Location King Studs King Studs King Studs King Studs King Studs Support Condition Support Condition Support Condition Support Condition Trimmer or Post Height Trimmer or Post Height King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height Load Combo Max/Min Reaction R4 (lb) Load Combo Max/Min Reaction R5 (lb) Load Combo Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger He a d e r / B e a m S u p p o r t De s i g n Max/Min Reaction R1 (lb) Load Combo Max/Min Reaction R2 (lb) Load Combo Max/Min Reaction R3 (lb) Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Support Material Type Support Material Type Support Material Type Member Size Dual Spec Material Type Dual Spec Member Size Span 2 (ft) Right DLL Limit Deflections DTL Span 3 (ft) Scarf Cut Data DTL DLL Span 1 (ft) NDS Factors Cantilever Data M+max (lb-ft)M+fb+ (psi)F'b+ (psi) Left DTL Limit xstop (ft) DL Creep Factor Vmax (lb)V fv (psi)F'v (psi) M-max (lb-ft)M-fb- (psi)F'b- (psi) Total Length, L (ft)DLL Span 4 (ft) Material Type Id Load Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft) Header/Beam Loading Unbraced Lengths CLIENT: PROJECT:Sales Office JEM Multi-Span Header / Beam Key Allowable StressPoint Loads Uniform Loads Deflection Data Results Load Combo Actual Stress Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 7 OF BY D 24 24 0.000 10.500 1.000 240 L 64 64 0.000 10.500 360 Factors Yes 1.150 No MC<=19% T<=100 -0.193 0.991 0.000 1.000 No -0.136 1.000 No 0.000 1.000 476 476 140 140 240 360 Factors No No MC<=19% T<=100 No No Fo u n d a t i o n S u p p o r t D e s i g n He a d e r / B e a m S u p p o r t De s i g n Scarf Cut Data No Deflections No Cantilever Data 1.000 Fo u n d a t i o n S u p p o r t D e s i g n Hem-Fir #2 (2" to 4" wide)2x10 Select Material He a d e r / B e a m S u p p o r t De s i g n D + L D + L D D D + L 1248 D + L 700 No Deflections 10.500 Scarf Cut Data L 10.500 J1 1.000 406 D + L 44 150 1065 No 0 D 0 968 Cantilever Data PROJECT:Sales Office JEM CLIENT: 10.5' 88 88 Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 8 OF BY Lub,top (ft)TL (L/x) Lub,bot (ft)LL (L/x) Cr Ci CM CT Dmax (in) CLtop Dcant (in) CLbot Left dn (in)Dmax (in) CF/Cvtop Right dn (in)Dcant (in) CF/Cvbot Support Size Support Size Support Size Support Size Support Size Beam/Header Diagram Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb) Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf) Fo u n d a t i o n S u p p o r t D e s i g n Support Width (in)Support Width (in)Support Width (in)Support Width (in)Support Width (in) Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in) Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in) Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf) Support Material Type Support Material Type Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Support Condition Support Location Support Location Support Location Support Location Support Location King Studs King Studs King Studs King Studs King Studs Support Condition Support Condition Support Condition Support Condition Trimmer or Post Height Trimmer or Post Height King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height Load Combo Max/Min Reaction R9 (lb) Load Combo Max/Min Reaction R10 (lb) Load Combo Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger He a d e r / B e a m S u p p o r t De s i g n Max/Min Reaction R6 (lb) Load Combo Max/Min Reaction R7 (lb) Load Combo Max/Min Reaction R8 (lb) Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Support Material Type Support Material Type Support Material Type Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf)Uniform Load at Support (plf) Support Size Support Size Support Size Support Size Support Size Support Width (in)Support Width (in) Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in)Support Depth (in) Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb)Point Load at Support (lb) Support Location Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in)Slab Thickness (in) Fo u n d a t i o n S u p p o r t D e s i g n Support Condition Support Condition Support Condition Support Condition Support Condition Support Location Support Location Support Location Support Location Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf)Bearing Pressure (psf) Support Width (in)Support Width (in)Support Width (in) Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger Trimmers / Hanger King Studs King Studs King Studs King Studs King Studs Support Material Type Support Material Type Support Material Type Support Material Type Support Material Type Bearing Length (in)/Hanger Bearing Length (in)/Hanger Bearing Length (in)/Hanger Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Trimmer or Post Height Span 5 (ft) Span 6 (ft) Span 7 (ft) Span 8 (ft) Max/Min Reaction R3 (lb) Load Combo Max/Min Reaction R4 (lb) Load Combo Max/Min Reaction R5 (lb) Load Combo Span 9 (ft) He a d e r / B e a m S u p p o r t De s i g n Max/Min Reaction R1 (lb) Load Combo Max/Min Reaction R2 (lb) Load Combo Bearing Length (in)/Hanger Bearing Length (in)/Hanger King Stud Height King Stud Height King Stud Height King Stud Height King Stud Height Span 3 (ft) Scarf Cut Data DTL DLL DLL Span 4 (ft)Material Type Member Size Total Length, L (ft) Allowable StressPoint Loads Uniform Loads Id Load Type P (lb)x (ft)wstart (plf)wstop (plf)xstart (ft) Header/Beam Loading Unbraced Lengths Deflection Data Results Load Combo Actual Stress Span 1 (ft) NDS Factors Cantilever Data M+max (lb-ft)M+fb+ (psi) Left CLIENT: PROJECT:Sales Office JEM Single Multi-Span Header / Beam Key F'v (psi) F'b+ (psi) fb- (psi)F'b- (psi) DTL Limit M-max (lb-ft)M- xstop (ft) DL Creep Factor Vmax (lb)V fv (psi) Span 2 (ft) Right DLL Limit Deflections DTL Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 9 OF BY D 164 164 0.000 6.000 2.000 240 L 438 438 0.000 6.000 360 D 188 188 6.000 62.000 Factors L 500 500 6.000 62.000 No 1.000 No MC<=19% T<=100 -0.067 0.997 0.029 0.995 No -0.048 1.000 No 0.021 1.000 3248 5509 5127 5237 911 1545 1438 1469 5192 5263 5024 5910 2055 1456 1476 1409 1657 576 20" DIA. x 9" DEEP NO REBAR 20" DIA. x 9" DEEP NO REBAR 20" DIA. x 9" DEEP NO REBAR 21" DIA. x 9" DEEP NO REBAR 13" DIA. x 8" DEEP NO REBAR 0 0 0 0 0 Fo u n d a t i o n S u p p o r t D e s i g n Isolated Footing Isolated Footing Isolated Footing Isolated Footing Isolated Footing 2500 2500 2500 2500 2500 Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide) 4x4 POSTS 4x4 POSTS 4x4 POSTS 4x6 POSTS 4x4 POSTS D D 3.5 3.5 3.5 3.5 3.5 He a d e r / B e a m S u p p o r t De s i g n D + L D + L D + L D + L D + L D D D Fo u n d a t i o n S u p p o r t D e s i g n 8 8 8 8 8 16" DIA. x 8" DEEP NO REBAR 21" DIA. x 9" DEEP NO REBAR 20" DIA. x 9" DEEP NO REBAR 20" DIA. x 9" DEEP NO REBAR 0 0 0 0 2500 2500 2500 2500 4x4 POSTS 4x4 POSTS 4x4 POSTS 4x4 POSTS Isolated Footing Isolated Footing Isolated Footing Isolated Footing Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide) 3.5 3.5 3.5 3.5 8 8 8 8 He a d e r / B e a m S u p p o r t De s i g n D + L D + L D + L D + L D D D D 7.500 7.500 7.500 7.500 7.500 Scarf Cut Data D + L L 62.000L 7.500 Doug-Fir #2 (2" to 4" wide)4x10 Select Material 993 1075 7.500 No 180 Deflections D + L 7.500 2.000 Cantilever Data 3039 D + L 731 1077 Yes 120 -4130 D + L C1 1.000 2588 D + L 120 180 PROJECT:Sales Office JEM CLIENT: 2'7.5'7.5'7.5'7.5'7.5'7.5'7.5'7.5' 602 602 688 688 Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 10 OF BY D 188 188 0.000 32.500 2.000 240 L 500 500 0.000 32.500 360 Factors No 1.000 No MC<=19% T<=100 -0.039 0.997 0.000 0.996 No -0.028 1.000 No 0.000 1.000 3586 5324 4765 5324 1006 1493 1336 1493 3586 1006 17" DIA. x 8" DEEP NO REBAR 0 Fo u n d a t i o n S u p p o r t D e s i g n Isolated Footing 2500 Doug-Fir #2 (2" to 4" wide) 4x4 POSTS 3.5 He a d e r / B e a m S u p p o r t De s i g n D + L D Fo u n d a t i o n S u p p o r t D e s i g n 8 17" DIA. x 8" DEEP NO REBAR 20" DIA. x 9" DEEP NO REBAR 19" DIA. x 8" DEEP NO REBAR 20" DIA. x 9" DEEP NO REBAR 0 0 0 0 2500 2500 2500 2500 4x4 POSTS 4x4 POSTS 4x4 POSTS 4x4 POSTS Isolated Footing Isolated Footing Isolated Footing Isolated Footing Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide) 3.5 3.5 3.5 3.5 8 8 8 8 He a d e r / B e a m S u p p o r t De s i g n D + L D + L D + L D + L D D D D 7.125 2.000 Scarf Cut Data D L 32.500 7.125 Doug-Fir #2 (2" to 4" wide)4x10 Select Material 813 1075 7.125 Yes 180 Deflections D + L 7.125 2.000 Cantilever Data 2080 D + L 500 1077 Yes 120 -3382 D + L C2 1.000 2199 D + L 102 180 PROJECT:Sales Office JEM CLIENT: 2'7.125'7.125'7.125'7.125'2' 688 688 Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 11 OF BY D 110 110 0.000 6.000 2.000 240 L 294 294 0.000 6.000 360 D 188 188 6.000 38.500 Factors L 500 500 6.000 38.500 No 1.000 No MC<=19% T<=100 -0.032 0.997 0.000 0.996 No -0.023 1.000 No 0.000 1.000 2134 4760 4822 4734 607 1337 1352 1328 5083 3515 1425 986 20" DIA. x 9" DEEP NO REBAR 17" DIA. x 8" DEEP NO REBAR 0 0 Fo u n d a t i o n S u p p o r t D e s i g n Isolated Footing Isolated Footing 2500 2500 Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide) 4x4 POSTS 4x4 POSTS 3.5 3.5 He a d e r / B e a m S u p p o r t De s i g n D + L D + L D D Fo u n d a t i o n S u p p o r t D e s i g n 8 8 13" DIA. x 8" DEEP NO REBAR 19" DIA. x 8" DEEP NO REBAR 19" DIA. x 8" DEEP NO REBAR 19" DIA. x 8" DEEP NO REBAR 0 0 0 0 2500 2500 2500 2500 4x4 POSTS 4x4 POSTS 4x4 POSTS 4x4 POSTS Isolated Footing Isolated Footing Isolated Footing Isolated Footing Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide)Doug-Fir #2 (2" to 4" wide) 3.5 3.5 3.5 3.5 8 8 8 8 He a d e r / B e a m S u p p o r t De s i g n D + L D + L D + L D + L D D D D 6.917 6.833 2.000 Scarf Cut Data D L 38.500 6.917 Doug-Fir #2 (2" to 4" wide)4x10 Select Material 742 1076 6.917 Yes 180 Deflections D + L 6.917 2.000 Cantilever Data 1863 D + L 448 1077 Yes 120 -3085 D + L C3 1.000 2051 D + L 95 180 PROJECT:Sales Office JEM CLIENT: 2'6.9167'6.9167'6.9167'6.9167'6.833'2' 404 404 688 688 Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm SHEET 12 OF BY S1 1 3.00 180 NO 1.50 0.7 NO ROOF TYPE:15.00 12.08 40.00 10.00 TARGET WALL 1.00 25.00 21.00 8.97 16.13 12.08 SPECIES TITLE 10.02 10.00 SCANT CFB b (IN) 5.00 FB (PSI)CFC d (IN) 11.71 FC (PSI)CR A (IN2) 5.50 0.00 EMIN (PSI)c Sx (IN3) Ex (PSI) CD 0.90 118.62 " o.c. 1.00 122.87 " o.c. 1.25 130.31 " o.c. 1.15 53.27 " o.c. 1.25 130.31 " o.c. 1.25 130.31 " o.c. 1.15 62.36 " o.c. 1.25 130.31 " o.c. 1.60 46.92 " o.c. 1.60 57.36 " o.c. 1.60 54.96 " o.c. 1.60 36.12 " o.c. 1.60 54.96 " o.c. 1.60 65.16 " o.c. 1.60 40.68 " o.c. 1.60 65.16 " o.c. 1.60 35.68 " o.c.GOVERNS 1.00 " o.c. 24 " o.c. 1 Per Table IBC 1604.3 footnote f, for ASD the wind load for deflection shall be taken as 0.42 times the C&C loading. The 0.42 factor is a conversion from Ultimate loads to service loads (0.6W) and then further multiplied by 0.7 to adjust for the 10 year mean return interval. Therefore, 0.6 * 0.7 = 0.42 D + 0.75(0.6W) + 0.75L + 0.75LR D + 0.75(0.6W) + 0.75L + 0.75S D + 0.75(0.6W) + 0.75L + 0.75R D + 0.75(0.7E) + 0.75L + 0.75LR D + 0.75(0.7E) + 0.75L + 0.75S D + 0.75(0.7E) + 0.75L + 0.75R D + R D + 0.75L + 0.75LR D + 0.75L + 0.75S D + 0.75L + 0.75R D + 0.6W D + 0.7E 1200000 20.797 ASCE7 LOAD COMBINATIONS C & C LOADING BENDING (NDS Section 3.3) Le = 12.08ft - (3.00in + 1.50in)(1ft/12in) = 11.71ft M = 552.76#-ft F'b = Fb(Cd)(Cr)(Cfb) = 675(1.60)(1.15)(1.00) = 1242.00psi fb = (12in/1ft)(552.76#-ft)/7.56in^3 = 877.11psi DEFLECTION (NDS Section 3.5.1) DELTA = 0.38in BENDING AND DEFLECTION CAPACITY CHECK 877.11psi/1242.00psi = 0.706 < 1.000 O.K. 0.38in < 0.78in O.K. THEREFORE, USE 2x6 HEM-FIR STUD GRADE STUDS AT 24in O.C. D D + L D + LR D + S 0.6C&C1 D + L (NON-CONCURRENT) DESIRED SPACING FOR CALCULATIONS: STOP (FT)800 1.15 8.250 WALL WIDTH (IN)START (FT)440000 0.80 7.563 0.6*W (PSF)WEIGHT (PSF)NO 1.00 1.50 0.7*E (PSF)PARTIAL LOADING (WIND)675 1.00 5.50 TARGET WALL STUD MATERIAL 0.6*C&C (PSF)HEIGHT (FT)Hem-Fir Stud (2" to 4" wide)2x6 HEM-FIR STUD GRADE STUDS SIMPLE 0.6*WUPLIFT MAIN SPAN LR WEIGHT (PSF) OVERHANG S TOTAL TRIB.R ROOF SPAN (FT)ROOF LOADS (PSF)SUPPORTING WALL SIMPLE D HEIGHT (FT) TOP PLATE THICKNESS (IN)WALL HAS CONTINUOUS SHEATHING ON ONE SIDE NO ROOF ASSEMBLY TYPE C&CWIND DEFLECTION, L/GYP COMP. SOLE PLATE THICKNESS (IN)PRE-FAB TRUSSES C&CWIND FACTOR = GYP + WOOD COMP. CLIENT: PROJECT:Sales Office JEM WALL NUMBER:STUD LOCATION:(1 = ROOF, 2 = FIRST FLOOR BELOW ROOF, 3 = SECOND FLOOR BELOW ROOF) Printed by larissa.anaya on 02/06/2025 at 13:05 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\Vertical Book1.xlsm CLIENT: FELTENdROUP ARCHITECTURE I ENGINEERING I FORENSICS DATE: SHEET OF BRACED/SHEAR WALL PLAN BY: CLIENT:SHEET L2 OF PROJECT:BY 110 mph C (Section 26.7) II (Table 1.5-1) 0.85 (Table 26.6-1) 1.00 (Section 26.8.2) 100 (Section 26.9)Ke = 1.00 (Table 26.9-1) 0.6 (Section 2.4.1) Truss Heel Height:0.333 ft Plate Height:9.083 ft Length (Dimension Perpendicular to Truss Span):60.000 ft Width (Dimension Parallel to Truss Span):40.000 ft Roof Pitch:5.00 in/12 in Roof Angle:22.620 deg Mean Roof Height:13.583 ft Ridge Height:17.749 ft Design Edge Strip (a):4.000 ft Design End Zone (2a):8.000 ft Velocity Pressure Coefficient (Kz):0.850 (Table 26.10-1) 0.6*qz (Velocity Pressure):13.38 psf (Equation 26.10-1) 0.6*Pcc,wall (Maximum Wall Pressure):16.13 psf (Equation 30.3-1) 0.6*Pend zone stud (End Zone Stud Design Pressure):12.73 psf Load Case A 0.6*Pint zone stud (Int. Zone Stud Design Pressure):9.60 psf Load Case A 0.6*Pp (Parapet Pressure 1.5WW and -1.0LW):20.07 psf Windward and -13.38 psf Leeward Risk Category: Wind Directionality (Kd): Topographic Factor (Kzt): Ground Elevation Factor (ft) (Ke): ASD Load Combination Factor for W: ONE STORY DIAPHRAGM WIND LOADS FOR ASD LOAD COMBINATIONS Design Method:Low-Rise Building (Section 28.3.1) Basic Wind Speed (3 sec gust): Exposure: Sales Office JEM Elevation Label: Design Code:ASCE 7-16 Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm CLIENT:SHEET L3 OF PROJECT:BY p = 0.6 * qz * [GCpf - GCpi](Equation 28.3-1) GCpf interpolated from Figure 28.3-1 GCpi 0.18 enclosed buildings Table 26.13-1 (GCpi acts either inward or outward at any one time) GCpf GCpi Zone 1:0.54 -0.18 Zone 2:-0.45 0.18 Zone 3:-0.47 0.18 Zone 4:-0.41 -0.18 Zone 1E:0.77 -0.18 Zone 2E:-0.72 0.18 Zone 3E:-0.65 0.18 Zone 4E:-0.60 -0.18 GCpf GCpi Zone 1:-0.45 -0.18 Zone 2:-0.69 0.18 Zone 3:-0.37 0.18 Zone 4:-0.45 -0.18 Zone 5:0.40 -0.18 Zone 6:-0.29 -0.18 Zone 1E:-0.48 -0.18 Zone 2E:-1.07 0.18 Zone 3E:-0.53 0.18 Zone 4E:-0.48 -0.18 Zone 5E:0.61 -0.18 Zone 6E:-0.43 -0.18 Note: Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 8.16 -2.41 10.57 -5.75 -2.41 -3.34 -7.09 2.41 -9.50 -6.42 -2.41 -4.01 -6.42 -2.41 -4.01 -14.32 2.41 -16.72 5.35 -2.41 7.76 -3.88 -2.41 -1.47 -4.95 2.41 -7.36 -6.02 -2.41 -3.61 -6.02 -2.41 -3.61 -9.23 2.41 -11.64 -8.00 -2.41 -5.59 Load Case B Pressures 0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf) -9.62 2.41 -12.03 -8.67 2.41 -11.08 -5.54 -2.41 -3.13 10.32 -2.41 12.73 -6.08 2.41 -8.49 -6.25 2.41 -8.66 0.6*qz*GCpf (psf)0.6*qz*GCpi (psf)Pressure (psf) 7.20 -2.41 9.60 Hip End Loading Load Case A Load Case B Load Case A Pressures Sales Office JEM Gable End Loading Load Case A Load Case B Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm CLIENT:SHEET L4 OF PROJECT:BY Case A 6.55 psf 6.57 psf Case B 9.91 psf 5.24 psf GCpf GCpf 6.35 psf 4.59 psf GCpf GCpf 7.61 psf 5.87 psf GCpi GCpi 2.41 psf 2.41 psf 13.48 psf 10.93 psf 0.00 psf 8.97 psf 9.98 psf 3943 #3954 # 3472 # Case A 6.55 psf 6.57 psf Case B 8.05 psf 7.09 psf GCpf GCpf GCpf GCpf 7.61 psf 5.87 psf 5.49 psf 3.97 psf GCpi GCpi 2.41 psf 2.41 psf 13.48 psf 9.47 psf 0.00 psf 0.00 psf 8.97 psf 9.98 psf 3943 #1846 # ∴Use 10.02 psf at Wall for Windward Only Case (0.6*W)∴Use 7.90 psf at Wall for Windward Only Case (0.6*W) 2672 # ∴Use 9.60|4.80 psf Wall|Roof Horizontal Pressure at Case A ∴Use 9.60|4.80 psf Wall|Roof Horizontal Pressure at Case B Total Base Shear Due to Wind Loads =Total Base Shear Due to Wind Loads = Total Base Shear Due to 0.6*16psf at Wall and 0.6*8psf at Roof =4408 #Total Base Shear Due to 0.6*16psf at Wall and 0.6*8psf at Roof = Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall = Total Horizontal Pressure at Roof =Total Horizontal Pressure at Roof = Total Uplift Pressure at Roof =Total Uplift Pressure at Roof = ONE STORY DIAPHRAGM HIP END WIND LOADS FOR ASD LOAD COMBINATIONS Load Case A Load Case B GCpf Windward GCpf Leeward GCpf Windward GCpf Leeward ∴Use 9.60|4.80 psf Wall|Roof Horizontal Pressure at Case A ∴Use 10.93 psf Wall Horizontal Pressure at Case B ∴Use 10.02 psf at Wall for Windward Only Case (0.6*W)∴Use 8.76 psf at Wall for Windward Only Case (0.6*W) Total Horizontal Pressure at Roof = Total Uplift Pressure at Roof =Total Uplift Pressure at Roof = Total Base Shear Due to Wind Loads =Total Base Shear Due to Wind Loads = Total Base Shear Due to 0.6*16psf at Wall and 0.6*8psf at Roof =5208 #Total Base Shear Due to 0.6*16psf = Total Horizontal Pressure at Wall =Total Horizontal Pressure at Wall = average of end zone plus interior zone and then the total roof uplift is the average of the left and right sides. GCpi assumed to act inward for wall design, outward for roof uplift design. ONE STORY DIAPHRAGM GABLE END WIND LOADS FOR ASD LOAD COMBINATIONS Load Case A Load Case B GCpf Windward GCpf Leeward Sales Office JEM Load Cases A & B total pressures are determined by using a weighted average of end zone total plus interior zone total. This number is then compared to the code required 16psf minimum for the horizontal direction. Roof uplift for the left and right sides of the roof are determined using a weighted Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm SHEET L5 OF BY WALL ROOF PARAPET TRIB. WALL HEEL TRIB. RIDGE PARAPET SHEAR DISTANCE PRESSURE PRESSURE PRESSURE HEIGHT HEIGHT TO HEEL HEIGHT UNIFORM START STOP #FT PSF PSF PSF FT FT FT FT PLF FT FT 10.93 10.93 4.542 0.333 4.167 1ST FLOOR 1ST FLOOR 9.60 4.80 4.542 0.333 8.333 1ST FLOOR 9.60 4.80 4.542 0.333 8.333 1714 0.000 9.60 4.80 4.542 0.333 4.375 1ST FLOOR 3 0.00% 40.000 0 STORY CALC DESCRIPTION 0 1021 0 2812 173 68 20.500 25.500 1021 0 STORY CALC DESCRIPTION 2 25.500 87 0.000 20.500 2812 2812 2* 0.00% 40.000 0 0 1714 0 1714 423 0 1714 0 STORY CALC DESCRIPTION 1 39.500 87 0.000 39.500 1714 1714 0.00%0 0 0 0 0 0 0 0 0 STORY CALC DESCRIPTION 0 0 0 B 0.00% 60.000 0 40.000 A 40.000 1977 0 1977 0 1977 1977 330 0 0 99 0.000 1977 SHEAR (#) CHORD (#) WINDWARD INFORMATION LEEWARD INFORMATION NEXT LINE FROM NEXT CHORD DIST. FT SOURCE LINE NEXT LINE # TARGET LINE TO TARGET LINE SPACING FT POINT SHEAR FROM OTHER LINES UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET LINE # PROJECT:Sales Office JEM LINE CALLOUT % CANT.WIND DESIGN SHEAR DIAPHRAGM CLIENT: Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm SHEET L6 OF BY LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1 V ==1977 # WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.6WUPLIFT (psf) ∑MOT (#-ft) ∑MR (#-ft) 1 3 24 21.00 10.00 2x6 1.4E+06 1008 1.000 48 324 20.00 10.00 15.00 9.98 54097 88200 2 3 24 19.00 9.08 2x6 1.4E+06 1007 1.000 53 324 20.00 10.00 15.00 9.98 45179 70545 3 4 5 6 2015 1 56 56 2 150 150 3 4 5 6 V ==# WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.6WUPLIFT (psf) ∑MOT (#-ft) ∑MR (#-ft) 1 2 3 4 5 6 1 2 3 4 5 6 TDESIGN (#)HOLDOWNT2nd FLOOR (#)CONCRETE WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC LOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) LEFT END RIGHT END WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM VTOTAL (#) = TDESIGN (#)HOLDOWNLOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) T2nd FLOOR (#)CONCRETE WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC 0.045 WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM LEFT END RIGHT END JEM A VTOTAL (#) = CLIENT: PROJECT:Sales Office FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR 3rd FLOOR 3rd FLOOR BASEMENT BASEMENT Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm SHEET L7 OF BY WIND DESIGN: WALL BRACING ANALYSES 110 13.58 1 1 C 13.58 9 2 NO YES NO NO 0.00 0.00 40.00 1.20 1.21 0.95 1.00 1.00 1.00 1.00 1.00 1.00 6.50 0.00 WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14 METHOD WSP WSP WSP WSP WSP L (ft)10.83 8.17 4.08 6.42 21.50 ADJ. H (ft) LCONT. (ft)10.83 8.17 4.08 6.42 21.50 51.00 WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14 METHOD L (ft) ADJ. H (ft) LCONT. (ft)0.00 WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14 METHOD L (ft) ADJ. H (ft) LCONT. (ft)0.00 EAVE TO RIDGE H (ft) STORY HEIGHT (ft) NUMBER OF LINES PARAPET HEEL H (ft) PARAPET H (ft) LINE SPACING 1 (ft) LINE SPACING 2 (ft) REQUIRED LENGTH (ft) LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft) NOT PERMITTEDTOTAL (ft) BRACED WALL INPUTS AND FACTORS WIND SPEED (mph) MEAN ROOF H (ft) NUMBER OF STORIES STORY LOCATION EXPOSURE MIN. 800# HOLD- DOWN GB ON INSIDE FACE GB 4"O.C. PANEL PLYWOOD BLOCKING OMITTED LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft) NOT PERMITTEDTOTAL (ft) PLYWOOD BLOCKING OMITTED PARAPET HEEL H (ft) PARAPET H (ft) LINE SPACING 1 (ft) LINE SPACING 2 (ft) REQUIRED LENGTH (ft) EAVE TO RIDGE H (ft) STORY HEIGHT (ft) NUMBER OF LINES BRACED WALL INPUTS AND FACTORS WIND SPEED (mph) MEAN ROOF H (ft) NUMBER OF STORIES STORY LOCATION EXPOSURE MIN. 800# HOLD- DOWN GB ON INSIDE FACE GB 4"O.C. PANEL PARAPET HEEL H (ft) PARAPET H (ft) LINE SPACING 1 (ft) LINE SPACING 2 (ft) REQUIRED LENGTH (ft) 9.00 LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft) 51.00>=9.00 O.K.TOTAL (ft) BRACED WALL INPUTS AND FACTORS WIND SPEED (mph) MEAN ROOF H (ft) NUMBER OF STORIES STORY LOCATION EXPOSURE MIN. 800# HOLD- DOWN GB ON INSIDE FACE GB 4"O.C. PANEL B PLYWOOD BLOCKING OMITTED CLIENT: PROJECT:Sales Office JEM EAVE TO RIDGE H (ft) STORY HEIGHT (ft) NUMBER OF LINES METHOD CS-WSP (INCLUDES CS-G & CS-PF) FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED) METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED) 3rd FLOOR 3rd FLOOR BASEMENT BASEMENT METHOD CS-WSP (INCLUDES CS-G & CS-PF) FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED) 3rd FLOORBASEMENT Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm SHEET L8 OF BY WIND DESIGN: WALL BRACING ANALYSES 110 13.58 1 1 C 13.58 9 3 NO YES NO NO 0.00 0.00 39.50 0.00 1.20 1.21 0.95 1.30 1.00 1.00 1.00 1.00 1.00 6.43 0.00 WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14 METHOD WSP WSP L (ft)6.33 13.00 ADJ. H (ft) LCONT. (ft)6.33 13.00 19.33 WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14 METHOD L (ft) ADJ. H (ft) LCONT. (ft)0.00 WALL #1 2 3 4 5 6 7 8 9 10 11 12 13 14 METHOD L (ft) ADJ. H (ft) LCONT. (ft)0.00 EAVE TO RIDGE H (ft) STORY HEIGHT (ft) NUMBER OF LINES PARAPET HEEL H (ft) PARAPET H (ft) LINE SPACING 1 (ft) LINE SPACING 2 (ft) REQUIRED LENGTH (ft) LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft) NOT PERMITTEDTOTAL (ft) BRACED WALL INPUTS AND FACTORS WIND SPEED (mph) MEAN ROOF H (ft) NUMBER OF STORIES STORY LOCATION EXPOSURE MIN. 800# HOLD- DOWN GB ON INSIDE FACE GB 4"O.C. PANEL PLYWOOD BLOCKING OMITTED LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft) NOT PERMITTEDTOTAL (ft) PLYWOOD BLOCKING OMITTED PARAPET HEEL H (ft) PARAPET H (ft) LINE SPACING 1 (ft) LINE SPACING 2 (ft) REQUIRED LENGTH (ft) EAVE TO RIDGE H (ft) STORY HEIGHT (ft) NUMBER OF LINES BRACED WALL INPUTS AND FACTORS WIND SPEED (mph) MEAN ROOF H (ft) NUMBER OF STORIES STORY LOCATION EXPOSURE MIN. 800# HOLD- DOWN GB ON INSIDE FACE GB 4"O.C. PANEL PARAPET HEEL H (ft) PARAPET H (ft) LINE SPACING 1 (ft) LINE SPACING 2 (ft) REQUIRED LENGTH (ft) 11.57 LENGTH OF BRACING PROVIDED, ADJACENT HEIGHT & CONTRIBUTING LENGTH FOR EACH METHOD (ft) 19.33>=11.57 O.K.TOTAL (ft) BRACED WALL INPUTS AND FACTORS WIND SPEED (mph) MEAN ROOF H (ft) NUMBER OF STORIES STORY LOCATION EXPOSURE MIN. 800# HOLD- DOWN GB ON INSIDE FACE GB 4"O.C. PANEL 1 PLYWOOD BLOCKING OMITTED CLIENT: PROJECT:Sales Office JEM EAVE TO RIDGE H (ft) STORY HEIGHT (ft) NUMBER OF LINES METHOD CS-WSP (INCLUDES CS-G & CS-PF) FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED) METHOD CS-WSP (INCLUDES CS-G & CS-PF)METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED) 3rd FLOOR 3rd FLOOR BASEMENT BASEMENT METHOD CS-WSP (INCLUDES CS-G & CS-PF) FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR METHOD WSP (INCLUDES ABW, PFH & PFG)METHOD GB (2 SIDED)METHOD GB (1 SIDED) 3rd FLOORBASEMENT Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm SHEET L9 OF BY LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1 V ==2812 # WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.6WUPLIFT (psf) ∑MOT (#-ft) ∑MR (#-ft) 1 3 24 19.00 12.00 2x6 1.4E+06 2812 1.000 148 324 2.00 10.00 15.00 8.97 36981 27075 2 3 4 5 6 2812 1 CONC EXT CORNER 6 CRKD 1091 D CONC EXT CORNER 6 CRKD 1091 D 2 3 4 5 6 V ==# WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.6WUPLIFT (psf) ∑MOT (#-ft) ∑MR (#-ft) 1 2 3 4 5 6 1 2 3 4 5 6 TDESIGN (#)HOLDOWNT2nd FLOOR (#)CONCRETE WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC LOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) LEFT END RIGHT END WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM VTOTAL (#) = TDESIGN (#)HOLDOWNLOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) T2nd FLOOR (#)CONCRETE WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC 0.199 WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM LEFT END RIGHT END JEM 2 VTOTAL (#) = CLIENT: PROJECT:Sales Office FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR 3rd FLOOR 3rd FLOOR BASEMENT BASEMENT Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm SHEET L10 OF BY LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H V ==1021 # 2930 # 1.000 9.000 10.000 D =0.510 in 2.000 APA PORTAL FRAME PER TT-100H Number of Piers Door Height (ft) = Pier Height (ft) = Left Pier (ft) 2 0.430 0.93 Beam Height (ft) = CLIENT: PROJECT:Sales Office JEM 3 VALLOW = Specific Gravity SG Reduction FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT Printed by larissa.anaya on 02/06/2025 at 12:16 \\vmwashington\washington\LGI Homes\Seattle\Eldorado Plat\Sales Office\00 - Engineering\ASCE7-16 Wind Lateral Book 2021 IRC1.xlsm CLIENT:SHEET L11 OF PROJECT:BY SEISMIC LOAD CALCULATIONS PER ASCE 7-16 *USING BASIC LOAD COMBINATIONS PER SECTION 2.4* ALL LOAD COMBINATIONS USE: 0.7*E E = Eh + Ev (EQN 12.4-1 and EQN 12.4-3) Eh = ρQE (EQN 12.4-3) ρ = 1.30 (SECTION 12.3.4.2.a) QE = V (SECTION 12.4.2.1) Ev = 0.2SDSD (EV = 0 IF SDS <= 0.125)(EQN 12.4-4a) II (TABLE 1.5-1) D (PER PROJECT SOILS REPORT OR TABLE 20.3-1)DEFAULT 13.583 (MEAN ROOF HEIGHT OF STRUCTURE) 1.288 (MAPPED MCE SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS) 0.465 (MAPPED MCE SPECTRAL RESPONSE ACCELERATION AT A PERIOD OF 1 s) Fa =1.200 (TABLE 11.4-1) Fv =1.835 (TABLE 11.4-2) SMS = FaSs =1.546 (EQN 11.4-1) SM1 = FvS1 =0.853 (EQN 11.4-2) SDS = 2/3SMS =1.030 (EQN 11.4-3) SD1 = 2/3SM1 =0.569 (EQN 11.4-4) 1.000 (TABLE 1.5-2) 0.552 (SECTION 11.4.6) SDC BASED ON SDS =D (TABLE 11.6-1)**EXCEPTION IN SECTION 11.6 CAN BE CHECKED S1<0.75 AND Ta<0.8Ts SDC BASED ON SD1 =N/A (TABLE 11.6-2) DESIGN SDC =D (SECTION 11.6) R FRONT/BACK =6.500 R SIDE/SIDE =6.500 (TABLE 12.2-1 (A.15)) 0.020 (TABLE 12.8-2) x =0.750 (TABLE 12.8-2) 0.142 (EQN 12.8-7) TL =6.000 (TABLE 22-14) V = CSW (EQN 12.8-1) CS = SEISMIC RESPONSE COEFFICIENT (SECTION 12.8.1.1) W = EFFECTIVE SEISMIC WEIGHT (SECTION 12.7.2) FRONT/BACK SIDE/SIDE CS =SDS/(R/IE) =0.159 CS =SDS/(R/IE) =0.159 GOVERNS Csmax = SD1/(T(R/IE)) =0.618 GOVERNS Csmax = SD1/(T(R/IE)) =0.618 Csmax = SD1TL/(T2(R/IE)) =26.223 Csmax = SD1TL/(T2(R/IE)) =26.223 GOVERNS Csmin = 0.044*SDS*IE>=0.01 0.045 GOVERNS Csmin = 0.044*SDS*IE>=0.01 0.045 Csmin = 0.5S1/(R/IE) =0.036 Csmin = 0.5S1/(R/IE) =0.036 EQN 12.8-2 GOVERNS AND QE = V = 0.159 *W EQN 12.8-2 GOVERNS AND QE = V = 0.159 *W SDS SDS EV =0.206 *D 0.7*EV =0.144 *D EV =0.206 *D 0.7*EV =0.144 *D Sales Office JEM Elevation Label: RISK CATEGORY = SITE CLASS = hn (ft) = Ss = S1 = IE= Ts= **USE TABLE 11.6-1 ALONE IF RIGID DIAPHRAGM AND T<Ts OR WHEN USING BRACING TABLES FOR IRC DESIGN Ct= Ta = Cthn x = }0.618 }0.618 }0.045 }0.045 > 0.125, THEREFORE > 0.125, THEREFORE Printed by larissa.anaya on 02/07/2025 at 12:22 \\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\Sales Office\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm CLIENT:SHEET L12 OF PROJECT: Mass Calculations Area (ft2) Load (psf) Weight (lb) Total Length (ft) Load (psf) Weight (lb) Total Length (ft) Load (psf) Weight (lb) Roof 9.1 2505 15 37575 214 10 9737 223.828 7 7129 54441 0 0 0 0 0 0 0 0 37575 9737 7129 54441 Base Shear ASD Eh (lb) Eh * 0.7 (lb)Level wx (lb) hx (ft) wxhx (lb-ft) wxhx k ∑wihi k (%) Fx (lb) Fx Ax (psf) 11219 7853 Roof 54441 9.1 495412 1.000 7853 3.14 0 0.0 0 0.000 0 0.00 0 0.0 0 0.000 0 0.00 54441 495412 7853 Base Shear ASD Eh (lb) Eh * 0.7 (lb)Level wx (lb) hx (ft) wxhx (lb-ft) wxhx k ∑wihi k (%) Fx (lb) Fx Ax (psf) 11219 7853 Roof 54441 9.1 495412 1.000 7853 3.14 0 0.0 0 0.000 0 0.00 0 0.0 0 0.000 0 0.00 54441 495412 7853 Sales Office Total Mass Total Weight (lb) Redundancy Front/Back Vertical Distribution of Seismic Forces (12.8.3) [Ta <= 0.5s k=1] ρ 1.30 Level Plate Height (ft) Floor Depth (ft) Diaphragm Exterior Walls Redundancy Side/Side Vertical Distribution of Seismic Forces (12.8.3) [Ta <= 0.5s k=1] ρ 1.30 Interior Walls Printed by larissa.anaya on 02/07/2025 at 12:22 \\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\Sales Office\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm SHEET L13 OF BY SHEAR DISTANCE UNIFORM START STOP #FT PLF FT FT 1ST FLOOR 1ST FLOOR 1ST FLOOR 2477 0.000 1ST FLOOR PROJECT:Sales Office JEM LINE CALLOUT % CANT.SEISMIC DESIGN SHEAR DIAPHRAGM CLIENT: NEXT LINE FROM NEXT CHORD DIST. FT SOURCE LINE NEXT LINE # SEISMIC LOAD SEISMIC DEPTH PARALLEL TO DIRECTION PSF TARGET LINE TO TARGET LINE SPACING FT POINT SHEAR FROM OTHER LINES UNIFORM LOADS BETWEEN TARGET LINE AND NEXT LINE TARGET LINE # A 40.000 3.14 60.000 3.14 65.000 19.000 3849 4005 656 204 19.000 40.000 FT SHEAR (#) CHORD (#) 3849 0 188 0.000 0 STORY CALC DESCRIPTION 0 40050B 0.00% 60.000 4005 0 0 0 0 0 0 0 0 0 STORY CALC DESCRIPTION 00 0.00% 0 2477 2477 611 0 0 0 125 0.000 39.500 0 1 39.500 3.14 40.000 2477 STORY CALC DESCRIPTION 247702* 0.00% 40.000 2477 4046 4046 246 66 20.500 25.500 0 2 25.500 3.14 40.000 3.14 21.000 4046 0 STORY CALC DESCRIPTION 133003 0.00% 40.000 1330 125 0.000 20.500 0 Printed by larissa.anaya on 02/07/2025 at 12:22 \\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\Sales Office\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm SHEET L14 OF BY LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1 V ==3849 # WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.7* 0.2*SDS ∑MOT (#-ft) ∑MR (#-ft) 1 3 24 21.00 10.00 2x6 1.4E+06 1932 1.000 92 232 20.00 10.00 15.00 0.14 19956 88200 2 3 24 19.00 9.08 2x6 1.4E+06 1919 1.000 101 232 20.00 10.00 15.00 0.14 17951 70545 3 4 5 6 3851 1 0 0 2 0 0 3 4 5 6 V ==4005 # WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.7* 0.2*SDS ∑MOT (#-ft) ∑MR (#-ft) 1 3 24 10.83 9.08 2x6 1.4E+06 1061 1.000 98 232 20.00 10.00 15.00 0.14 9806 22920 2 3 24 8.17 9.08 2x6 1.4E+06 784 1.000 96 232 20.00 10.00 15.00 0.14 7217 13034 3 3 24 21.50 9.08 2x6 1.4E+06 2172 1.000 101 232 20.00 10.00 15.00 0.14 20395 90331 4 5 6 4017 1 0 0 2 0 0 3 0 0 4 5 6 JEM A VTOTAL (#) = CLIENT: PROJECT:Sales Office 0.087 WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM LEFT END RIGHT END WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC B TDESIGN (#)HOLDOWNLOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) T2nd FLOOR (#)CONCRETE VTOTAL (#) = 0.086 WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM LEFT END RIGHT END T2nd FLOOR (#)CONCRETE WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC LOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) TDESIGN (#)HOLDOWN FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR 3rd FLOOR 3rd FLOOR BASEMENT BASEMENT Printed by larissa.anaya on 02/07/2025 at 12:22 \\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\Sales Office\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm SHEET L15 OF BY LATERAL LOAD ANALYSIS: SEGMENTED SHEAR WALLS SDPWS 4.3.5.1 V ==2477 # WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.7* 0.2*SDS ∑MOT (#-ft) ∑MR (#-ft) 1 3 24 18.00 9.08 2x6 1.4E+06 1692 1.000 94 232 2.00 10.00 15.00 0.14 15415 19574 2 3 24 6.33 9.08 2x6 1.4E+06 557 1.000 88 232 2.00 10.00 15.00 0.14 5065 2423 3 3 24 3.00 9.08 2x6 1.4E+06 240 0.872 80 202 2.00 10.00 15.00 0.14 2181 544 4 5 6 2489 1 800 0 800 0 2 800 90 800 90 3 800 138 800 138 4 5 6 V ==4046 # WALL n Wall Type Studs (in o.c.) 2 SIDED Ln (ft) hn (ft) Wall Width Chord En (psi) D (in) Vdesign (#)CWSP vdesign (plf) vallow (plf) ATRIB. (ft) WWALL (psf) DL (psf) 0.7* 0.2*SDS ∑MOT (#-ft) ∑MR (#-ft) 1 3 24 19.00 12.00 2x6 1.4E+06 4047 1.000 213 232 2.00 10.00 15.00 0.14 48616 27075 2 3 4 5 6 4047 1 CONC EXT CORNER 6 CRKD 800 1224 D CONC EXT CORNER 6 CRKD 800 1224 D 2 3 4 5 6 JEM 1 VTOTAL (#) = CLIENT: PROJECT:Sales Office 0.080 WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM LEFT END RIGHT END WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC 2 TDESIGN (#)HOLDOWNLOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) T2nd FLOOR (#)CONCRETE VTOTAL (#) = 0.293 WALL n WOOD/ CONC LOCATION OR NAME POSITION STEM LEFT END RIGHT END T2nd FLOOR (#)CONCRETE WINT.WALL (#) T2nd FLOOR (#) TDESIGN (#)HOLDOWN WOOD/ CONC LOCATION OR NAME POSITION STEM CONCRETE WINT.WALL (#) TDESIGN (#)HOLDOWN FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR 3rd FLOOR 3rd FLOOR BASEMENT BASEMENT Printed by larissa.anaya on 02/07/2025 at 12:22 \\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\Sales Office\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm SHEET L16 OF BY LATERAL LOAD ANALYSIS: APA PORTAL FRAME PER TT-100H V ==1330 # 2093 # 1.000 9.000 10.000 D =0.510 in CLIENT: PROJECT:Sales Office JEM 3 VALLOW = Specific Gravity SG Reduction 2.000 APA PORTAL FRAME PER TT-100H Number of Piers Door Height (ft) = Pier Height (ft) = Left Pier (ft) 2 0.430 0.93 Beam Height (ft) = FRONT-BACK SIDE-SIDE 1st FLOOR 2nd FLOOR 3rd FLOORBASEMENT Printed by larissa.anaya on 02/07/2025 at 12:22 \\vmwashington\washington\LGI Homes\Seattle\Shelm Meadows\Sales Office\00 - Engineering\ASCE7-16 Seismic Lateral Book 2021 IRC1.xlsm