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5. Structural Calculations 04.16.20C � ENGINEERING 250 4ch Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning STRUCTURAL CALCULATIONS H itchens Residence 17901 Vista Del Mar Drive Edmonds, WA 98026 CG Project No.: 20069.10 Protect Location 3380 126th Ave NE Bellevue, WA 98005 Protect Description This project involves a new two-story, single family residence. The roof framing will consist of multiple layers of framing including wood and steel beams, wood joists, bearing walls, and columns. The floor framing will consist of TJI joists, wood and steel beams, and columns. The lateral resisting system will consist of a mix of plywood shear walls and steel moment frames. The foundation will consist of conventional concrete perimeter footings and concrete retaining walls. Scope of Work Provide structural calculations in accordance with 2015 International Building Code. Basis of Design Roof DL 16.5 psf Roof SL 25 psf Floor DL 30 psf Floor LL 40 psf Garage Floor DL 60 psf Deck LL 60 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 22' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .852/(6.5/1) = Cs*Wp Sds = .852 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By MBB Date 3/ 23/ 2020 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 Hitchens Residence 20069.10 Gravity Design Loads Roof DL Asphalt Roofing 2.5 psf 1/2 plywood 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12's @ 24" OC 2.2 psf M/E 1.0 psf Misc 0.5 psf Solar Panels 5.0 psf 16.5 psf USE 16.5 psf Floor DL 1/2" Tile 6.7 psf 3/4 Sheathing 2.3 psf 1-1/2" gyperete 13.0 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 9-1/2" TJI's @ 16" OC 2.0 psf M/E 1.5 psf Misc 0.7 psf 30.0 psf USE 30.0 psf Garage DL 4" Concrete Pad 48.0 psf 1-1/2" Plywood 4.5 psf 2x12 @ 8" OC 4.9 psf Misc 1.0 psf 58.4 psf USE 60.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor & Garage ILL 40.0 psf Deck ILL 60.0 psf Description Gravity Design Loads By MBB Date 03/19/20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Hitchens Res Job No. Edmonds, WA 98020 20069.10 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11116 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 31/2 x 91/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 51/4 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 31/2 x 91/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 91/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 31/2 x11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 51/4 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 1/2 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 718 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 33 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WLL/WDL <= 3.0 5. Table values include the Size Factor (CE) and the Load Duration Factor (CD) Project Beam Span Table Hitchens Res MBB Date 03/19/20 eked Date le Sheet No. No. 20069.10 HF Column & DF Sill Plate Capacity TABLE 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PSILL - - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL - - - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PSILL - - - - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL - - - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL - - - - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL - - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PSILL - - - - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 20,625 20,625 20,625 - - - - - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 12,852 - - - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PSILL 15,859 - - - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 20,234 - - - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL - - - - - - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PSILL 24,922 - - - - - - - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL - - - - - - - - - - - Description By MBB Date 03/19/20 Wood Column Capacity Table checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Pro cct i Hitchens Res Job No. 20069.10 s °PESX 0 c m S`OpE m J SW6 CONC WALL m O SLAB ON GRADE PER STRUCTURAL NOTES W I jN555x5ic1 A 1 SLAB ON GRADE PER L--------- STRUCTURAINOTES FS _____----. m C SLAB ON GRADE PER STRUCTURAL NOTES \ O Y3 Z il $ �Z Per y.1006NO ( r.-%) 2x 12 H F 'P 2- (o� 7 4" 0C- ar < QkCkM a (- D S W = 2� (1 �,S p� 4 fi 2-5 P-e r w0od w u Y-s ) 1 2x 12 i-1 F Z @J 1(0" o c Y� _UC��QoAi't. ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 425.778.8500 www.cgengineering.com Description oof 10%3 By r-�' --� Date 3 10 zo Checked Date Scale N 1 � Sheet No. project F',\tC1/1t{n R'2 Job No. 200(.c' , I D COMPANY PROJECT WoodWorks SOFTWARE FOR WOOD DESIGN Mar. 19, 202016:39 RJ1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End d Dead Full Area 16.50(24.0") psf s Snow Full Area 25.00(24.0") psf Self -weight Dead Full UDL 3.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.25' 12.073' Unfactored• Dead Snow Factored: 223 306 223 306 Total 529 529 Bearing: Capacity Joist 911 911 Des ratio Joist 0.58 0.58 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.87 0.87 Cb 1.00 1.00 Cb min 1.00 1.00 RJ I Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Hanger Roof joist spaced at 24.0" c/c; Total length: 12.0'; Clear span: 12.0'; volume = 1.4 cuff Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fv' = 172 psi fv/Fv' = 0.23 Bending(+) fb = 598 Fb' = 1124 psi fb/Fb' = 0.53 Live Defl'n 0.10 = <L/999 0.60 = L/240 in 0.17 Total Defl'n 0.22 = L/669 0.80 = L/180 in 0.27 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 522, V design = 438 lbs Bending(+): LC #2 = D+S, M = 1576 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 231e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Mar. 19, 2020 16:40 RJ2 - 41-WARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Pat- Location [ft] Magnitude Unit I,' Start end Start End d Dead Full Area No 16.50 (16.0") psf IDistribution Snow Full Area No 25.00 (16.0") psf Self-wei ht Dead Full UDL No 3.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 18.12' 6.039' Unfac toyed: Dead Snow Factored: 346 453 116 151 Total 799 267 Bearing: Capacity Joist 799 304 Support 1102 586 Des ratio Joist 1.00 0.88 Support 0.73 0.46 Load comb #2 #2 Length 0.94 0.50* Min req'd 0.94 0.50* Cb 1.90 1.H Cb min 1.40 1.00 Cb support 1.25 1.21 Fc up625 625 *Minimum bearing length setting used: 1/2" for end supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. RJ2 Lumber -soft, Hem -Fir, No.2, 2x12 (1.1/2"x11.1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0" c/c; Total length: 18.12'; Clear span: 6.0', 12.0% volume = 2.1 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal s s value Desi n value unit Anal sis/Desi n Shear fv = 39 Fv' = 172 psi fv Fv' = 0.20 Bending(+) fb = 228 Flo' = 1124 psi fb/Fb' = 1.21 Bending(-) fb = 407 Fb' = 451 psi fb/Fb' = 0.90 Deflection: Interior Live 0.03 = <L/999 0.60 = L/290 0.05 Total 0.06 = <L/999 0.80 = L/180 0.08 Cantil. Live 0.04 = <L/999 0.60 = L/120 0.07 Total 0.09 = L/808 0.81 = L/90 0.11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cf. Cr Cfrt Ci Cn LC# Pv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1,15 1,00 1,00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fb'- 850 1.15 1.00 1.00 0.401 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1,00 1.00 - - - - 1.00 1.00 - 2 emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 449, V design = 386 lbs Bending(+): LC #2 = D+S, M = 600 lbs-£t Bending(-): LC #2 = D+S, M = 1073 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake A LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 231e06 lb-in2 "Live" de£lec ti on = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(-): In = 12.06' Le = 20.19' RB = 34.8; Lu based on full span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: 131 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi D(0.1320) S(0.20) X X X X X X X X X X X X 10 W 18x3-5 W 18x35 lll tan = 3.250 ft Span = 34.670 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.01650, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.454: 1 Maximum Shear Stress Ratio = 0.084 : 1 Section used for this span W18x35 Section used for this span W18x35 Ma: Applied 54.177 k-ft Va : Applied 6.418 k Mn / Omega: Allowable 119.461 k-ft Vn/Omega : Allowable 76.464 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 17.474ft Location of maximum on span 3.250 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.433 in Ratio = 960>=360 Max Upward Transient Deflection -0.127 in Ratio = 614 >=360 Max Downward Total Deflection 0.795 in Ratio = 524 >=180 Max Upward Total Deflection -0.233 in Ratio = 335 >=180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 7.611 6.306 Overall MINimum 2.078 1.722 +D+H 3.463 2.870 +D+L+H 3.463 2.870 +D+Lr+H 3.463 2.870 +D+S+H 7.611 6.306 +D+0.750Lr+0.750L+H 3.463 2.870 +D+0.750L+0.750S+H 6.574 5.447 +D+0.60W+H 3.463 2.870 +D+0.70E+H 3.463 2.870 +D+0.750Lr+0.750L+0.450W+H 3.463 2.870 +D+0.750L+0.750S+0.450W+H 6.574 5.447 +D+0.750L+0.750S+0.5250E+H 6.574 5.447 +0.60D+0.60W+0.60H 2.078 1.722 +0.60D+0.70E+0.60H 2.078 1.722 D Only 3.463 2.870 Lr Only L Only S Only 4.147 3.437 Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 E Only H Only Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Span = 31.920 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi ied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.01650, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.391 : 1 Maximum Shear Stress Ratio = 0.077 W18x35 Section used for this span W18x35 46.741 k-ft Va : Applied 5.857 k 119.461 k-ft Vn/Omega : Allowable 76.464 k +D+S+H Load Combination +D+S+H 15.960ft Location of maximum on span 0.000 ft Span # 1 Span # where maximum occurs Span # 1 0.317 in Ratio = 1,207 >=360 0.000 in Ratio = 0 <360 0.582 in Ratio = 658 >=180 0.000 in Ratio = 0 <180 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.599 1.599 +D+H 2.665 2.665 +D+L+H 2.665 2.665 +D+Lr+H 2.665 2.665 +D+S+H 5.857 5.857 +D+0.750Lr+0.750L+H 2.665 2.665 +D+0.750L+0.750S+H 5.059 5.059 +D+0.60W+H 2.665 2.665 +D+0.70E+H 2.665 2.665 +D+0.750Lr+0.750L+0.450W+H 2.665 2.665 +D+0.750L+0.750S+0.450W+H 5.059 5.059 +D+0.750L+0.750S+0.5250E+H 5.059 5.059 +0.60D+0.60W+0.60H 1.599 1.599 +0.60D+0.70E+0.60H 1.599 1.599 D Only 2.665 2.665 Lr Only L Only S Only 3.192 3.192 Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B3 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending S(4.17) W 16x77 Span = 16.0 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 3.690, S = 4.170 k @ 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.126: 1 Maximum Shear Stress Ratio = W16x77 Section used for this span 33.904 k-ft Va : Applied 269.461 k-ft Vn/Omega : Allowable +D+S+H Load Combination 8.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.019 in Ratio = 10,008>=360 0.000 in Ratio = 0 <360 0.040 in Ratio = 4836 >=180 0.000 in Ratio = 0 <180 Load Combination Support 1 Support 2 Overall MINimum 1.477 1.477 +D+H 2.461 2.461 +D+L+H 2.461 2.461 +D+Lr+H 2.461 2.461 +D+S+H 4.546 4.546 +D+0.750Lr+0.750L+H 2.461 2.461 +D+0.750L+0.750S+H 4.025 4.025 +D+0.60W+H 2.461 2.461 +D+0.750Lr+0.750L+0.450W+H 2.461 2.461 +D+0.750L+0.750S+0.450W+H 4.025 4.025 +0.60D+0.60W+0.60H 1.477 1.477 +D+0.70E+0.60H 2.461 2.461 +D+0.750L+0.750S+0.5250E+H 4.025 4.025 +0.60D+0.70E+H 1.477 1.477 D Only 2.461 2.461 Lr Only L Only S Only 2.085 2.085 W Only E Only H Only Support notation : Far left is #1 Values in KIPS 0.042 :1 W 16x77 4.546 k 108.108 k +D+S+H 16.000 ft Span # 1 PJ"� OR W e2 v --* 2.2(r1-- R ! ., C GMI�' ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com P�, = 2. 0� � 3.A-t (3 . Coo y-- + O .pl Ca tc D S w = Z5/7- (1(-0 •5 ?J + S 5 (l�•5 VJ+ 25Psf) VA'Vv\1st-- 0•`12 Pt� fnrr(CkIL) Val I x 3 i 5 u6 t CA u u c. vrnu.x = 5030 1b l�2 ion M rno.x = 1 Co 3 (0 3 1 b• f}- l �t�''/�� Ptr w0odw0r�s, 5'l�' n 13=Z 1v,1u.�nn c s ac+c uak. D 5 (Icy .5 pS� 2-5 ?IJ w Flo.L ' O. 10 I''` M"(-sL = 0.54 0 3 (D Description `•ZUUf QtGIYv� Project H \tCAAei vj V'c a ` C S Ud e-�t ua t-tr By M Checked Scale NHS Job No. Z CU C) co V Date zf Z5 Jzo Date Sheet No. Steel Beam File= R:1_2020 Projects120069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B4 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Span = 16.0 ft )plied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 2.90, S = 3.470 k @ 8.0 ft Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 12.50 ft Point Load : D = 0.640, S = 0.960 k @ 6.250 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.597: 1 Maximum Shear Stress Ratio = 0.112 : 1 Section used for this span W18x35 Section used for this span W18x35 Ma : Applied 48.200 k-ft Va : Applied 8.590 k Mn / Omega: Allowable 80.738 k-ft Vn/Omega : Allowable 76.464 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 2,559>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.134 in Ratio = 1431 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.590 8.240 Overall MINimum 2.262 2.178 +D+H 3.770 3.630 +D+L+H 3.770 3.630 +D+Lr+H 3.770 3.630 +D+S+H 8.590 8.240 +D+0.750Lr+0.750L+H 3.770 3.630 +D+0.750L+0.750S+H 7.385 7.088 +D+0.60W+H 3.770 3.630 +D+0.750Lr+0.750L+0.450W+H 3.770 3.630 +D+0.750L+0.750S+0.450W+H 7.385 7.088 +0.60D+0.60W+0.60H 2.262 2.178 +D+0.70E+0.60H 3.770 3.630 +D+0.750L+0.750S+0.5250E+H 7.385 7.088 +0.60D+0.70E+H 2.262 2.178 D Only 3.770 3.630 Lr Only Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 4.820 4.610 W Only E Only H Only COMPANY PROJECT WoodWorks Mar. 19, 2020 16:19 B5 -,(rWAREFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Distribution Pat- Location Ift) Magnitude Unit tern Start End Start End Pd B9 Dead Point 5.68 2670 lbs Ps s9 Snow Point 5.57 3190 lbs Self -.eight Dead Full UDL 15.9 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.151, Unfactored; Dead Snow Factored: 1397 1595 1450 1595 Total Bearing: 2992 3045 Capacity Beam 2992 3045 Support 3087 3142 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 0.90 0.91 .in req'd 0.90 0.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.17 Fc sup625 625 B5 Glulam-Unbal., West Species, 24F-1.8E WS, 5.1/8"x13-1/2" 9 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 11.15'; Clear span: l l'; volume = 5.4 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis value Design Value Unit Anal sis/Desi n Shear fv = 66 Fv' = 305 psi fv Fv' Bending(+) to = 1258 Flo; = 2688 psi fb/Fb' Live Defl'n 0.08 = <L/999 0.37 = L/360 0.22 Total De£1'n 0.19 = L/698 0.55 = L/290 in0.39 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Pv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2100 1.15 1.00 1.00 0.114 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 - - - - 1.00 - - - e' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0'85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, v max = 3030, V design = 1010 Its Bending(+): LC #2 = D+S, M = 16323 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow w=wind 1=impact Lr=roof live Lc=concentrated E=earthquake A LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1891e06 lb-in2 "Live" de£lec ti on = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+); Lu = 11. 06' Le = 21.99' RB = 11.5 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI Al 90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). j . Ti } 1, 2b `F T l � . 25' D $ 0 5 \.1C1K-t 1.-It3Y 1.1°t1--t I.Jr5Y— FBI PIa� �l D 5 ST C 4M ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description h S W- (o,SVS-t 25��sfi Va/Vhin ' 0.043 MPIMv\lJL 0,03� PAY enLrcuic.� Val � X Z�{- .• s P vafi� ValV�'ls'- _ 0.03"t t\A0,1 = O 0-(`J Ptr tY�trcul�J W\e� x 35 i5 adz vats Project H�iY_Y�tv�� Rc V ° IS WI: Z D S vo,IU O IO3 M a l ts r\ I sL - -I \ 1 A = Ie;qz F,Cr-Qn'CYCAkL W kb X 4(0 �5 Ac\ec vatt By NA Checked Scale NTS Job No. 2UOtv9 - ► 0 Date z1zslio Date Sheet No. Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B7 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft W8x24 Span = 3.0 ft ied Loads Fy : Steel Yield E: Modulus: W8x24 Span = 5.0 ft 36.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.01650, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.039: 1 Maximum Shear Stress Ratio = W8x24 Section used for this span 1.602 k-ft Va : Applied 41.497 k-ft Vn/Omega : Allowable +D+S+H Load Combination 3.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.002 in Ratio = 29,344>=360 0.000 in Ratio = 0 <360 0.004 in Ratio = 16486 >=180 -0.000 in Ratio = 329215 >=180 Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.599 0.150 +D+H 0.998 0.250 +D+L+H 0.998 0.250 +D+Lr+H 0.998 0.250 +D+S+H 2.278 0.570 +D+0.750Lr+0.750L+H 0.998 0.250 +D+0.750L+0.750S+H 1.958 0.490 +D+0.60W+H 0.998 0.250 +D+0.70E+H 0.998 0.250 +D+0.750Lr+0.750L+0.450W+H 0.998 0.250 +D+0.750L+0.750S+0.450W+H 1.958 0.490 +D+0.750L+0.750S+0.5250E+H 1.958 0.490 +0.60D+0.60W+0.60H 0.599 0.150 +0.60D+0.70E+0.60H 0.599 0.150 D Only 0.998 0.250 Lr Only L Only S Only 1.280 0.320 Support notation : Far left is #1 Values in KIPS 0.043 W8x24 1.210 k 27.977 k +D+S+H 3.000 ft Span # 1 Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B7 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 E Only H Only Steel Beam File= R:1_2020 Projects120069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B8 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Span = 14.250 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.078: 1 Maximum Shear Stress Ratio = 0.034 :1 Section used for this span W18x35 Section used for this span W18x35 Ma: Applied 9.315 k-ft Va : Applied 2.615 k Mn / Omega: Allowable 119.461 k-ft Vn/Omega : Allowable 76.464 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.125ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 13,567>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.023 in Ratio = 7394 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.615 2.615 Overall MINimum 0.714 0.714 +D+H 1.190 1.190 +D+L+H 1.190 1.190 +D+Lr+H 1.190 1.190 +D+S+H 2.615 2.615 +D+0.750Lr+0.750L+H 1.190 1.190 +D+0.750L+0.750S+H 2.259 2.259 +D+0.60W+H 1.190 1.190 +D+0.70E+H 1.190 1.190 +D+0.750Lr+0.750L+0.450W+H 1.190 1.190 +D+0.750L+0.750S+0.450W+H 2.259 2.259 +D+0.750L+0.750S+0.5250E+H 2.259 2.259 +0.60D+0.60W+0.60H 0.714 0.714 +0.60D+0.70E+0.60H 0.714 0.714 D Only 1.190 1.190 Lr Only L Only S Only 1.425 1.425 W Only Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B8 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 H Only Steel Beam File= R:1_2020 Projects120069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B9 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Span = 24.0 It Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 2.90, S = 3.470 k @ 8.0 ft Point Load : D=1.190, S =1.430 k @ 16.0 ft Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY • ' Maximum Bending Stress Ratio = 0.911 : 1 Maximum Shear Stress Ratio = 0.103 : 1 Section used for this span W18x46 Section used for this span W18x46 Ma : Applied 65.243 k-ft Va : Applied 9.656 k Mn / Omega: Allowable 71.617 k-ft Vn/Omega : Allowable 93.830 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.709ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.174 in Ratio = 1,656>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.323 in Ratio = 892 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.656 8.406 Overall MINimum 2.680 2.338 +D+H 4.466 3.896 +D+L+H 4.466 3.896 +D+Lr+H 4.466 3.896 +D+S+H 9.656 8.406 +D+0.750Lr+0.750L+H 4.466 3.896 +D+0.750L+0.750S+H 8.359 7.279 +D+0.60W+H 4.466 3.896 +D+0.750Lr+0.750L+0.450W+H 4.466 3.896 +D+0.750L+0.750S+0.450W+H 8.359 7.279 +0.60D+0.60W+0.60H 2.680 2.338 +D+0.70E+0.60H 4.466 3.896 +D+0.750L+0.750S+0.5250E+H 8.359 7.279 +0.60D+0.70E+H 2.680 2.338 D Only 4.466 3.896 Lr Only Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B9 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 S Only 5.190 4.510 W Only E Only H Only D s 351 1b t 50o 1b B \� o S 1-A 1b t- q(nq 1 b z 6«.5��f t 2-5psf� fi D V,M" " 1023 Mmwx = 13(0 (o f1(-oc,4r = AA"� -� PfrNocdoiovk5, 51/45X 12:' iA Tarn i5 GcJecgua4t_� w 4.252:1 D 5 0 S I�l`fiOlt+235UIb l`t501b* 11�13Ib Pg�o r ✓ D S S 0.42+0.45_ oA24-t 0At'`1K e s W " l 0.25, � Z. (l (o •S 10 sf + Z5 p s { D S 5.2' l 1 co • 5 P,J + 225 yj \b (► 5 %) 20'1(o 2 scant. = -0.3c� �� �4►) Per )iN U 06 wo v k-S J 575 VrIIA(ky = �T = O_0Jk'n R/a-11 Pry woodvvoV �_% - V12. n IZ 24F - 1. PEE c \Main) �5 Description Gr�.v� DtS► By M�3 Date 3 z 20 Checked Date ENGINEERING 250 4th Ave. South Scale Sheet No. Suite 200 Edmonds, WA 98020 Project H \ is ht Job No. 425.778.8500 www.cgengineering.com 20 O (o q 1 O COMPANY PROJECT WoodWorks Mar. 19, 2020 16:23 B10 - 41WARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Pat- Location [ft] Magnitude Unit I,, Start end Start End d Dead Full Area No 16.50 psf ,:r IDistribution Snow Full Area Yes 25.00 (5.20') Self-wei ht Dead lFull UDL I No 1 14.2 p if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7.729' 10.729' Unfactored: nead Snow 351 500 744 968 Factored: Total 851 1112 Bearing: Capacity Beam 11659 12908 Support 7796 7796 Bea ratio Beam 0.07 0.13 Support 0.11 0.22 Load comb #3 #2 Length 3.50 3.50 Min req'd 0.50* 0.771- Cb 1.00 1.11 Cb min 1.00 1.49 Cb support 1.07 1.07 Fc 405 405 --mmxmum Dearing iengm govemea Dy me requvI ea wimn or ne supporting memoer. Maximum reaction on at least one support is from a different oad combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. B10 Glulam-Bal., West Species, 24F-1.8E WS, 5.1/8"xl2" 8 laminations, 5-1/8" maximum width, Supports: All - Lumber -soft Beam, Hem -Fir No.2 Total length: 11.0'; Clear span: 7.997', 2.999'; volume = 4.7 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n She fv =19 Fv' = 305 psi fv/Fv' = 0.06 Bending(') fb = 133 Fb' = 2129 ps'i fb/Fb' = 0.05 Bending(-) to = 101 Fb' = 2729 psi fib/Fb' = 0.09 Deflection: -0.01 = <L/999 0.27 = L/360 0.02 Interior Live Total 0.01 = <L/999 0.40 = L/290 in 0.03 Cantil. Live -0.01 = <L/999 0.20 = L/180 0.03 Total -0.01 = <L/999 0.30 = L/120 in 0.03 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn"Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.11 1.00 1.00 0. 987 1.0on 1.00 1.00 1.00 1.00 - 3 Fb'- 2400 1.15 1.00 1.00 0.987 1.000 1.00 1.00 1.00 1.00 - 2 Pcp' 110 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1'00 1.00 - - - - 1.00 - - 3 Eminy' 0,85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 1023, V design = 763 Its Bending(+): LC #3 = D+S (pattern: Ss), M = 1366 lbs-ft Bending(-): LC #2 = D+S, M = 1035 lbs-£t Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _= no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1328e06 lb-in2 "Live" be£lecti on = neflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 7.75' Le = 19.13' RB = 8.8; Lu based on full spa - Late ral stability(-): Lu = 7.75' Le = 14.13' RB = 8.8; Lu based on full span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for centinuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported accerding to the provisions of NDS Clause 3.3.3. 7. GLt1LAM. bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WoodWorks Mar. 19, 2020 16:23 B11 - 41-WARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Pat- Location (ft) Magnitude Unit I,' Start end Start End d Dead Full Area No 16.50 psf ,:r IDistribution Snow Full Area Yes 25.00 (5.20') Self-wei ht Dead Full UDL No 21.2 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 31.75' 4.25' Unfaoto rod- Dead Snow Factored: 1940 2356 1450 1793 Total 4296 3243 Bearing: Capacity Beam 19171 18322 Support 18906 16906 Des ratio Beam 0.22 0.11 Support 0.23 0.17 Load comb #2 #4 Length 5.50 5.50 .in reg'd 1.25*' 0.97 Cb 1.07 1.00 Cb min 1.30 1.00 su Cb pport 1.07 1.07 Fe up625 625 iviinimum oeanng iengm governeo by in. requirec wwm or me suppening memoer. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kit factor. See Analysis results for reaction from critical load combination. B11 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8"x18" 12 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 31.75; Clear span: 4.248'. 27.495'; volume = 20.3 cu.ft. Lateral support: top= 24 bottom= at supports; [in] Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal - Value nesi n value Unit Anal Sis/De Si n Shear fv = 47 Fv' = 305 psi fv Fv' = 0.15 sending(+) to = 909 Fb' = 2588 psi fb/Fb' = 0.35 Bending(-) fb = 93 Pb' = 1571 psi fb/Fb' = 0.06 Deflection: Interior Live 0.34 = L/968 0.92 = L/360 in 0.37 Total 0.75 = L/440 1.38 = L/240 0.54 Cantil. Live -0.17 = L/306 0.28 = L/180 0.59 Total -0.36 = L/141 0.42 = L/120 in 0.85 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cf. Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 ' Fb+ 2400 1.15 1.00 1.00 0. 996 0.938 1.00 1.00 1.00 1.00 - 4 Fb'- 1150 1.15 1.00 1.00 0.942 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 4 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 9 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 3289, V design = 2881 Its Bending(+): LC #4 = D+S (pattern: sS), M = 20962 lbs -ft Bending(-): LC #2 = D+S, M = 2141 lbs-£t Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, no pattern load in this span _= Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 4483e06 lb-in2 "Live" de£lecti on = neflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral Stability(+): Lu = 2.00' Le = 3.75' Re = 5.5 Lateral stability(-): Lu = 27.06' Le = 43.50' RB = 18.9; Lu based on full span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. COMPANY PROJECT WoodWorks Mar. 19, 2020 16:23 B12 -,(rWAREFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End d Dead Point 9.92 740 lbs Snow Point 9. 92 970 lbs Self-wei ht Dead Full UDL if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.833' il Unfactored: nead Snow 417 485 411 985 Factored: Total 901 903 Bearing: Capacity Beam 1137 1137 Support 1211 1211 Bea ratio Beam 0.79 0.79 Support 0.74 0.75 Load comb #2 42 Length 0.50* 0.50* Min req'd 0.10* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc 625 625 Minimum bearing length setting used: 1/2" for end supports B12 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2"x12" 8 laminations, 3-112" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9.83'; Clear span: 9.75'; volume = 2.9 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 32 Fv' = 305 psi fv/Fv' = 0.10 Bending(+) fb = 615 Fb' = 2591 psi fb/Fb' = 0.24 Live Defl'n 0.09 0.49 = L/240 0.07 Total Defl'n 0.08 = <L/999 0.65 = L/180 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.10 1.10 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.11 1.00 1.00 0.939 1.000 1.no 1.no 1.Do 1.00 - 2 Fop' "0 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 903, V design = 893 lbs Bending(+): LC #2 = D+S, M = 4302 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC'S are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: neflecti on: EI = 907e06 lb-in2 n "Live" deflection = Deflection from all n n-dead loads (live, wind, s ew...) Total Deflection(nead Load Deflection) + Live Load neflection. Lateral stability(+): Lu = 9.81' Le = 18.99' RB = 14.9 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At 90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearin ten th based on smaller of Fcp tension ,Fcp =n . COMPANY PROJECT WoodWorks Mar. 19, 2020 16:24 B13 - 41-WARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type jjDi,tribution Pat- Location Ift) Magnitude Unit I,, Start end Start End d Dead Point 9.97 1800 lbs Snow 1 Point 9. 97 2800 lbs Self-wei ht Dead Full UDL if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.922' Unfactored: Dead Snow 947 1399 948 1401 Factored: Total 2345 2350 searing: Capacity beam 2345 2350 Support 2497 2502 D.a ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.13 1.03 Min req'd 1.03 1.03 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop625 625 B13 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2"x12" 8 laminations, 3-1/2" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9.92'; Clear span: 9.75'; volume = 2.9 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Desi n Value Unit Anal sis/Desi n Shear fv =89 Fv' = 305 psi fv/F'' Bending(+) fb = 1633 Fb' = 2590 psi fb/Fb' = 0.63 Live Defl'n 0.11 = <L/999 0.49 = L/240 0.22 Total Defl'n 0.21 = L/559 0.66 = L/180 0.32 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1." - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.11 1.00 1.00 0.938 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' "0 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 L LOA D COMBINATIONS: Shear : LC #2 = D+S, V max = 2340, V design = 2340 lbs sending(+): LC #2 = D+S, M = 11428 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: neflecti on: EI = 907e06 lb-in2 "Live" deflection = Deflection from all n n-dead loads (live, wind, s now Total Deflection = 1.50(nead Load Deflection) + Live Load neflection. Lateral stability(+): Lu = 9.81' Le = 19.06' RB = 15.0 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI l l7-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM. bearin ten th based on smaller of Fcp tension ,Fcp comp'n . Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B15 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 6.470, S = 7.590 k @ 2.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.070 : 1 Maximum Shear Stress Ratio = W18x35 Section used for this span 8.321 k-ft Va : Applied 119.461 k-ft Vn/Omega : Allowable +D+S+H Load Combination 2.750ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.001 in Ratio = 45974 >=180 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.869 3.087 +D+H 1.448 5.145 +D+L+H 1.448 5.145 +D+Lr+H 1.448 5.145 +D+S+H 3.074 11.108 +D+0.750Lr+0.750L+H 1.448 5.145 +D+0.750L+0.750S+H 2.668 9.618 +D+0.60W+H 1.448 5.145 +D+0.750Lr+0.750L+0.450W+H 1.448 5.145 +D+0.750L+0.750S+0.450W+H 2.668 9.618 +0.60D+0.60W+0.60H 0.869 3.087 +D+0.70E+0.60H 1.448 5.145 +D+0.750L+0.750S+0.5250E+H 2.668 9.618 +0.60D+0.70E+H 0.869 3.087 D Only 1.448 5.145 Lr Only L Only S Only 1.626 5.964 W Only E Only H Only 0.145 W 18x35 11.108 k 76.464 k +D+S+H 3.500 ft Span # 1 Pj\ ('0 A � 400� r, a I s o I s 2-'b11b+350\s 350�5 1) l�0 50 )\f Roof $earn^ Sga n TAblt xb 11� 2- iS adc vat't. D g 25�si� 4- 1'e Y p_o 01 5C OLfY\ 5 pun Tab 1 t X l0 H F# 2 t acre q v (x4t, Description 1 c By M ?5 Date o 20 Checked Date ENGINEERING 250 4th Ave. South Scale VJ� Sheet No. Suite 200 Edmonds, WA 98020 project H tC f)f r, Job No. 425.778.8500 'ZUO(p�t, IU www.cgengineering.com uJ T `CO T D S 3' b � S 4r(o V O 5 25 ?J ) I�rn�nnrjn.= O, 15�1 Pty' cy\CAcalc7 X 2°r O S 40,1Vr1-r- = 0.03 MO, IPIArj1-1- LT = 0,ri0 Ptr �Y1trCU\t Description Rpu 3y Date 3 2U Checked Date ♦ ENGINEERING 250 4th Ave. South Scale N T `i Sheet No. project \ h Y\ Job No. Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Steel Beam File R:1_2020 Projects120069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Ill Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B18 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.066) S(0.1) Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.159: 1 Maximum Shear Stress Ratio = Section used for this span W8x24 Section used for this span Ma: Applied 6.080 k-ft Va : Applied Mn / Omega: Allowable 38.274 k-ft Vn/Omega : Allowable Load Combination +D+S+H Load Combination Location of maximum on span 8.000ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum 0.432 0.432 +D+H 0.720 0.720 +D+L+H 0.720 0.720 +D+Lr+H 0.720 0.720 +D+S+H 1.520 1.520 +D+0.750Lr+0.750L+H 0.720 0.720 +D+0.750L+0.750S+H 1.320 1.320 +D+0.60W+H 0.720 0.720 +D+0.750Lr+0.750L+0.450W+H 0.720 0.720 +D+0.750L+0.750S+0.450W+H 1.320 1.320 +0.60D+0.60W+0.60H 0.432 0.432 +D+0.70E+0.60H 0.720 0.720 +D+0.750L+0.750S+0.5250E+H 1.320 1.320 +0.60D+0.70E+H 0.432 0.432 D Only 0.720 0.720 Lr Only L Only S Only 0.800 0.800 W Only E Only H Only 0.062 in Ratio = 3,108 >=360 0.000 in Ratio = 0 <360 0.117 in Ratio = 1636 >=180 0.000 in Ratio = 0 <180 Support notation : Far left is #1 Values in KIPS 0.054 :1 W8x24 1.520 k 27.977 k +D+S+H 0.000 ft Span # 1 Steel Beam File R:1_2020 Projects120069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Ill Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B19 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 1 Ox22 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.034: 1 Maximum Shear Stress Ratio = Section used for this span W1 Ox22 Section used for this span Ma: Applied 1.593 k-ft Va : Applied Mn / Omega: Allowable 46.707 k-ft Vn/Omega : Allowable Load Combination +D+S+H Load Combination Location of maximum on span 3.000ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum 0.277 +D+H 0.462 +D+L+H 0.462 +D+Lr+H 0.462 +D+S+H 1.062 +D+0.750Lr+0.750L+H 0.462 +D+0.750L+0.750S+H 0.912 +D+0.60W+H 0.462 +D+0.750Lr+0.750L+0.450W+H 0.462 +D+0.750L+0.750S+0.450W+H 0.912 +0.60D+0.60W+0.60H 0.277 +D+0.70E+0.60H 0.462 +D+0.750L+0.750S+0.5250E+H 0.912 +0.60D+0.70E+H 0.277 D Only 0.462 Lr Only L Only S Only 0.600 W Only E Only H Only 0.001 in Ratio = 70,277>=360 0.000 in Ratio = 0 <360 0.002 in Ratio = 39705 >=180 0.000 in Ratio = 0 <180 Support notation : Far left is #1 Values in KIPS W10x22 1.062 k 35.251 k +D+S+H 3.000 ft Span # 1 C4 (worca't\ PV�% � co .3-1 \L Per t W4W,1c. (O x 25 i5 Pt v LY1trr c u � c � CIS S x 5 x `101 r\ r a U a�-t Description o By M Date -'1�"20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South N i ' Suite 200 Edmonds, WA 98020 project 1� 1 t C h Gn S {ZtS Job No. 425.778,8500 2-0 0 (off. 10 www.cgengineering.com Steel Column File=R:1_2020Projects\20069.10HitchensResidence\_Structural\Engineering\Gravity\HitchensRes.ec6. Software copyright ENERCALC, INC. 1983-2020, BUIId:12.20.1.31 . DESCRIPTION: C1 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name: Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Applied Loads W6x25 Allowable Strength 36.0 ksi 29,000.0 ksi Column self weight included : 331.250 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 13.250 ft, D = 2.90, S = 3.470 k DESIGN SUMMARY Overall Column Height 13.25 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 13.25 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 13.25 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.07534 : 1 Maximum Load Reactions . . Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 6.701 k Bottom along Y-Y 0.0 k Pn I Omega: Allowable 88.942 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-xl Omega: Allowable 30.50 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination : Ma-y :Applied 0.0 k-ft Mn-yl Omega: Allowable 15.377 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Steel Section Properties : W6x25 Depth = 6.380 in I xx = 53.40 in^4 J = 0.461 in^4 Web Thick = 0.320 in S xx = 16.70 in^3 Cw = 150.00 in^6 Flange Width = 6.080 in R xx = 2.700 in Flange Thick = 0.455 in Zx = 18.900 inA3 Area = 7.340 inA2 lyy = 17.100 inA4 Weight = 25.000 plf S yy = 5.610 inA3 Wno = 9.010 inA2 Kdesign = 0.705 in R yy = 1.520 in Sw = 6.230 in^4 K1 = 0.563 in Zy = 8.560 inA3 Qf = 3.880 inA3 Its = 1.740 in Qw = 9.390 inA3 Ycg = 0.000 in Steel Column File =R:1_2020Projects\20069.10HitchensResidence\_Structural\Engineering\Gravity\HitchensRes.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . k.kk DESCRIPTION: C1 Sketches 00c Ci co +Y +X 6.370k 8.3 k Steel Column File = R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . I Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.1.31 . 0.0i DESCRIPTION: C4 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x1/4 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 7.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 7.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 7.50 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 117.150 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 7.50 ft, D = 7.370, L = 8.660 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1953 : 1 Maximum Load Reactions . . Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 16.147 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 82.668 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 13.671 k-ft Along Y-Y 0.0 in at 0.0 ft above base for load combination Ma-y : Applied 0.0 k-ft Mn-y / Omega: Allowable 13.671 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 inA4 1 = 25.800 in14 Design Thick = 0.233 in S xx = 6.41 inA3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 1 yy = 16.000 inA4 C = 10.500 inA3 Weight = 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg = 0.000 in Steel Column File =R:1_2020Projects\20069.10HitchensResidence\_Structural\Engineering\Gravity\HitchensRes.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . i.ii DESCRIPTION: C4 Sketches 'oc 0 L6 +y 5.00in +X 16.030k 16.030k 5 *- brn,(t6 k)n TzCS @ 1(0" 0C- Pe /� lh1Z w 1 Y B.2-51 Zq.33` D W,- pj (30 PSf t 90 Psi T D \jQ/\)Y � = C) I ark D S V - } 4 .(o't Y- Ma I NA n I n- = 0 .4 01 5 s\nC\\tS�ur�) peY GnCrcalc �YOvrit UVgIeo 0 \S aC,! Ua FD - p .15 k— N0T RISE C) P650 + 55 2- 0.51(0 V- t2K- 13.15� P692 vD� Z O�yf �O ?'J t 1la 35 p�f i \2 1- T � L ,��h � n= o. 3► 3 t.5tL t I,�k- ;'/ v� �Vv�IrL_ = G.054 Ptr tY\t ca l i Description _ ouY Gt m By M Date 211 LO Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South N project Job No. Suite 200 Edmonds, WA98020 425.778.8500 2-0009, 10 www.cgengineering.com Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B50 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft C W 18x40 Span = 8.250 ft )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 8.0 ft Point Load : D = 3.690, S = 4.170 k @ 3.0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi D(0.24 W 18x40 Span = 29.330 ft Service loads entered. Load Factors will be applied for calculations. 0.409: 1 Maximum Shear Stress Ratio = W18x40 Section used forth is span 57.572 k-ft Va : Applied 140.838 k-ft Vn/Omega : Allowable +D+0.750L+0.750S+H Load Combination 8.250ft Location of maximum on span Span # 1 Span # where maximum occurs 0.208 in Ratio = 950 >=360 -0.115 in Ratio = 1,724 >=360 0.247 in Ratio = 802 >=180 -0.076 in Ratio = 2598 >=180 Load Combination Support 1 Support 2 Support 3 Overall MINimum 4.916 -0.746 +D+H 11.092 3.121 +D+L+H 2O.301 7.257 +D+Lr+H 11.092 3.121 +D+S+H 16.008 2.374 +D+0.750Lr+0.750L+H 17.999 6.223 +D+0.750L+0.750S+H 21.686 5.663 +D+0.60W+H 11.092 3.121 +D+0.750Lr+0.750L+0.450W+H 17.999 6.223 +D+0.750L+0.750S+0.450W+H 21.686 5.663 +0.60D+0.60W+0.60H 6.655 1.872 +D+0.70E+0.60H 11.092 3.121 0.149 : 1 W 18x40 12.098 k 81.194 k +D+0.750L+0.750S+H 8.250 ft Span # 1 Support notation : Far left is #1 Values in KIPS Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . j Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B50 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+0.5250E+H 21.686 5.663 +0.60D+0.70E+H 6.655 1.872 D Only 11.092 3.121 Lr Only L Only 9.210 4.136 S Only 4.916 -0.746 W Only E Only H Only NOT VA S E b5 3 '\Ia1Vn1-rL 0101 --�VM r I �►- = O 1 �1 PAY entrCalc.� ���. 1(�J 10 x 22- i S 0,LA t Q u k. 1 W -I—_ . _.._._.....� 8 2-96 L CS\nc��c.Spa.h \ 5 yvov s a' co, ze-1 13► 24•(1, ` � •2i� � �.q� 3.95� � 4.01� 1 021:k 3.12w ►/�lUYSr CUSP, Sln%IG Spah iXY�� 5 D L, W ► = u (30 ?J t (00 ?" 1 VA/\Jn I -A- = O \ \ 5 MalMhlrL = 0-- 4(U PtY crtrca\� WIY) x 40 vakC, Va IVY\ I� = O • l V1 M('`IM0. 2.5 2- Per--- _ W 1 b x -0 _ Description B M \ or ► By Date,_1zo,10 4— Checked Date ENGINEERING 250 4th Ave. South Scale Sheet No. Suite 200 Project Job r-� No. Edmonds, WA 98020 �—� 1 tC. Y) n RtS i 6.0 r\C t 425.778.8500 ZOu�"1 , i O www.cgengineering.com Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B53 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft D(0.24) 11_(0.48) D(0.24) L(0.32) b b W 18x40 Span = 8.0 ft Fy : Steel Yield E: Modulus: D(0.24) L(0.32) h W 18x40 Span = 28.330 ft 36.0 ksi 29,000.0 ksi )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, L = 0.040 ksf, Extent = 6.0 - > 8.0 ft, Tributary Width = 8.0 ft Uniform Load : D = 0.030, L = 0.060 ksf, Extent = 0.0 - > 6.0 ft, Tributary Width = 8.0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.346: 1 Maximum Shear Stress Ratio = 0.115 : 1 W18x40 Section used forth is span W18x40 48.791 k-ft Va : Applied 9.346 k 140.838 k-ft Vn/Omega : Allowable 81.194 k +D+L+H Load Combination +D+L+H 15.525ft Location of maximum on span 8.000 ft Span # 2 Span # where maximum occurs Span # 1 0.189 in Ratio = 1,795 >=360 -0.102 in Ratio = 1,888 >=360 0.375 in Ratio = 905 >=180 -0.228 in Ratio = 841 >=180 Load Combination Support 1 Support 2 Support 3 Overall MINimum 3.913 2.190 +D+H 6.522 3.650 +D+L+H 15.106 7.652 +D+Lr+H 6.522 3.650 +D+S+H 6.522 3.650 +D+0.750Lr+0.750L+H 12.960 6.651 +D+0.750L+0.750S+H 12.960 6.651 +D+0.60W+H 6.522 3.650 +D+0.750Lr+0.750L+0.450W+H 12.960 6.651 +D+0.750L+0.750S+0.450W+H 12.960 6.651 +0.60D+0.60W+0.60H 3.913 2.190 +D+0.70E+0.60H 6.522 3.650 Support notation : Far left is #1 Values in KIPS Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . j Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B53 Vertical Reactions Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+0.5250E+H 12.960 6.651 +0.60D+0.70E+H 3.913 2.190 D Only 6.522 3.650 Lr Only L Only 8.584 4.002 S Only W Only E Only H Only Support notation : Far left is #1 Values in KIPS Steel Beam DESCRIPTION: B54 CODE REFERENCES File = R:1_2020 Projects120069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft Span = 13.0 ft )plied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. maximum benaing Stress Ratio = U.1 14: 'I maximum 5near Stress Ratio = U.Ubi : 1 Section used for this span W18x40 Section used for this span W18x40 Ma: Applied 16.055 k-ft Va : Applied 4.940 k Mn / Omega: Allowable 140.838 k-ft Vn/Omega : Allowable 81.194 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio = 8,935>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.028 in Ratio = 5643 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only 1.092 1.092 1.820 1.820 4.940 4.940 1.820 1.820 1.820 1.820 4.160 4.160 4.160 4.160 1.820 1.820 4.160 4.160 4.160 4.160 1.092 1.092 1.820 1.820 4.160 4.160 1.092 1.092 1.820 1.820 3.120 3.120 Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B54 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 H Only w� w� 5' 2.`31L 0 D L � p � + (nopsf ) ?J Wt ° 30Qj t 9o�sF� t v (►UpSf ) Va/V ,, 1 0 _ 0 C0 MaIM0.04(0 Ptv-CnCrCOIkC4 \ 115x35 iS 2d-CgQ6kt(- I 5Co Nor u�sE�� � Pgg 520 P 1 f 200 e W i� 0 5 1c.o •33� T15 •', 1,� 3.4k-t-2 ��1��- �•�tl� �2.c��-+3� W T T 0.6k- P L p L Va)vv` Ix 0,055 n I r- O. 2-0- D � (DO �sf Va�Vht�'- = o • 032 Pt r -e ant v ca t c Val1bx YD S 0\6t uait C 4=M Description RUIN 15,eAM5 M8y Date : �� z z5I20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South �1Tj Suite 200 Job No. Edmonds, WA 98020 Project !-Iit�V�r�n Rcs�d� ce. 425.778.8500 20O (off ,1 O www.cgengineering.com Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B55 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi D(0.12) 1_(024) D(O.12) L(O.16) )plied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 4.0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 4.0 ft Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Service loads entered. Load Factors will be applied for calculations. 0.106: 1 Maximum Shear Stress Ratio = 0.046 :1 W18x35 Section used forth is span W18x35 12.640 k-ft Va : Applied 3.516 k 119.461 k-ft Vn/Omega : Allowable 76.464 k +D+L+H Load Combination +D+L+H 8.000ft Location of maximum on span 8.000 ft Span # 1 Span # where maximum occurs Span # 1 0.026 in Ratio = 7,505>=360 -0.001 in Ratio = 45,948 >=360 0.041 in Ratio = 4631 >=180 -0.002 in Ratio = 29586 >=180 Load Combination Support 1 Support 2 Support 3 Overall MINimum 1.692 -0.243 +D+H 2.820 -0.405 +D+L+H 6.676 -1.541 +D+Lr+H 2.820 -0.405 +D+S+H 2.820 -0.405 +D+0.750Lr+0.750L+H 5.712 -1.257 +D+0.750L+0.750S+H 5.712 -1.257 +D+0.60W+H 2.820 -0.405 +D+0.750Lr+0.750L+0.450W+H 5.712 -1.257 +D+0.750L+0.750S+0.450W+H 5.712 -1.257 +0.60D+0.60W+0.60H 1.692 -0.243 +D+0.70E+0.60H 2.820 -0.405 Support notation : Far left is #1 Values in KIPS Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . j Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B55 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750L+0.750S+0.5250E+H 5.712 -1.257 +0.60D+0.70E+H 1.692 -0.243 D Only 2.820 -0.405 Lr Only L Only 3.856 -1.136 S Only W Only E Only H Only Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B57 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing: Beam bracing is defined as a set spacing over all spans Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.030, L = 0.060 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.027: 1 Maximum Shear Stress Ratio = W18x35 Section used for this span 3.240 k-ft Va : Applied 119.461 k-ft Vn/Omega : Allowable +D+L+H Load Combination 3.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.001 in Ratio = 50268 >=180 -0.000 in Ratio = <180 Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.922 0.230 +D+H 1.536 0.384 +D+L+H 4.608 1.152 +D+Lr+H 1.536 0.384 +D+S+H 1.536 0.384 +D+0.750Lr+0.750L+H 3.840 0.960 +D+0.750L+0.750S+H 3.840 0.960 +D+0.60W+H 1.536 0.384 +D+0.750Lr+0.750L+0.450W+H 3.840 0.960 +D+0.750L+0.750S+0.450W+H 3.840 0.960 +0.60D+0.60W+0.60H 0.922 0.230 +D+0.70E+0.60H 1.536 0.384 +D+0.750L+0.750S+0.5250E+H 3.840 0.960 +0.60D+0.70E+H 0.922 0.230 D Only 1.536 0.384 Lr Only L Only 3.072 0.768 S Only Support notation : Far left is #1 Values in KIPS 0.032 W 18x35 2.448 k 76.464 k +D+L+H 3.000 ft Span # 1 Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B57 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 E Only H Only g5b 5'1 y tuns, T S + Lit w 5.25� p L, ((0 pJ �trn0"1 - t C) Ib (!t�%) Pf- r wood v ioY �F- 5, �Ittil[�w► D & w� = z ((od psf + 90 e'i) -A- z (IU'15��f } 25pSf j t) L Vo•�vhls)- = o. ►an nT - 0 - Z;r 2I1005) ?ty tntfymc.) 16 n 35 � s ad c vatic D L W" } 550 t� 1 CO "/ 12- 3�C� of 413 P�f o � ,r kd` Vvv,vx = 3�1�3�h (°I�°lob M04ibr21'�0111br2-1Y� .b D `- D L r. r F1 q- Pt( wo0clwot t� 3�x �Z lulam,5 a&rnval, CMDescription By GPDate �✓e ki ``' Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 Ht("ens (Zt 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks Mar. 19, 2020 16:29 B58 -,(rWAREFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type jDi,trib.ti..j1P.t-j Location [ft] Magnitude Unit I,, Start End Start End d Dead Full Area 60.00 (2.62') psf 1 1Live Full Area 90.00 (2.63') p:e Self-wei ht Dead Full UDL &. `, if Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.353' Unfactored: Dead Live 857 599 857 599 Factored: Total 1901 1401 Bearing: Capacity Beam 1401 1901 Support 1411 1991 Bea ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 42 Length 0.12 0.62 Min req'd 0.62 0.62 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc 625 625 B58 Glulam-Unbal., West Species, 24F-1.8E INS, 3-1/2"x10.1/2" 7 laminations, 3-1/2" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.35'; Clear span: 10.25`, volume = 2.6 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis s Value Design Value Unit Anal sis/Desi n Shear £v =97 265 psi fv/Fv' = 0.18 Bending(l) fb = 670 Fb' = 2305 psi fb/Fb' = 0.29 Live De£1'n 0.04 = <L/999 0.39 = L/360 0.13 Total Defl'n 0.15 = L/838 0.52 = L/290in 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn"Cvr LC# Fv' 265 1.10 1.10 1.10 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.960 1.000 1.Do 1.Do 1.Do 1.00 - 2 Fcp' "0 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 1399, V design = 1150 lbs Bending(+): LC #2 = D+L, M = 3590 Its-£t Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake A LC's are listed in the Analysis Output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: El = 60"06 lb-in2 "Live" deflection = Deflection from all n n-dead loads (live, wind, s new Total Deflection = 1.50(Dead Load Deflection) + Live to nefleOfion. Lateral stability(+): (Dead = 10.31' Le = 19.99' RB = 14.1 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B59 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 0.670 ft D(O 0(21QL0%145) D(0.85)iL(0.54) a W 18x35 Span = 16.750 ft )plied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.060, L = 0.040 ksf, Tributary Width = 10.50 ft Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 12.0 ft 36.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Varying Uniform Load : D= 0.0->0.060, L= 0.0->0.040 ksf, Extent = 0.0 - > 16.750 ft, Trib Width = 3.625 ft Point Load : D = 0.850, L = 0.540 k @ 11.580 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions 0.488: 1 Maximum Shear Stress Ratio = W18x35 Section used for this span 58.289 k-ft Va : Applied 119.461 k-ft Vn/Omega : Allowable +D+0.750L+0.750S+H Load Combination 8.758ft Location of maximum on span Span # 1 Span # where maximum occurs 0.064 in Ratio = 3,127 >=360 0.000 in Ratio = 0 <360 0.200 in Ratio = 1005 >=180 0.000 in Ratio = 0 <180 Load Combination Support 1 Support 2 Overall MINimum 2.513 2.513 +D+H 8.097 9.030 +D+L+H 12.186 13.730 +D+Lr+H 8.097 9.030 +D+S+H 10.610 11.542 +D+0.750Lr+0.750L+H 11.164 12.555 +D+0.750L+0.750S+H 13.048 14.439 +D+0.60W+H 8.097 9.030 +D+0.750Lr+0.750L+0.450W+H 11.164 12.555 +D+0.750L+0.750S+0.450W+H 13.048 14.439 +0.60D+0.60W+0.60H 4.858 5.418 7P-,inn C 0.189 : 1 W 18x35 14.439 k 76.464 k +D+0.750L+0.750S+H 16.750 ft Span # 1 Support notation : Far left is #1 Values in KIPS Steel Beam File= R:1_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . DESCRIPTION: B59 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.70E+0.60H 8.097 9.030 +D+0.750L+0.750S+0.5250E+H 13.048 14.439 +0.60D+0.70E+H 4.858 5.418 D Only 8.097 9.030 Lr Only L Only 4.089 4.700 S Only 2.513 2.513 W Only E Only H Only COMPANY PROJECT WoodWorks Mar. 19, 2020 16:30 B60 -,(rWAREFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End d Dead Full UDL 360.0 plf 1 Live Full UDL 913.0 plf Self-wei ht Dead Full UDL &.6 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.331' Unfactored: Dead Live 1904 2134 1904 2134 Factored: Total Bearing: 4037 4037 Capacity Beam 4037 4037 Support 9398 4348 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #2 #2 Length 1.99 1.99 .in req'd 1.99 1.99 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fc su 625 625 B60 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/8"x12" 8 laminations, 3-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.33'; Clear span: 10'; volume = 2.7 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Anal s s value Desi n Value Unit Anal sis/Desi n Shear fv = 125 Fv' = 265 psi fv Fv' Bending(+) fb = 1616 Fb' = 2214 psi fb/Fb' Live Defl'n 0. 12 = L/995 0.39 = L/360 0.36 Total Dell 0.29 = L/925 0.51 = L/290 in0.56 Additional Data: FACTORS: F/e(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Pv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.923 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 - - - - 1.00 - - - e' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0'85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, v max = 3973, V design = 3127 Its Bending(+): LC #2 = D+L, M = 10097 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow w=wind 1=impact L-roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 810eO6 lb-in2 "Live" de£led ti on = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dend Load Deflection) + Live Load Deflection. Lateral stability(+); Lu = 10.19' Le = 19.56' RB = 17.0 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Steel Column File=R:1_2020Projects\20069.10HitchensResidence\_Structural\Engineering\Gravity\HitchensRes.ec6. Software copyright ENERCALC, INC. 1983-2020, BUIId:12.20.1.31 . DESCRIPTION: C50 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name: Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Applied Loads W6x25 Allowable Strength 36.0 ksi 29,000.0 ksi Column self weight included : 225.0 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D=11.090, L = 9.210, S = 4.920 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn / Omega: Allowable Ma-x : Applied Mn-x/ Omega: Allowable Ma-y : Applied Mn-y/ Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega: Allowable Steel Section P Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 Its Ycg ties : W6x25 = 6.380 in = 0.320 in = 6.080 in = 0.455 in = 7.340 inA2 = 25.000 plf = 0.705 in = 0.563 in 1.740 in = 0.000 in Overall Column Height 9 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis =10 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. 0.1806 : 1 +D+0.750L+0.750S+H 0.0 ft 21.913 k 121.299 k 0.0 k-ft 32.619 k-ft 0.0 k-ft 15.377 k-ft 0.0 0.0 0.0 ft 0.0 k 0.0 k Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections ... Along Y-Y 0.0 in at 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : I xx = 53.40 inA4 S xx = 16.70 inA3 R xx = 2.700 in Zx = 18.900 inA3 lyy = 17.100 inA4 S yy = 5.610 inA3 R yy = 1.520 in Zy = 8.560 inA3 J = Cw = Wno = Sw = Qf = Qw = 0.461 inA4 150.00 inA6 9.010 inA2 6.230 inA4 3.880inA3 9.390 inA3 Steel Column File =R:1_2020Projects\20069.10HitchensResidence\_Structural\Engineering\Gravity\HitchensRes.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . i.ii DESCRIPTION: C50 Sketches 00c Ci co +Y +X 25.220k 25.22Gk Steel Column File = R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Gravity\Hitchens Res.ec6 . I Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.1.31 . 0.0i DESCRIPTION: C51 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5xl/4 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 9 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 140.580 Ibs' Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 11.490, L = 4.840, S = 8.660 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2768 : 1 Maximum Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 21.756 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 78.607 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 13.671 k-ft Along Y-Y 0.0 in at 0.0 ft above base for load combination Ma-y : Applied 0.0 k-ft Mn-y / Omega: Allowable 13.671 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Steel Section Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 inA4 1 = 25.800 in14 Design Thick = 0.233 in S xx = 6.41 inA3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 1 yy = 16.000 inA4 C = 10.500 inA3 Weight = 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg = 0.000 in Steel Column File =R:1_2020Projects\20069.10HitchensResidence\_Structural\Engineering\Gravity\HitchensRes.ec6. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . i.ii DESCRIPTION: C51 Sketches 'oc 0 L6 +y I 5.00in +X F �LJ x- ,� L- vj r- �3U Qs t sf0 v"i I�t-r For 1-c � 00 1 z T 11 l 1 O 's Q l (n 6 c aY-e- Ck do uu w 15�'`1 �� 11�/��" TJ 1 2'�� s Q 1�, o L - AYt At�tc��c.t-ram -- -�vo b L „ w30 psj +- to?J pt� w006v Ov., l3/4 x I\"/b P5L Gz \U" uc. c�+c A6Pgyct1-c w = (coo NSF } A PeY wo ocw�ov �5� '� gn12-1-1F# l Oc av GM Description _ By Date 0 U � �' ZO Checked Date ENGINEERING 250 4th Ave. South Scale Sheet No. Suite 200 project VA 1 t e Job No. Edmonds, WA 98020 425.778.8500 2v0(�`� , p www.cgengineering.com aFORTE'CM Level, FJ1 1 piece(s) 9 1/2" THO 110 @ 16" OC PASSED All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 373 @ 3 1/2" 910 (1.75") Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 373 @ 3 1/2" 1220 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 747 @ 4' 3 1/2" 2500 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.037 @ 4' 3 1/2" 0.200 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.064 @ 4' 3 1/2" 0.400 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 58 40 Passed • Deflection criteria: ILL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 10" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 19/32" Panel (20" Span Rating) that is nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on steel 3.50" Hanger' 1.75" / - z 172 229 401 See note ' 2 - Hanger on steel 3.50" Hanger' 1.75" / z 172 229 401 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger ITS1.81/9.5 2.00" 4-PDPAT-62KP N/A 4-10dx1.5 2 - Top Mount Hanger ITS1.81/9.5 2.00" 4-PDPAT-62KP N/A 4-10dx1.5 Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 8' 7" 16" 30.0 40.0 Default Load Member Notes F31 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 Michaela Burr CG Engineering (425) 778-8500 michaelab@cgengineering.com 3/19/2020 6:25:46 PM UTC ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 Weyerhaeuser File Name: Hitchens Res Page 1 / 1 aFORTE'CM Level, Floor: Joist 1 piece(s) 11 7/8" THO 230 @ 12" OC PASSED All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 551 @ 3 1/2" 1060 (1.75") Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 551 @ 3 1/2" 1655 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2171 @ 8' 2" 4215 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.168 @ 8' 2" 0.394 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.294 @ 8'2" 0.788 Passed (L/642) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 47 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 10" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 9" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 19/32" Panel (20" Span Rating) that is nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on steel 3.50" Hanger' 1.75" / - z 245 327 572 See note 2 - Hanger on steel 3.50" Hanger' 1.75" / z 245 327 572 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger ITS2.37/11.88 2.00" 4-PDPAT-62KP N/A 4-10dx1.5 2 - Top Mount Hanger ITS2.37/11.88 2.00" 4-PDPAT-62KP N/A 4-10dx1.5 Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 164" 12" 30.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Michaela Burr CG Engineering (425) 778-8500 michaelab@cgengineering.com 3/19/2020 6:32:52 PM UTC ForteWEB v2.4, Engine: V8.0.1.4, Data: V7.3.2.0 Weyerhaeuser File Name: Hitchens Res Page 1 / 1 COMPANY PROJECT WoodWorks Mar. 19, 2020 16:31 FJ4 -,(rWAREFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit I,rn Start end Start End d Dead Full Area No 30.00(16.0) psf 1 Live Full Area Yes 90.00 (16.0") psf Self-wei ht Dead Full UDL No 6.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15.106' 4.032' Unfactored: Dead Live 479 549 224 296 Factored: Total 1028 519 Bearing: Capacity Joist 1508 656 Support 1 02 8 664 Des ratio Joist 0.68 0.79 Support 1.00 0.78 Load comb #2 44 Length 0.77 0.50* Min req'd 0.77** 0.50* Cb 1.48 1.00 Cb min 1.48 1.00 Cb support 1.21 1.21 Fc 625 625 'Minimum bearing length setting used: 112" for end supports *Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. FJ4 PSL, PSL, 2.2E, 1-3/4"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16" c/c; Total length: 15.11`, Clear span: 4% 11'; volume = 2.2 cu.tt. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WARNING: Member length exceeds typical stock length of 0.0 [ft] Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n She fv = 38 Fv' = 290 psi fv/Fv' = 0.13 Bending(+) fb = 391 Fb' = 3016 psi fb/Fb' = 0.13 sending(n-) to = 237 Fb' = 1485 psi fb/Fb' = 0.16 Deflectio: 0.03 = <L/999 0.37 = L/360 11 0.09 interior Live Total 0.06 = <L/999 0.55 = L/240 1. 0.11 Cantil. Live -0.09 = <L/999 0.27 = L/180 0.19 Total -0.06 = L/874 0.40 = L/120 0.14 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1'00 1.0 on 1.00 - 1.04 1.00 - - 4 Fb'- 2900 1.00 - 1.00 0.493 1.00 - 1.04 1.00 - - 2 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 4 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 625, V design = 523 lbs Bending(+): LC #4 = D+L (pattern: L), M = 1341 !be _ft Bending(-): LC #2 = D+L, M = 812 lbs-ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis Output Load Patterns: s=S/2, X=L+S or L+Lr, no pattern load in this span _= Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 537eO6 lb-in2 "Live" de£lecti on = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Desd Load Deflection) + Live Load Deflection. Lateral stability(-): Lu = 11.06' Le = 18.88' Re = 29.6; Lu based On full span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. COMPANY PROJECT WoodWorks Mar. 19, 2020 16:32 FJ5 - Garage SOFTWARE FOR WOOD DESIGN 9 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Dead Dead Full Area 60.00(16.0) psf Live Live Full Area 40.00 (16.0") s£ Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.188, E Unfactored• Dead Live 448 298 448 298 Factored: Total 746 746 Bearing: Capacity Joist 746 746 Support 1274 1274 Des ratio Joist 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.53 0.53 Min req'd 0.53 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc sup 625 1 625 FJ5 - Garage Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 11.19` Clear span: 11.1 `, volume = 2.5 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 150 psi fv/Fv' = 0.20 Bending(+) fb = 498 Fb' = 1173 psi fb/Fb' = 0.42 Live Defl'n 0.06 = <L/999 0.37 = L/360 in 0.17 Total Defl'n 0.20 = L/667 0.56 = L/240 in 0.36 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 743, V design = 637 lbs Bending(+): LC #2 = D+L, M = 2070 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 300eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PLv �ooc�w oY �-5, oC 1 Description By Date e 1� � t- M 3 J 1� za ENGINEERING Checked Date - Scale Sheet No. 250 4th Ave. South N Suite 200 Project Job No. Edmonds, WA 98020 �1 �tC ht r� Rt5 425.778.8500 www.cgengineering.com W 0 (On , 1 0 COMPANY PROJECT WoodWorks SOFTWARE FOR WOOD DESIGN Mar. 19, 202016:32 DJ1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads Load T-_-,e Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End d -_-.. Full Area 30.00(16.0") psf 1 - Full Area 60.00(16.0") psf Self -weight - - Full UDL 3.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.138' Unfacto red: Dead Live 177 326 177 326 Factored: Total 502 502 Bearing: Capacity Joist 502 502 Support 969 969 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.83 0.83 Min req'd 0.83 0.83 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fc sup 625 1 625 DJ1 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 8.14` Clear span: 8.0` volume = 1.0 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 34 Fv' = 150 psi fv/Fv' = 0.22 Bending(+) fb = 381 Fb' = 977 psi fb/Fb' = 0.39 Live Defl'n 0.03 = <L/999 0.27 = L/360 in 0.12 Total Defl'n 0.06 = <L/999 0.40 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 498, V design = 378 lbs Bending(+): LC #2 = D+L, M = 1005 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 231e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Gravity - Footing Design Summary Conc. Density = 145 pcf f c = 2500 psi Allowable Bearing Pressure = 2000 psf *Notes: 1. Load was assumed to act on a 4"x4" square column 2. No geotechnical report was provided at the time of this design Description By RMK Date 3/23/20 Checked Date Footing Design ENGINEERING scale sheet No. 250 4th Ave South Project Job No. Suite 200 Hitchens Residence 20069.10 Edmonds, WA 98020 Footing Summary Bearing Ratio Shear Ratio Shear Ratio Mark Footing Size P. Bearing (ft) (kips or klf) (psf) (two way) (one way) 1'-4"x 0'-10"DEEP FIC 2.75 1954 97.71% - - x CONT 2'-0"x 2'-0" F2 7.5 1996 99.79% 17.95% 10.42% x 0'-10"DEEP 2'-0"x 0'-10" F2C 3.75 1996 99.79% - - DEEP x CONT 3'-0"x 3'-0" F3 16.5 1954 97.68% 45.79% 30.87% x '-10"DEEP 3'-0"x 0'-10" F3C 5.50 1954 97.71% - - DEEP x CONT 4'-0"x 4'-0" F4 29 1933 96.64% 84.08% 50.77% x 0'-10"DEEP 5'-0"x 5'-0" FS 44.5 1925 96.25'% 84.58% 48.71 %, x 1-0"DEEP 1. Adjust Pn until 'Bearing Actual' on page 2 is acceptable. 2. Verify that Bearing Ratio and Shear Ratio is less than 100%. 3. Adjust footing size until Bearing Ratio is acceptable. 4. Adjust depth of footing until Shear Ratio is acceptable. 20`0 AUGERCM T PILE, EMBEDDED PER GEOTECH REP(MT, TYP C-J 9 L 1 I L i I \H6*' SUB ON GRADE PER I STRUCTUML NOTES tl JI 5 I 1'-0'•21'DHP6RAOE I / BEAM "MN Ir/ BARS, TOP& TOPS SOT 1 1 � / �-. I I I 1 I DEEP GRADE (3( M CONT P & BOT TYP 1 I I ® 1 �WI -- 70"O AUGERCAST PILE, lT EMBEDDED PER GEOTECH REPORT, TYP 7: &(qL- , I I I 1 1 1 1 1 lu 9 8 4. I I i i I I 1® I I I 1 1 I I 1 I 1 j I i m I ------------ I 1 I I 1 1 1 / L G // 1 � AI I I I® 1Go rL C� / SSh �, -__- I � --i I I Y H O ' B I I I J I ®-- JJA I 1 11 1 I L_J I I I I I I r___________T E_ SUB DN GRADE STRUCTURALNOTES R \\ 1 I i 1 1 'PJ• \sD \\ I (i 7 I I STRURURAL NOTES \ I 1 I I I I I I 1 1 \ \ I I I I 1 \ I I J \ \\ I I \ 1 I \ 1 \ S ---------------- \ i m P:' 'q•K L C-I ;ol O 99 1 All / Lr C p'v (-\/- - -b/i2tt-ri /DAi , <- 14 = a f-- r z 0 T-5 ':�- Q —E j, T75- Description ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com I *'r-'rL N tz' 0 h� �1 ln�DiL-S ✓ C �'Q �i� = Zr '�Z 3 o y-►�e�-fo �, CmA►�-ems I By Date ,z 'U Checked Date Scale Sheet No. Job No. 2C'°rg s�,� l Lr �/") Rrcr7 S Atb.i G c---e-A 6,- a, -A, LDS A _ 2 . > Description BY I A A h Date ""l o 7 ENGINEERING V S "J Checked Date 250 4th Ave. South Scale Sheet No. Suite 200 Edmonds, WA 98020 Project f 'TC �( AJ Job No. 425.778.8500 1 www.cgengineering.com 2OQ6 q, Ifl � /�N(� �v�Iiir7 N i '�" ! /Z �ztL f Z- f 9,�s .. (-�' t` (L 4,= 6 ) r Description By Date ENGINEERING Checked Date Scale Sheet No, 250 4th Ave. South Suite 200 Edmonds, WA 98020 project Job No. 425.778.8500 www.cgengineering.com Design Loads on Foundation Moment at Top of Footing 0 Ft-lbs Shear at Top of Footing 10800 Lbs Soil Data Net Passive Soil Pressure 200 PCF (Triangular) including a 1.5 safety factor Passive acts over 2 Shaft Diameters Shaft Data Diameter of Drilled Shaft 1 FEET Analysis and Design Method 1: (Conventional Method) 1. Guess d to the nearest foot. 2. Increment moment arm to get SUM F approximately equal to 0. 3. Iterate until SUM M and SUM F are less than or equal to 0. Embedment depth d 18 FEET Moment Arm Z 7 FEET SUM F = -3.6 KIPS F <= 0 SUM M = -12 K-FT M <= 0 Ppnet = Pp 1 Pp2 Ysubl Ysub2 Ysub3 Ysub4 Ysub5 Ysub6� Ysub7 Method 2 (Simplified Method) 1. Guess d to the nearest foot. 2. Iterate until SUM M <= 0.0. Embedment Depth d 16 FEET SUM Ma =-14.0247 M < 0.0 INTERMEDIATE CALCULATIONS: -400 Fsub1 = 10,800.00 _ Fsub2 = -24,200.00 _4400 Fsub3 = -5,841.38 7200 Fs44 = 15,641.38 Msub1 -7.33333 Msub2 _0.00 177,466.67 _ 11.8851 Msub3 69,425.13 -16.5517 Msub4 -258,891.80 SumM_ -12,000.00 -11 _ -13.6552 -7.34847 Depth to Max M Foundation Analysis By: Hitchens Residence cl; CG Engineering 250 4th Ave S, Suite 200, Edmonds, WA 98020 Depth to Max Moment Max shaft Moment Mu = RMK 7.35 Ft 52.91 K-Ft 89.95 K-Ft 3/24/2020 No. 20069.1 PP,,E = P , SkAn OIAMWT -` "0") Mvt:TtP.yp— (Past-nvE) d a �' I V a iR7s, f1v�) PP, = = p Y., 2 Y = 3 YS An�) Y� _ PPt cQ fys ��� v , Y3 3 Yc' — 3 d !V�) G'r _ _ DEP�ftf -lb, lftA-X. I�oM�,1r 0 Lescnj ENGINEERING 250 4th Ave. South Project Suite 200 Va.,10POL�- Fov�ao e-oAQ DlA&4AW1 Scale Job No. Date Sheet No. Edmonds, WA98020 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Beam DESCRIPTION: Foundation Beam CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed: 20 MAR 2020, 4:28PM File = R:1_2020 Pro ects120069.10 Hitchens Residencel_StructurallEngineeringlGravity\Hitchens Res.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 2.50 ksi Phi Values ' Flexure: 0.90 - fr = fc 7.50 = 375.0 psi Shear: 0.750 tV Density = 145.0 pcf 01 = 0.850 k LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 I Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 24.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span 244 at 2.0 in from Top, from 0.0 to 10.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.01650, S = 0.0250 ksf, Tributary Width = 6.50 ft Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Maximum BendingStress Ratio :1--- - --- = 0.412 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection Mu : Applied 16.359 k-ft Max Upward Transient Deflection MnPhi: Allowable 39.706 k-ft Max Downward Total Deflection Location of maximum on span 4.991 ft Max Upward Total Deflection Span # where maximum occurs Span # 1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum - 5.246 -5.246 -- - -- Overall MINimum 0.800 0.800 +D+H 4.036 4.036 +D+L+H 4.836 4.836 +D+Lr+H 4.036 4.036 +D+S+H 4.849 4.849 +D+0.750Lr+0.750L+H 4.636 4.636 +D+0.750L+0.750S+H 5.246 5.246 +D+0.60W+H 4.036 4.036 +D+0.70E+H 4.036 4.036 +D+0.750Lr+0.750L+0.450W+H 4.636 4.636 +D+0.750L+0.750S+0.450W+H 5.246 5.246 Design C 0.000 in Ratio = 0 <360.6 0.000 in Ratio = 0 <360.0 0.003 in Ratio = 43894 >=180 0.000 in Ratio = 0 <180.0 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Beam DESCRIPTION: Foundation Beam Project Title: Engineer: Project ID: Project Descr: Printed: 20 MAR 2020, 4:28PM Fie = R:1_2020 Projects120069.10 Hitchens Residences_StructuraltEngineering\GravityWitchens Res ec6 Software copyright ENERCALC, INC. 1983 2019, Build 1219 8 31 . Vertical Reactions Support notation : Far left is #1 wau wmumauon Support 1 Support 2 +D+0.750L+0.750S+0.525QE+H - - - 5.246 __- 5246 ---- _-- +0.60D+0.60W+0.60H 2.422 2.422 +0.60D+0.70E+0.60H 2.422 2.422 D Only 4.036 4.036 Lr Only L Only 0.800 0.800 S Only 0.813 0.812 W Only E Only H Only Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc12, Req'd Vs =Not Reqd 11.5.6.1, use #3 stirrups spaced at 0.000 in Overall Maximum Deflections Load Combination Span - - -_-_--0.0027 Max. "-"Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+0.750L+0.750S+0.5250E+H 1 - 0.0000 0.000 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 1 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 10' Cantilevered Retaining Wall This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Criteria Retained Height = 8.60 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 330.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 2.31 OK Slab Resists All Sliding ! Total Bearing Load = 5,608 Ibs ...resultant ecc. = 10.81 in Soil Pressure @ Toe = 1,777 psf OK Soil Pressure @ Heel = 92 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,488 psf ACI Factored @ Heel = 129 psf Footing Shear @ Toe = 26.0 psi OK Footing Shear @ Heel = 17.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,359.3 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2018,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 76.800 Total Seismic Force = 737.280 Stem Construction J Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf= Short Term Factor = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 12.00 # 5 10.00 Edge 0.595 3,027.2 9,624.7 16,135.4 24.8 67.1 10.19 150.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = 2,000.0 Fy psi = 60,000.0 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 2 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 10' Cantilevered Retaining Wall This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2167 in2/ft (4/3)' As : 0.289 in2/ft Min Stem T&S Reinf Area 2.477 in2 200bd/fy : 200(12)(10.1875)/60000 : 0.4075 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.289 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.372 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.1041 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Data Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.00 Factored Pressure = 2,488 129 psf Total Footing Width = 6.00 Mu': Upward = 53,416 28,211 ft-# Footing Thickness = 12.00 in Mu': Downward = 4,320 71,021 ft-# Mu: Design = 2,257 30 ft-# Key Width = 0.00 in Actual 1-Way Shear = 26.01 17.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.92 ft Toe Reinforcing = # 5 @ 10.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi"5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.56 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 3 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 10' Cantilevered Retaining Wall This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,843.2 3.20 516.1 4.80 5,898.2 2,477.3 Total = 2,359.3 O.T.M. = 8,375.5 Resisting/Overturning Ratio = 2.31 Vertical Loads used for Soil Pressure = 5,608.0 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) 2,838.0 4.50 12,771.0 Soil Over HL (bel. water tbl) 4.50 12,771.0 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 580.0 2.50 625.0 " Axial Live Load on Stem = 330.0 2.50 825.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,290.0 2.50 3,225.0 Earth @ Stem Transitions = Footing Weight = 900.0 3.00 2,700.0 Key Weight = 1.92 Vert. Component = Total = 5,278.0 Ibs R.M.= 19,321.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 1 to set these five lines of information Dsgnr: Project Designer... Date: 2 MAR 2020 for your program. Description.... 10' Cantilevered Retaining Wall This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Criteria Retained Height = 8.60 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 330.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 2.31 OK Slab Resists All Sliding ! Total Bearing Load = 5,608 Ibs ...resultant ecc. = 10.81 in Soil Pressure @ Toe = 1,777 psf OK Soil Pressure @ Heel = 92 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,488 psf ACI Factored @ Heel = 129 psf Footing Shear @ Toe = 26.0 psi OK Footing Shear @ Heel = 17.5 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,359.3 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2018,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 76.800 Total Seismic Force = 737.280 Stem Construction J Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf= Short Term Factor = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 12.00 # 7 18.00 Edge 0.595 3,027.2 9,624.7 16,150.5 26.4 67.1 9.56 150.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = 2,000.0 Fy psi = 60,000.0 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 2 to set these five lines of information Dsgnr: Project Designer... Date: 2 MAR 2020 for your program. Description.... 10' Cantilevered Retaining Wall This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2314 in2/ft (4/3)' As : 0.3085 in2/ft Min Stem T&S Reinf Area 2.477 in2 200bd/fy : 200(12)(9.5625)/60000 : 0.3825 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.3085 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.4 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.0363 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Data -J Footing Design Results I Toe Width = 2.00 ft Toe Heel Heel Width = 4.00 Factored Pressure = 2,488 129 psf Total Footing Width = 6.00 Mu': Upward = 53,416 28,211 ft-# Footing Thickness = 12.00 in Mu': Downward = 4,320 71,021 ft-# Mu: Design = 2,257 30 ft-# Key Width = 24.00 in Actual 1-Way Shear = 26.01 17.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.92 ft Toe Reinforcing = # 7 @ 18.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 8 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi"5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.56 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 3 to set these five lines of information Dsgnr: Project Designer... Date: 2 MAR 2020 for your program. Description.... 10' Cantilevered Retaining Wall This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,843.2 3.20 516.1 4.80 5,898.2 2,477.3 Total = 2,359.3 O.T.M. = 8,375.5 Resisting/Overturning Ratio = 2.31 Vertical Loads used for Soil Pressure = 5,608.0 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) 2,838.0 4.50 12,771.0 Soil Over HL (bel. water tbl) 4.50 12,771.0 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 580.0 2.50 625.0 " Axial Live Load on Stem = 330.0 2.50 825.0 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,290.0 2.50 3,225.0 Earth @ Stem Transitions = Footing Weight = 900.0 3.00 2,700.0 Key Weight = 2.92 Vert. Component = Total = 5,278.0 Ibs R.M.= 19,321.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 1 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 8' WALL RMK This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Criteria Retained Height = 8.60 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 330.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.68 OK Slab Resists All Sliding ! Total Bearing Load = 4,458 Ibs ...resultant ecc. = 7.29 in Soil Pressure @ Toe = 1,503 psf OK Soil Pressure @ Heel = 158 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,104 psf ACI Factored @ Heel = 221 psf Footing Shear @ Toe = 30.8 psi OK Footing Shear @ Heel = 30.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,278.1 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 75.467 Total Seismic Force = 711.902 Stem Construction J Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 9.00 Edge 0.922 3,015.7 9,575.4 10,374.8 40.6 67.1 6.19 Wall Weight psf = 100.0 Load Factors Short Term Factor = Building Code IBC 2018,AC1 Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi = 2,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 2 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 8' WALL RMK This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3626 in2/ft (4/3)' As : 0.4834 in2/ft Min Stem T&S Reinf Area 1.651 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.3626 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6706 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data -J Footing Design Results ■ Toe Width = 2.00 ft Toe Heel Heel Width = 2.50 Factored Pressure = 2,104 221 psf Total Footing Width = 4.50 Mu': Upward = 43,802 9,616 ft-# Footing Thickness = 10.00 in Mu': Downward = 3,600 51,299 ft-# Mu: Design = 2,025 2,321 ft-# Key Width = 0.00 in Actual 1-Way Shear = 30.83 30.79 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.92 ft Toe Reinforcing = # 5 @ 9.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 11.10 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.10 in, #5@ 17.21 in, #6@ 24.43 in, #7@ 33.32 in, #8@ 43.88 in, #9@ 5 Heel: #4@ 11.10 in, #5@ 17.21 in, #6@ 24.43 in, #7@ 33.32 in, #8@ 43.88 in, #9@ 5 Key: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.22 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 3 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 8' WALL RMK This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 1,779.8 3.14 5,596.3 Soil Over HL (ab. water tbl) 1,734.3 3.58 6,214.7 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.58 6,214.7 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 580.0 2.33 583.3 Added Lateral Load = " Axial Live Load on Stem = 330.0 2.33 770.0 Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 498.3 4.72 2,350.5 Surcharge Over Toe = = Stem Weight(s) = 860.0 2.33 2,006.7 Earth @ Stem Transitions = Total = 2,278.1 O.T.M. = 7,946.8 Footing Weight = 562.5 2.25 1,265.6 Key Weight = 1.92 Resisting/Overturning Ratio = 1.68 Vert. Component = 721.1 4.50 3,244.7 Vertical Loads used for Soil Pressure = 4,457.9 Ibs Total = 4,127.9 Ibs R.M.= 13,315.0 * Axial live load NOT included in total displayed, or used for overturning If seismic is included, the OTM and sliding ratios resistance, but is included for soil pressure calculation. be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 1 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 8' WALL RMK This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Criteria Retained Height = 8.60 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 330.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.80 OK Slab Resists All Sliding ! Total Bearing Load = 4,640 Ibs ...resultant ecc. = 6.29 in Soil Pressure @ Toe = 1,405 psf OK Soil Pressure @ Heel = 274 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,966 psf ACI Factored @ Heel = 383 psf Footing Shear @ Toe = 29.3 psi OK Footing Shear @ Heel = 29.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,278.1 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 75.467 Total Seismic Force = 711.902 Stem Construction J Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 9.00 Edge 0.922 3,015.7 9,575.4 10,374.8 40.6 67.1 6.19 Wall Weight psf = 100.0 Load Factors Short Term Factor = Building Code IBC 2018,AC1 Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi = 2,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 2 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 8' WALL RMK This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3626 in2/ft (4/3)' As : 0.4834 in2/ft Min Stem T&S Reinf Area 1.651 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.3626 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6706 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data -J Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 2.67 Factored Pressure = 1,966 383 psf Total Footing Width = 4.67 Mu': Upward = 41,769 14,681 ft-# Footing Thickness = 10.00 in Mu': Downward = 3,600 58,682 ft-# Mu: Design = 2,050 2,533 ft-# Key Width = 0.00 in Actual 1-Way Shear = 29.34 29.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 1.92 ft Toe Reinforcing = # 5 @ 9.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 11.10 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 3.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.10 in, #5@ 17.21 in, #6@ 24.43 in, #7@ 33.32 in, #8@ 43.88 in, #9@ 5 Heel: #4@ 11.10 in, #5@ 17.21 in, #6@ 24.43 in, #7@ 33.32 in, #8@ 43.88 in, #9@ 5 Key: No key defined Min footing T&S reinf Area 1.01 in2 Min footing T&S reinf Area per foot 0.22 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title Hitchens Residence Page: 3 to set these five lines of information Dsgnr: Larry Taicz Date: 2 MAR 2020 for your program. Description.... 8' WALL RMK This Wall in File: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Retaining W RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: CG ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 1,779.8 3.14 5,596.3 Soil Over HL (ab. water tbl) 1,895.2 3.67 6,952.1 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.67 6,952.1 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 580.0 2.33 583.3 Added Lateral Load = " Axial Live Load on Stem = 330.0 2.33 770.0 Load @ Stem Above Soil = Soil Over Toe = Seismic Earth Load = 498.3 4.72 2,350.5 Surcharge Over Toe = = Stem Weight(s) = 860.0 2.33 2,006.7 Earth @ Stem Transitions = Total = 2,278.1 O.T.M. = 7,946.8 Footing Weight = 583.8 2.34 1,363.1 Key Weight = 1.92 Resisting/Overturning Ratio = 1.80 Vert. Component = 721.1 4.67 3,367.3 Vertical Loads used for Soil Pressure = 4,640.0 Ibs Total = 4,310.0 Ibs R.M.= 14,272.4 * Axial live load NOT included in total displayed, or used for overturning If seismic is included, the OTM and sliding ratios resistance, but is included for soil pressure calculation. be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title 4' high wall Page: 1 to set these five lines of information Dsgnr: Date: 15 APR 2020 for your program. Description.... This Wall in File: r:\_2020 projects\20069.10 hitchens residence\_structural\engineering\retaining w RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Criteria Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 32.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 300.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 5.33 OK Sliding = 1.73 OK Total Bearing Load = 1,678 Ibs ...resultant ecc. = 2.49 in Soil Pressure @ Toe = 650 psf OK Soil Pressure @ Heel = 309 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 909 psf ACI Factored @ Heel = 433 psf Footing Shear @ Toe = 8.7 psi OK Footing Shear @ Heel = 1.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 373.8 Ibs less 100% Passive Force = - 97.2 Ibs less 100% Friction Force = - 551.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data - fb/FB + fa/Fa = 0.219 Total Force @ Section Service Level Ibs = Strength Level Ibs = 409.6 Moment.... Actual Service Level ft-# = Strength Level ft-# = 546.1 Moment..... Allowable = 2,487.6 Shear..... Actual Service Level psi = Strength Level psi = 11.4 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 3.00 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 75.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = 2,500.0 Fy psi = 60,000.0 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title 4' high wall Page: 2 to set these five lines of information Dsgnr: Date: 15 APR 2020 for your program. Description.... This Wall in File: r:\_2020 projects\20069.10 hitchens residence\_structural\engineering\retaining w RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0453 in2/ft (4/3)' As : 0.0604 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.2 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Data Footing Design Results ■ Toe Width = 2.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 909 433 psf Total Footing Width = 3.50 Mu': Upward = 19,647 2,868 ft-# Footing Thickness = 10.00 in Mu': Downward = 5,184 4,068 ft-# Mu: Design = 910 4 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.69 1.85 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi"5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.76 in2 Min footing T&S reinf Area per foot 0.22 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title 4' high wall Page: 3 to set these five lines of information Dsgnr: Date: 15 APR 2020 for your program. Description.... This Wall in File: r:\_2020 projects\20069.10 hitchens residence\_structural\engineering\retaining w RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 373.8 1.61 Total = 373.8 O.T.M. = Resisting/Overturning Ratio = 5.33 Vertical Loads used for Soil Pressure = 1,677.5 Ibs 602.2 Soil Over HL (ab. water tbl) 440.0 3.00 1,320.0 Soil Over HL (bel. water tbl) 3.00 1,320.0 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.25 450.0 " Axial Live Load on Stem = 300.0 2.25 675.0 Soil Over Toe = 1.00 Surcharge Over Toe = Stem Weight(s) = 300.0 2.25 675.0 Earth @ Stem Transitions = 602.2 Footing Weight = 437.5 1.75 765.6 Key Weight = Vert. Component = Total = 1,377.5 Ibs R.M.= 3,210.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title 4' high wall Page: 1 to set these five lines of information Dsgnr: Date: 15 APR 2020 for your program. Description.... This Wall in File: r:\_2020 projects\20069.10 hitchens residence\_structural\engineering\retaining w RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 200.0 Ibs Axial Live Load = 300.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 3.50 OK Slab Resists All Sliding ! Total Bearing Load = 1,678 Ibs ...resultant ecc. = 0.23 in Soil Pressure @ Toe = 495 psf OK Soil Pressure @ Heel = 464 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 693 psf ACI Factored @ Heel = 649 psf Footing Shear @ Toe = 6.8 psi OK Footing Shear @ Heel = 0.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 504.6 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,AC1 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 38.667 Total Seismic Force = 186.889 Stem Construction J Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# _ Strength Level ft-# _ Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf= Short Term Factor = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 6.00 # 4 12.00 Center 0.343 564.3 855.5 2,487.6 15.7 75.0 3.00 75.0 Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = 2,500.0 Fy psi = 60,000.0 Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title 4' high wall Page: 2 to set these five lines of information Dsgnr: Date: 15 APR 2020 for your program. Description.... This Wall in File: r:\_2020 projects\20069.10 hitchens residence\_structural\engineering\retaining w RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0709 in2/ft (4/3)' As : 0.0945 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : ___________= One layer of: Two layers of: Required Area : 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.2 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Data �� Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 693 649 psf Total Footing Width = 3.50 Mu': Upward = 16,426 3,921 ft-# Footing Thickness = 10.00 in Mu': Downward = 5,184 4,068 ft-# Mu: Design = 910 4 ft-# Key Width = 0.00 in Actual 1-Way Shear = 6.77 0.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi"5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.76 in2 Min footing T&S reinf Area per foot 0.22 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Name/Number : hitchens resi Use menu item Settings > Printing & Title Block Title 4' high wall Page: 3 to set these five lines of information Dsgnr: Date: 15 APR 2020 for your program. Description.... This Wall in File: r:\_2020 projects\20069.10 hitchens residence\_structural\engineering\retaining w RetainPro (c) 1987-2019, Build 11.19.06.12 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 373.8 1.61 602.2 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 130.8 2.42 316.2 Total = 504.6 O.T.M. = 918.4 Resisting/Overturning Ratio = 3.50 Vertical Loads used for Soil Pressure = 1,677.5 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) 440.0 3.00 1,320.0 Soil Over HL (bel. water tbl) 3.00 1,320.0 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.25 450.0 " Axial Live Load on Stem = 300.0 2.25 675.0 Soil Over Toe = 1.00 Surcharge Over Toe = Stem Weight(s) = 300.0 2.25 675.0 Earth @ Stem Transitions = Footing Weight = 437.5 1.75 765.6 Key Weight = Vert. Component = Total = 1,377.5 Ibs R.M.= 3,210.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 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Elev: 446.5 ft Min. Elev: -0.8 ft Climb Dist: 1.6 mi Desc Dist: 2,880.5 ft Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America TM 10. MN (15.2-E) www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 Topo North America TM 10 14zNo� 1=,---er - a MzzBh�� 21? 150TH PLSW m > _ Lunds Gulch' 156TH ST SW Q 3 isLSW o W 0 M, dowdale -. 2TD 71 a, o 166TH PL SW lm��D > Fn O m NIly�_ Beverl Acres rD<n rtD<i—�L ' w Browns Bay <I l o a 1715T PLSW x ^ <`m� j� �" 1 3RDPLSW TA D ijgGS �� CK PL.°< * � _� -c D N47° 50.181, �.` 176TH ST SW O aLA R'm H Lw l22° 21.39T 4 _ >¢ 1 L 3 D3r�x a W YMPIC EWf80TH SW VI _DR 1, < > U � 181STIPL (n n n wJO i)S y o_ > 185Ty 6H PLS' LSW W PC S�. yqR rn. 4 m-a1 -� w rn ��! z P.ernnville in tiQ I ST � �G Ln m W v _J = m-� po D> m a, a, p -Y 189TH-PL--SW OD m < __ < A 3 / a' FOREST < > r��'� Q DELL -DR m ��% �1%9�TH ST SW ( v m � N. D p Pg m rn 11GET D_ R J `< 0 524 m< o%Lynnwo Q Ir1�—� SJ =I < < --"_--- (' P%% _Q N O x A z 2J" .1.'O31 La. " E s EW w =O�r x�D�� ITT => = w 1ST PL SW O Sunset B w a w4<' > p m _^j — > (m < o x p o z � m—�Ls �:E 204TH ST SW <Cedar , Valley11 a F = �'� * Ryoo� sT ry` Lgr r" N �im / z 1 toa 524 fi N Edmonds �_z'J° D uS " Seattle Heights I', /W DAITON ST D x—m Q _ ° m s ar \A �I F =,> D Z �,� < NP at, m`� 2I ; ui 6T�\` Z 1 ,: H ST S n v '< m �w D o = x :< N SNFC�SI Y '213TH ST SW m ':E < ¢ m QYr� _ N > < mT�Wp�C RC�r - 1 `z i m OIN; SW l x �' o < , v v 215TH-ST Edwards Point yST PINE S_T- c to "14 �r 6TH ST SW 6 HEST SIN �� 21 H S 17a FIR PL rSW 99 325.5 ft 200 ft 100 ft 0 ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -248.2 ft Avg Grade: 3 Climb Elev: 235.4 ft Desc Elev: 483.7 ft Max. Elev: 325.5 ft Min. Elev: -2.4 ft Climb Dist: 1.2 mi Desc Dist: 1.6 mi Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America TM 10. % z www.delorme.com V = 3,645.8 ft Data Zoom 12-2 Topo North America TM 10 14zNo� 1=,---er - a MzzBh�� 21? 150TH PLSW m > _ Lunds Gulch' 156TH ST SW Q 3 isLSW o W 0 M, dowdale -. 2TD 71 a, o 166TH PL SW lm��D > Fn O m NIly�_ Beverl Acres rD<n rtD<i—�L ' w Browns Bay <I l o a 1715T PLSW x ^ <`m� j� �" 1 3RDPLSW TA D ijgGS �� CK PL.°< * � _� -c D N47° 50.181, �.` 176TH ST SW O aLA R'm H Lw l22° 21.39T 4 _ >¢ 1 L 3 D3r�x a W YMPIC EWf80TH SW VI _DR 1, < > U � 181STIPL (n n n wJO i)S y o_ > 185Ty 6H PLS' LSW W PC S�. yqR rn. 4 m-a1 -� w rn ��! z P.ernnville in tiQ I ST � �G Ln m W v _J = m-� po D> m a, a, p -Y 189TH-PL--SW OD m < __ < A 3 / a' FOREST < > r��'� Q DELL -DR m ��% �1%9�TH ST SW ( v m � N. D p Pg m rn 11GET D_ R J `< 0 524 m< o%Lynnwo Q Ir1�—� SJ =I < < --"_--- (' P%% _Q N O x A z 2J" .1.'O31 La. " E s EW w =O�r x�D�� ITT => = w 1ST PL SW O Sunset B w a w4<' > p m _^j — > (m < o x p o z � m—�Ls �:E 204TH ST SW <Cedar , Valley11 a F = �'� * Ryoo� sT ry` Lgr r" N �im / z 1 toa 524 fi N Edmonds �_z'J° D uS " Seattle Heights I', /W DAITON ST D x—m Q _ ° m s ar \A �I F =,> D Z �,� < NP at, m`� 2I ; ui 6T�\` Z 1 ,: H ST S n v '< m �w D o = x :< N SNFC�SI Y '213TH ST SW m ':E < ¢ m QYr� _ N > < mT�Wp�C RC�r - 1 `z i m OIN; SW l x �' o < , v v 215TH-ST Edwards Point yST PINE S_T- c to "14 �r 6TH ST SW 6 HEST SIN �� 21 H S 17a FIR PL rSW 99 325.5 ft 200 ft 100 ft 0 ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -248.2 ft Avg Grade: 3 Climb Elev: 235.4 ft Desc Elev: 483.7 ft Max. Elev: 325.5 ft Min. Elev: -2.4 ft Climb Dist: 1.2 mi Desc Dist: 1.6 mi Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America TM 10. % z www.delorme.com V = 3,645.8 ft Data Zoom 12-2 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC Building Exposure Exp.= B Section 1609.4 Basic Wind Speed V= 110 Risk Category IW= II Top of Roof Height (feet) h= 24 Mean Roof Height (feet) hmean= 22 Building Length (feet) L= 64.5 Building Width (feet) W= 47.7 End Zone Width, a (feet) a= 4.77 Roof Angle Angle= 14.0 Design Wind Pressure, Ps30A Ps30A= 23.6 Design Wind Pressure, P,30B Ps30B= -8.2 Design Wind Pressure, PS30C PDX= 15.68 Design Wind Pressure, PS30D ps30D= -4.72 Design Wind Pressure, Ps30E ps30E= -23.1 Design Wind Pressure, Ps30F ps3oE= -14.9 Design Wind Pressure, PS30G Ps30G= -16 Design Wind Pressure, ps3oH ps30H= -11.36 Design Wind Pressure, PS30EOH PS30EOH= -32.3 Design Wind Pressure, Ps30GOH Ps30GOH= -25.3 Height/Exposure Adjustment, A Amax= 1.00 Topo. Effect Coeff., KZt K,,= 1.00 Vasd = V.it*V0.6 Section 1609.3.1 U LT ASD ps=A*Kzt*Ps30 =A*Kzt* s30*O.6 23.6 14.2 PS30n= Ps30B= -8.2 -4.9 PS30c= 15.7 9.4 ps30D= -4.7 -2.8 PS30E= -23.1 -13.9 ps30F= -14.9 -8.9 PS30G= -16.0 -9.6 ps30H= -11.4 -6.8 PS30EOH= -32.3 -19.4 Ps30GOH= -25.3 -15.2 ASCE 7-10 Section 26.7.3 Per Jurisdiction Table 1.5-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Description By Date CM LAT 3 2 2020 Checked Date Wind Summary ENGINEERING scale sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Hitchens Residence 20069.10 4f P4. ; I 5C) A fJCJCW Z613 64-3kA 214 F6,- so 4� -AI 94. 61f. 5 . 0 Wor-i lk�r- VU r.14 1, -k I it T -aw t i ............. ........ t 16s Description By LAT Dale 3/2/2020 Wind Areas Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 200 Edmonds,WA98020 Hitchens Residence 20069.10 L-ceoz) A5 A6,- Al Ile 0 C3 n ref, Z M \�') OLO'C!ILS 9, 1)'Vis ib`� gp�Description By Dale vi W1 Axf's- Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 lo www.cgengineering.com 3/20/2020 U.S. Seismic Design Maps OSH PD 3380 126th Ave NE, Bellevue, WA 98005, USA Latitude, Longitude: 47.6407688,-122.1706112 NE 35th PI _ _C N V7 N D a < Cherry Crest Z Z m Elementary School , m 0 26`h Q aQ� Go gle Map data ©2020 Date 3/20/2020, 10:52:42 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description Ss 1.277 MCER ground motion. (for 0.2 second period) St 0.49 MCER ground motion. (for 1.0s period) SMs 1.277 Site -modified spectral acceleration value SMt 0.74 Site -modified spectral acceleration value SDs 0.852 Numeric seismic design value at 0.2 second SA SW 0.493 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second F, 1.51 Site amplification factor at 1.0 second PGA 0.516 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGA, 0.516 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.277 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.303 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.641 Factored deterministic acceleration value. (0.2 second) S1 RT 0.49 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.516 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.629 Factored deterministic acceleration value. (1.0 second) PGAd 0.626 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.98 Mapped value of the risk coefficient at short periods CR1 0.949 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 Seismic Analysis Design Per 2012 IBC &ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.27 Lat. = 47.641 Short & 1-Sec Period Mapped St = 0.490 Long. _ -122.171 Aceleration Parameters (MCE) SMs = FaSs = 1.28 Fa = 1.000 ASCE 7-10 (Eq. 11.4-1) SM1 = F„S1 = 0.74 Fv = 1.510 ASCE 7-10 (Eq. 11.4-2) SpS = (2/3)SMs = 0.851 ASCE 7-10 (Eq. 11.4-3) SM = (2/3)SMt = 0.493 ASCE 7-10 (Eq. 11.4-4) Ta = Cthn' = 0.26 Ct = 0.02 ASCE 7-10 (Table 12.8-2) h„ = 30 ASCE 7-10 (Table 12.8-2) x= R Factor = 6.5 (Light -Framed Wood Shear Wall) ASCE 7-10 (Table 12.2-1) IE Factor = 1.0 (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044SpSl = 0.037 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SpSIW)/R = 0.131 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (SptIW)/RTa = 0.296 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) IM Description Seismic Base Shear By RMK Checked Date 03/20/20 Date ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Scale NTs sheet No. Project Hitchens Residence Job No. 20069.1 u Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = 1. Diaphragm DL Area wpL Story wi - hi %. hXk Shear Sum Level (psf) (ft2) - (kips) Elev. (h) (k-ft) Ew;.hik FX FX Roof Framing 21;5 4000 86.0 1 24 , 2064 0.61 11.9 11.9 2nd Framing 35 3500 122.5 F 11 1348 0.39 7.8 19.7 E = 208.5 - 3412 1.00 19.7 - Base Shear (ULT) 27.5 kips Base Shear (ASD) 19.7 kips * note that all table forces are ASD Seismic Forces -Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level P FX Fx Roof Framing 1.3 15.5 15.5 2nd Framing 1.3 10.1 25.6 Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm w; E wi Fi E Fi E F;=wpx Fpx (Min) Fpx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSIWpx 0.4SDslwpx Govern Roof Framing 86.0 86.0 11.9 11.9 11.9 10.5 21.1 11.9 2nd Framing 122.5 208.5 7.8 19.7 11.6 15.0 30.1 15.0 Description .Seismic &Diaphragm Force Distribution By RMK Date 02/28/20 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South Suite 200 project Hitchens Residence Job No. Edmonds, WA 98020 20069.10 Upper Floor Shear Walls -Walls Below the lRoot Framint X- Direction Walls Story HT - 12 Fx (EQ) = ;11.9 kips (Story Shear) Fx (wind) = 7.5 kips (Story Shear) Wall HT - 12 Wx - 183.1 PLF seismic Sos = 0.87 Wx= 115.4 PLF wind Wall Line Wall Mark SW Len th Trib Width EQ 2wlh EQ Shear Wind Shear SW Callout Reduced HD Len th Gross Uplift Gross Uplift (o.sa.14So,)o 0.6 • DL Net U lift Hold-down Line Load Line Load End[ Endi End i End End i End End! I Endf 1 1 2 3 11.683 0 3.67'. 10.5 ':. - - 1.0 0.0 0.6 126 NA 206 57 57 57 SW6 #N/A SW6 11.1 -0.5 3.2 1.6 #t#t### 1.8 1.0 0.0 1.1 0.8 0.0. 0.3 0.8 0.0 0.3 1.0 0.0 0.3 1.0 0.0 0.3 0.7 #### 1.5 0.7 !t#1#t 1.5 MST37 #tifi### MST37 MST37 ##1#t## MST37 1.9 - - 1.2 - - 2 1 10 : 24.5 1.0 449 202 SW3 9.5 5.7 3.6 0.7 0.7 0.9 0.9 4.9 4.9 MST60 MST60 4.5 2.8 3 1 17 22. 1.0 237 107 SW6 16.5 2.9 1.8 IA 1.4 1.8 1.8 1.5 1.5 MST37 MST37 4.0 2.5 4 1 2 3 4 5 12 0 0 '. + _.0. 4.671 8 - - - - 1.0 0.0 0.0 0.0 0.8 88 NA NA NA 113 40 40 40 40 40 SW6 #N/A #N/A #N#A SW6 11.5 -0.5 -0.5 -0.5 4.2 1.1 ####### ##t#7## 1.2 0.7 0.0 0.0 0.0 0.7 0.9 0.0 0.0 0.0 0.3 0.9 0.0 0.0 0.0 0.3 1.1 0.0 0.0 0.0 0.4 1.1 0.0 0.0 0.0 0.4 0.2 #### #### ##### 0.8 0.2 #### ##### ##### 0.8 None ###### ####### ######- MST37 None #####FF i# MST37 1.5 - - - 0.9 - - - Shearwalls: 1/Y'sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 pif SW3 8d@3"o.c. 455 plf SW2 8d@2'o.c. 595 pit 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"c... 910 pit 2SW2 8d@2o... 1190 pit RrCalc 1200 plf Holdown Table (Floor Clear Span -IV) Nil 0 kips None - 0.5 kips MST37 (2)-2x HF 2.345 kips MST48 (2)_2x HF 3.640 kips MST60 (2)­2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips kips Re -Cal. 6.5 kips i Input Cell Input Cell w/ Formula 41 Description Y Upper Floor Shear Walls RMK Date 03/16/20 Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Hitchens Residence Edmonds, WA 98020 20069.10 Upper Floor Shear Walls -Walls BelowtheRoof Framina Y- Direction Walls Fy (EQ) _ 15.5 kips (Story Shear) Story IT= 12 4.9 kips (Story Shear) Wall HT = 12 Max hAv 3.5 WY- 206 PLF seismic So, 0.87 W 65 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wali SW Trib EQ EQ Wind SW Reduced Gross Gross (o.ea.14so,)o 0.6 • DL Net Uplift Hold-down Line Line Line Mark Len th Width 2wlh Shear Shear Callout HD Len th Uplift Uplift End i End' EndilEndjlEndi Endj End i I Endl Load Load A A 2.5 ^' Steel 19 1 Moment GA Frame NA 355 #N/A 2.0 ###### 7.4 0.2 0.2 0.2 :0.2 #### #### #tN7H#!t tNNNi## 3.9 1.2 8 A 19 37 1.0 402 91 SW3 18.5 5.0 1.6 1.4 1.4 1.7 1.7 3.6 3.6 MST48 MST48 7.6 2.4 C A 15.5 0 1.0 1.0 0 0 0 0 SW6 SW6 15.0 10.5 0.0 0.0 0.0 0.0 1.1 0.8 1.1 0.8 1.4 1.0 1.4 1.0 0.0 0.0 0.0 0.0 None None None None 0.0 - 0.0 - D A 46 19 1.0 85 19 SW6 45.5 1.0 0.3 3.3 3.3 4.1 4.1 0.0 0.0 None None 3.9 1.2 £ 75.0 15.5 4.9 Input Cell Input Cell w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description U per Floor Shear Walls By RMK Date 03/16/20 Y-Direction Checked Date Scale NTS Sheet No. Project Hitchens Residence Job No. 20069.10 Main Floor Shear Walls -Walls Below the Upper Floor framing X - Direction Walls Fx (EQ) = ;7.8 kips (Story Shear) Story HT - 10 Fx (wind) = 13.1 kips (Story Shear) Wall HT = 9 Wx - 120 PLF seismic Ste = 0.86 Wx= 202 PLF wind £ 65.0 11.9 7.5 19.7 20.6 Input Cell Input Cell w/ Formula Description Main Floor Shear Walls By RMK Date 03/16/20 Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Hitchens Residence Edmonds, WA98020 20069.10 Line Load From Above EQ Wind EQ Gross Uplift Wind Gross Uplift EQ Wind Net Uplift From Above Governing Net U lift EQ Line Load Wind Line Load Wall Line Wall Mark SW Length Trib Width EQ 2w1h EQ Shear Wind Shear SW Callout Reduced HD Len th lo.s-0.t4soz)o 0.6' DL Hold-0own End i End End I End End i End End i End' End] End 1 1 7 10.5 1.9 1.2 1.0 454 340 SW3 6.5 4.9 5.1 0.5. 0.5 0.6 0.6 0.7 0.7 5.2 5.2 HDUB HDUB 3.2 3.3 2 1 2 3 10 11 5 24.5 4.5 - - 2.8 - - 1.0 1.0 1.0 285 285 285 213 213 213 SW4 SW4 SW4 9.5 10.5 4.5 3.0 3.0 3.2 3.1 3.1 3.3 0.7 0.8. 0.4 0.7. 0.8 0.4 0.9 1.0 0.5 0.9 1-0 0.5 4.9 0.0 0.0 4.9 0.0 0.0 7.2 2.2 2.9 7.2 2.2 2.9 HDUtt HDU2 HDU4 HDU71 HDU2 HDU4 7.4 - - 7.8 - - 3 1 2 12.67 -13. 22 4.0 - 2.5 - 1.0 1.0 259 259 194 194 SW4 SW4 12.2 12.5 2.7 2.7 2.8 2.8 0.9. 0.9 0.9 0.9 1.1 ,1.2 1.1 1.2 1.5 0.0 1.5 0.0 3.3 1.8 3.3 1.8 HDU5 HDU2 HDUS HDU2 6.7 - 7.0 - 4 1 8.167 i 8 1.5 0.9 1.0 296 222 SW4 7.7 3.2 3.3 0.6 0.6 0.7 0.7 0.2 0.2 2.8 2.8 HDU4 HDU4 2.4 2.5 Sheanvalis: if2' sheathing w/ HF studs Nil - 0 plf SW6 ed@6"o,c, 242 pit SW4 8d@4"o.c. 350 pit SW3 ed@3"c.c. 455 pit SW2 8d@2'o.c. 595 pit 25W4 ed@4"o.c. 706 pit 2SW3 6d@3"o.c. 910 pit 25W2 8d@2"o.c, 1190 pit Re -Galt 1200 Holdovm Tahie Nii - 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDUS (2J-2x HF 4.1 kips HDUB 4x DF#2 7.0 kips HDU71 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 t4.4 kips kips kips ReCalc 14.5 kips Main Floor Shear Walls -Walls Below the Upper Floor Framing Fy (EQ) = 10.1 kips (Story Shear) Slory HT = 10 Fy (wind) = 9.2 kips (Story Shear) Wall HT = 9 Max hhv 3.5 Wy= 135 PLF seismic Ste= 0.86 Wy= 123 PLF vrind Line Load Wail Wall SW Trib From Above EQ EQ Wind Line Mark Length Width EQ Wind 2w/h Shear Shear SW Reduced Callout HD Len th Y - Direction Walls EQ Wind EQ Gross Gross (0.6-0.14So,) Uplift Uplift End] End' Wind 0.6-DL End i End Net Uplift Governing From Above Net Uplift Hold-down End[ Endl EndliEndil End i I End' EQ Line Load Wind Line Load A A Steel 4 Moment 1 19 ,.; 3.9 1 Frame 1.2 0.9 1822 638 Re-Calc 3.5 18.5 10.2 0.3 0.3 0.4 0.4 #### #### #### #### itlilititlli H##tttN! 6.5 3.6 B A B 15 20 37 7.6 - 2.4 - 1.0 1.0 360 360 142 142 SW3 SW3 14.5 19.5 3.7 3.7 2.1 2.0 1.1 1.4 1.1 1.4 1.4 1.8 1.4 1.8 3.6 0.0 3.6 0.0 6.2 2.3 6.2 2.3 HDU8 HDU4 HDUB HDU4 12.6 - 7.0 - C A 4 0 0.0 0.0 0.9 0 0 SW6 3.5 0.0 0.0 0.3 0.3 0.4. 0.4 0.0 0.0 0.0 0.0 None None 0.0 0.0 D A 4 19 ': 3.9 1.2 0.9 1822 638 Re-Calc 3.5 18.5 10.2 0.3 0.3 0.4 0.4 0.0 0.0 18.2 18.2 0.0 0.0 6.5 3.6 £ 75.0 15.5 4.9 Input Cell Input Cell w/Formula 25.6 14.1 � Description Main Floor Shear Walls By RMK Date 03/16/20 Y-Direction Checked Date ENGINEERING 250 4th Ave. South Suite200 Edmonds, WA98020 Scale NTS Sheet No. Project Hitchens Residence Job No. 20069.10 PE 31 e- p HP Inc. Current Date: 3/16/2020 10:05 AM Units system: English File name: R:\_2020 Projects\20069.10 Hitchens Residence\_Structural\Engineering\Latera[\Moment Frame Template Current.retx\ Load condition: id2=1.2DL+L+1.6S Axial force Distributed user loads - Members concentrated user loads - Members 6.72[Kipl _fib 72[Kip] 2.16[Kip] qq[( pp]] 941ftl � 31�Rlpl ip/ft] 3UAK1 Fx- 0.469[Kip] y=23.05[Kip] A X y=25.07[Kipj HP Inc. Current Date: 3/16/2020 10:06 AM Units system: English File name: R:\_2020 Projects\20069.10 Hitchens Reside nce\_Structural\Enginee ring\Lateral\Moment Frame Template Current.retx\ Load condition: id6=0.695DL+Eq Axial force Distributed user loads - Members Concentrated user loads - Members -0.020g.� iplftj "-1.25[Kip] 4 l 7[ ip 0.695[Kip] j x=-1.7[Kip] Fy=4.07[Kip] YJ HP Inc. Current Date: 3/16/2020 10:06 AM Units system: English File name: R:\ 2020 Projects\20069.10 Hitchens Reside nce\_Structural\Engineering\Lateral\Moment Frame Template Current.retx\ Load condition: id4=1.405DL+L+0.7S+Eq Axial force Distributed user loads - Members Concentrated user loads - Members 2,99[Kipj <ip] Kip] Bey y HP Inc. Current Date: 3/16/2020 10:06 AM Units system: English File name: R:\_2020 Projects\20069.10 Hitchens Reside nce\ Structural\Engineering\Lateral\Moment Frame Template Current.retx\ Load condition: id5=0.9DL+W Axial force Distributed user loads - Members Concentrated user loads - Members 3.33fKip] 1.62[Kip] 3.33[Kip] D fl271xiP7##] 3[Kip] x=3.11 [Kip) y=13.99[Kip] Y 1 x fr � � uw 5 :� y. HP Inc. Current Date: 3/16/2020 10:07 AM Units system: English File name: R:\_2020 Projects\20069.10 Hitchens Reside nce\_Structural\Engineering\Lateral\Moment Frame Template Current.retx\ Load condition: omeg2=0.695DL+3Eq 1.25[Kip] 1.695[Kip] K=-4.93[Kip] Y=3.7[Kipl �x--4.67[Kip] y=U4[Kipl Axial force Distributed user loads - Members Concentrated user loads - Members $entleY HP Inc. Current Date: 3/20/2020 10:42 AM Units system: English File name: R:\ 2020 Projects\20069.10 Hitchens Residence\ Structural\En ineerin \Lateral\Moment Frame Template Current.retx\ 6 L = 16[ft] p992 Gr50 W 16X45 CN (h N D O II .. _N ° Q J O R O O 2 • �=16[t�1 � � � p992 Gr50 � rn N W 16X45 11 N r a N I I N O O O Y �—x $entley HP Inc. Current Date: 3/20/2020 10:40 AM Units system: English File name: R:\_2020 Projects\20069.10 Hitchens Res idence\_Structural\Engineering\Lateral\Moment Frame Template Current.retx\ Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design id0=1.4DL id1=1.2DL+1.6L+0.5S id2=1.2DL+L+1.6S id3=1.2DL+L+0.5S+W id4=1.405DL+L+0.7S+Eq id5=0.9DL+W id6=0.695DL+Eq Vu=1.2DL+L+0.7S omeg 1=1.405DL+L+0.7S+3Eq omeg2=0.695DL+3Eq Description Section Member Ctrl Eq. Ratio Status - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - W 12X50 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - id0 at 100.00% - - - - - - - - - - - - - - - - 0.04 - - - - - - - - - - - - OK id1 at 100.00% 0.05 OK id2 at 100.00% 0.08 OK id3 at 100.00% 0.10 OK id4 at 0.00% 0.09 OK id5 at 100.00% 0.08 OK id6 at 0.00% 0.05 OK omeg1 at 0.00% 0.16 OK omeg2 at 0.00% 0.12 OK Vu at 100.00% 0.05 OK 5 ----------------------------------------------------- id0 at 100.00% 0.04 OK id1 at 100.00% 0.05 OK id2 at 100.00% 0.08 OK id3 at 0.00% 0.03 OK id4 at 0.00% 0.04 OK id5 at 100.00% 0.03 OK id6 at 0.00% 0.03 OK omeg1 at 0.00% 0.09 OK omeg2 at 0.00% 0.10 OK Vu at 100.00% 0.05 OK W 16X45 6 ----------------------------------------------------- id0 at 50.00% 0.06 OK id at 50.00% 0.07 OK id2 at 50.00% 0.12 OK id3 at 0.00% 0.07 OK id4 at 50.00% 0.08 OK id5 at 0.00% 0.06 OK id6 at 0.00% 0.03 OK omeg1 at 0.00% 0.10 OK omeg2 at 0.00% 0.08 OK Vu at 50.00% 0.08 OK Beam 2 ----------------------------------------------------- id0 at 50.00% 0.03 OK id at 50.00% 0.07 OK id2 at 50.00% 0.06 OK id3 at 100.00% 0.15 OK id4 at 0.00% 0.07 OK id5 at 100.00% 0.13 OK Pagel Reference id6 at 0.00% 0.01 OK omeg1 at 0.00% 0.05 OK omeg2 at 0.00% 0.03 OK Vu at 50.00% 0.03 OK ------------------------------------------------- Column W 14X132 1 id0 at 100.00% 0.01 OK id1 at 100.00% 0.02 OK id2 at 100.00% 0.02 OK id3 at 100,00% 0.04 OK id4 at 100.00% 0.02 OK id5 at 100.00% 0.04 OK id6 at 100.00% 0.02 OK omeg1 at 100.00% 0.05 OK omeg2 at 100.00% 0.05 OK Vu at 100.00% 0.02 OK ------------------------------------------------- 3 id0 at 0.00% 0.01 OK id at 0.00% 0.02 OK id2 at 0.00% 0.02 OK id3 at 0.00% 0.03 OK id4 at 0.00% 0.03 OK id5 at 0.00% 0.03 OK id6 at 0.00% 0.02 OK omeg1 at 0.00% 0.06 OK omeg2 at 0.00% 0.05 OK Vu at 0.00% 0.01 OK Paget 22' iv STP3 16' STP3 YL4-2.875 T.O. SLAB YL4-2.875 Level2 (22'-3") o" ST3-71B-2 BM2-W16X45 ST3-713-2 uo 74 YL4-2.875 YL4-2.875 ` STP3 STP3 STP3 STP3 YL4-2.875 T.O. SLAB YL4-2.875 Level 10L (9 -p oil ST3-7B-2 BM1-W16X45 ST3-7B-2 ue YL4-2.875 YL4-2.875 —STP3 STP3 9' o LO >N >N J J O O U U T.O. FTG. (PINNED BASE) Base No. I Link Si' Qty(kits) 1 1 VL4-2.875 1 4 El- ID Grid ID Story Cd—Size Left ST Thk(I,) Right ST Thk(I,) C—PL Thk(I,) Dblr_PL Thk(I,) W1A(ie) N_sid.dWlA WlB(I.) N sided WlB W2(id) N_sid.dW2 W3(id) N side d W3 W4(id) N sided W4 W4ADiameter(id) W4ADepih(id) W5(ie) N_Sided W5 1 A Stl }2 W12X50 'N/A 3/8 3" N/A 'N/A N/A 4/16 2 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A 1 B S.,y2 W12X50 3/8 'NIA 3/8 N/A 4M6 2 'N/A N/A 3116 2 3/16 2 N/A N/A N/A N/A N/A N/A 1 A SmM W12X50 #NIA 3I8 3I8 N/A #NIA N/A 4/16 2 3I18 2 3/16 2 N/A N/A N/A N/A N/A N/A 1 B Stow W12X50 3/8 'N/A 3/8 N/A 4116 2 'N/A N/A 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A SEE 1g -INST FOR ADDITIONAL WELDING IN FORMATION Simpson Strong Tie Yield -Link Connection Calculations Project Name: Hitchens Project Address: 123 Main Street Anywhere USA Design Firm: BC Consulting Engineers 456 2nd Streeet Anywhere USA Design Engineer: Joe A, PE Designed for: ABC Architects Design Date: 3/20/2020 Tool Version: 2.1 Simpson Strong -Tie Strong Frame® Connections and Yield -Link'" Structural Fuse are protected under one or more of the following patents and applications: US patent no. 8,001,734 B2, US patent no. 8,375,652 B2, US patent publication no. 2015/0159362 and US patent publication no. 2017/0138043, and must be supplied or licensed through Simpson Strong -Tie Company Inc. Simpson Strong -Tie Design Assumpsions Date: 3/20/2020 Yield -Link Connection Design User Input for Various Design Limit States: Initial Link Check: DCR Limit tbf Check: 1.00 bf Check: 1.00 Lyield Check: 1.00 Panel Zone DCR: 1.00 Drift DCR: 1.00 Column Check (BLC Details): DCR Limit SCWL_DCR: 1.00 DCR_PZ: 1.00 Stiffener DCR: 1.00 Column Flange DCR: 1.00 User Input for Material Properties: Beam: Fy= 50 ksi Fu=l 65 ksi Column: Fy= 50 ksi Fu=l 65 ksi Stiffener Plate: Fy= 50 ksi Fu= 65 ksi tstp_min= 0.375 in Bot. Stiffener Depth (1-sided connection)= Full Depth User Input for Connection Welding Perferences: Beam and Link Check (BLC Details): DCR Limit Beam tbf_DCR: 1.00 Link strength DCR: 1.00 Lyield Check: 1.00 tbrp_DCR: 1.00 brp_Bolt_DCR: 1.00 Shear Plate Check (SPC Details): DCR Limit Beam Web DCR: 1.00 Shear Plate DCR: 1.00 Bolt DCR: 1.00 Fillet Weld DCR: 1.00 Shear Plate: Fy= 50 ksi Fu=l 65 ksi Doubler Plate: Fy= 50 ksi Fu=l 65 ksi tdp_min=l 0.25 in Bracing at Beam Bot Flange (Yes/NO): YES Doubler PL to col web/Cont plate Weld: I Option_2AI Doubler extended beyond continuity plates Option 1 Option 2A Doubler PL to col flange weld: I Option_1 I Fillet Weld 6" min I 6" min Use of Plug -weld for Doubler Plates? NO Option 2B Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Load Combinations Date:3/20/2020 Yield -Link Connection Design Equivalent Lateral Force Method (RISA-31D Load Combinations) Design Parameters f1= 0.5 f2= 0.2 p= 1.3 Q- 3.0 SDS= 0.9 Design Check YL ID Load Combinations Load Multipliers Link Seismic Beam+Col. V_bm Wind Excel DL LL LR SL RL WL NL EL_D EL Strength Drift (P+M) Gravity Defl. Tool ID SST_LC1 1.4DL+NL 1.4 0 0 0 0 0 1 0 0 x x SST_LC2 1.2 DL + 1.6 LL + 0.5 LR + NL 1.2 1.6 0.5 0 0 0 1 0 0 x x 4 SST_LC3 1.2DL+1.6LL+0.5SL+NL 1.2 1.6 0 0.5 0 0 1 0 0 x x SST_LC4 1.2DL+1.6LL+0.5RL+NL 1.2 1.6 0 0 0.5 0 1 0 0 x x SST_LC5 1.2DL+1.6LR+0.5LL+NL 1.2 0.5 1.6 0 0 0 1 0 0 x x SST_LC6 1.2DL+1.6SL+0.5LL+NL 1.2 0.5 0 1.6 0 0 1 0 0 x x SST_LC7 1.2DL+1.6RL+0.5LL+NL 1.2 0.5 0 0 1.6 0 1 0 0 x x SS7_LC8 (1.2 + 0.2*SDS)DL + f1*LL + f2*SL 1.3718 0.5 0.5 0.2 0.5 0 0 0 0 x 3 SST_LC9 1.2 DL+1.6 LR+0.5 WL 1.2 0 1.6 0 0 0.5 0 0 0 x x SST_LC10 1.2 DL + 1.6 LR - 0.5 WL 1.2 0 1.6 0 0 -0.5 0 0 0 x x SST_LC11 1.2 DL + 1.6 SL + 0.5 WL 1.2 0 0 1.6 0 0.5 0 0 0 x x SST_LC12 1.2 DL + 1.6 SL - 0.5 WL 1.2 0 0 1.6 0 -0.5 0 0 0 x x SST_LC13 1.2 DL+1.6 RL+0.5 WL 1.2 0 0 0 1.6 0.5 0 0 0 x x SST_LC14 1.2 DL + 1.6 RL - 0.5 WL 1.2 0 0 0 1.6 -0.5 0 0 0 x x SST_LC15 1.2 DL+1.0 WL+0.5 LL+0.5 LR 1.2 0.5 0.5 0 0 1 0 0 0 x x x 9 SST_LC16 1.2DL-1.0WL+0.5LL+0.5LR 1.2 0.5 0.5 0 0 -1 0 0 0 x x x 10 SST_LC17 1.2DL+1.0WL+0.5LL+0.5SL 1.2 0.5 0 0.5 0 1 0 0 0 x x x SST_LC18 1.2DL-1.0WL+0.5LL+0.5SL 1.2 0.5 0 0.5 0 -1 0 0 0 x x x SST_LC19 1.2 DL+1.0 WL+0.5 LL+0.5 RL 1.2 0.5 0 0 0.5 1 0 0 0 x x x SST_LC20 1.2 DL- 1.0 WL+0.5 LL+0.5 RL 1.2 0.5 0 0 0.5 -1 0 0 0 x x x SST_LC21 0.9DL+1.0WL 0.9 0 0 0 0 1 0 0 0 x x x SST_LC22 0.9 DL - 1.0 WL 0.9 0 0 0 0 -1 0 0 0 x x x SST_LC23 (1.2 + 0.2*SDS)DL + EL*p+f1*LL+f2*SL 1.3718 0.5 0.5 0.2 0 0 0 0 1.3 x 5 SST_LC24 (1.2 + 0.2 SDS)DL - EL*p+f1*LL+f2*SL 1.3718 0.5 0.5 0.2 0 0 0 0 -1.3 x NX 6 SST_LC25 (0.9 - 0.2 SDS) DL+ EL*p 0.7282 0 0 0 0 0 0 0 1.3 x SST_LC26 (0.9 - 0.2 SDS) DL - EL*p 0.7282 0 0 0 0 0 0 0 -1.3 x SST LC27 (1.2 + 0.2*SDS)DL + EL D+ f1*LL + f2*SL 1.3718 0.5 0.5 0.2 0 0 0 1.0 0 1 SST LC28 (1.2+0.2SDS)DL-EL_D+f1*LL+f2*SL 1.3718 0.5 0.5 0.2 0 0 0 -1.0 0 x 2 SST_LC29 (0.9 - 0.2 SDS) DL+ EL_D 0.7282 0 0 0 0 0 0 1.0 0 x SST_LC30 (0.9 - 0.2 SDS) DL - EL_D 0.7282 0 0 0 0 0 0 -1.0 0 x SST LC31 (1.2+0.2SDS)DL+Omega EL+f1*LL+f2*SL 1.3718 0.5 0.5 0.2 0 0 0 0 3.0 � x 7 SST LC32 (1.2 + 0.2 SDS)DL -OmegaEL+f1*LL+f2*SL 1.3718 0" 0.5 0.2 0 0 0 0 -3.0 x 8 SST_LC33 (0.9 - 0.2 SDS) DL + Omega EL 0.7282 0 0 0 0 0 0 0 3.0 x SST_LC34 (0.9 - 0.2 SDS) DL - OmegaEL 0.7282 0 0 0 0 0 0 0 -3.0 x Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Initial Frame Information Yield -Link Connection Design Job Name: Hitchens --> Please save an Excel File for EACH frame elevation Frame Elevation ID: 1 File Path: R:\_2020 Projects\20069.10 Hitchens Residence Structural\En ineer sub path: R:\_2020 Projects\20069.10 Hitchens Residence Structural\En ineer file= R:\_2020 Projects\20069.10 Hitchens Residence Structural\En ineer Typ. Roof Depth: 6.250 in. Typ. Floor Depth: 16.250 in. Number of Stories[I R= 6.5 Typical Story Height: 13.25 ft Cd= 4 le= 1 Omega= 3 Rho= 1.3 Extension below Base= 12.000 in. Extension below Number of Bays: 1 Typical Bay Span: 16 ft Date: 3/20/2020 Basic Gravity Loads: wDL_roof= 0.03 klf Tyical uniform dead load on ROOF beams wLL_roof= 0.03 klf Tyical uniform live load on ROOF beams wDL_floor= 0.03 klf Tyical uniform dead load on FLOOR beams wLL_floor= 0.04 klf Tyical uniform live load on FLOOR beams SDs =1 0.859 Short period design spectral response acceleration parameter OTHER Loads: wSL_roof: 0.025 klf Tyical uniform SNOW load (SL) on ROOF beams wRL_roof: 0 klf Tyical uniform RAIN load (RL) on ROOF beams Ni_roof= 0 klf Tyical uniform notional load (NL) on ROOF beams (Horizontal Loads Ni_floor= 0 klf Tyical uniform notional load (NL) on FLOOR beams (Horizontal Loac f1= 0.5 Live Load factor, See IBC 2018, 1605.2 f2= 1 0.2 Snow Load factor, See IBC 2018, 1605.2 Excel Yield -Link Tool Verion 2.0 Line 1 (current) Simpson Strong -Tie Initial Geometry and Date: 3/20/2020 Yield -Link Connection Design Conn. Rotational Stiffness Frame Geometry Fixed Story Left Left Left Beam Right Right Right Beam Elev Grid ID Story Height Beam Beam Bay Span Column Beam Beam Bay Span Base Col ID (in.) ID Size (in.) size ID Size (in.) width -to - thickness 1 A Story2 159 N/A N/A N/A W12X50 2001 W16X45 192 N/A 1 B Story2 159 2001 W16X45 192 W12X50 N/A N/A N/A N/A 1 A Storyl 108 N/A N/A N/A W12X50 1001 W16X45 192 N/A 1 B Storyl 108 1001 W16X45 192 W12X50 N/A N/A N/A N/A Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Initial Geometry and Date: 3/20/2020 Yield -Link Connection Design Conn. Rotational Stiffness 1. INITIAL YIELD -LINK SELECTION SUMMARY Assign Assign Mu Vu Pu_sp Link PZ PZ Elev Beam Beam Link I End J End tbf bf DCR Lyield K rot (kips - Grid ID Story — — Link at Link at Link Gravity Omega Strength I -End 1-End — ID ID Size Size Column Size Column Size check check check in/rad) I_End 1_End (k-in) (kips) (kips) DCR Column Column 1 A Story2 1 B Story2 2001 W16X45 YL4-2.875 W12X50 W12X50 YES YES 271 1.0 4.6 0.71 0.96 0.84 0.25 0.92 0.92 5.45E+05 1 A Storyl 1 B Storyl 1 1001 1 W16X45 I YL4-2.875 I W12X50 I W12X50 I YES I YES 1 565 1 1.0 1 3.7 1 0.71 1 0.96 1 0.84 1 0.53 1 0.92 1 0.92 1 5.45E+05 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Drift Check Date: 3/20/2020 Yield -Link Connection Design 2. DRIFT CHECK SUMMARY Frame Seismic Column Story Drift Allowable Allowable Elev Fx Drift Displacement 8.e S. Drift ID Grid ID Story Location Height ( kips) Node (in ) (in) C' I` (in) Drift Drift DCR ID in ID Limit (in.) [LC 1&2] 1 B Stor 2 I-B-Story2 159 2.90 3 0.455 0.207 4 1 0.829 0.025 Hx 3.98 0.209 1 A Stor 1 1-A-Stor 1 108 2.30 2 0.248 0.248 4 1 0.992 0.025 Hx 2.70 0.367 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Drift Check Date: 3/20/2020 Yield -Link Connection Design 2a. Stability Check for P-delta Effects 2b. Wind deflection 0 Frame Wind Elev Column Story Pi P, Fx Vx hsx Stability (max Stability F_wind Drift Displacement drift Allowable Allowable Wind Grid ID Story Location Height Omax Node Drift Drift Drift ID ID in (kips) (kips) (kips) (kips) (in) Coeff, 0 Link 0 DCR (kips) ID (in) (in) Limit (in) DCR DCR) [LC 9&10] 1 B Story2 1-B-Story2 159 20 20 3.70 4 159 0.0070 1 0.13 0.056 3.00 3 0.505 0.225 hx/ 100 1.59 0.141 1 A Storyl 1-A-Storyl 108 9 29 3.00 7 108 0.0099 1 0.13 0.080 3.00 2 0.280 0.280 hx/ 100 1.08 0.260 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Beam And Link Check Date: 3/20/2020 Yield -Link Connection Design 3. BEAM AND YIELD -LINK CHECK SUMMARY Elev ID Grid ID Story Beam ID Beam Size Link Size Mu_link (kips -in) BRP Size t_BRP DCR Beam tf/bf DCR BRP Bolt DCR Link Strength DCR Ly—yield DCR 1 B Story2 1 2001 W16X45 YL4-2.875 271 BRP4A 0.822 0.582 0.408 0.151 0.707 1 B Storyl 1001 W16X45 YL4-2.875 565 BRP4A 0.822 0.582 0.408 0.260 0.707 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Shear Plate Date: 3/20/2020 Yield -Link Connection Design Connection Check 4. SHEAR PLATE CHECK SUMMARY Elev ID Grid ID Story Beam ID Beam Size Beam Bay Span (in) Link Size Pu Omega (kips) Vu Gravity (kips) No. vert. bolts No. horz. bolts Bolt Size (in) Bolt Type SP Plate Thickness (in) Weld Size (�n) Beam Web DCR Shear Plate Geometry Check Shear Plate DCR Bolt Shear DCR Fillet Weld DCR 1 B Story2 2001 W16X45 192 YL4-2.875 4.62 0.98 3 2 7/8 A325-X 3/8 4/16 0.232 OK 0.462 0.254 0.287 1 B Storyl 1001 W16X45 192 YL4-2.875 3.70 0.98 3 2 7/8 A325-X 3/8 4/16 0.230 OK 0.459 0.250 0.287 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Column Check Summary Date:3/20/2020 Yield -Link Connection Design S. COLUMN CHECK SUMMARY Pu-2 Stiffener Min. Min. Story Bottom Doubler SCWB Column Pz Column Min. Stiff Min. Stiff Elev Column Column Required Stiffener Doubler Grid ID Story Height Column size Stiffener Plate DCR DCR Flange to flange to web ID Location (kips) for AISC 360 Thickness Thickness in [LC 7&8] Provided? Provided? J10? m in Check Check Check fillet size fillet size 1 A Story2 1-A-Story2 159 W12X50 NO NO YES 3/8 0 N/A 0.920 0.908 3/16 3/16 1 B Story2 1-B-Story2 159 W12X50 NO NO YES 3/8 0 N/A 0.920 0.908 3/16 3/16 1 A Storyl 1-A-Storyl 108 W12X50 NO NO NO 3/8 0 0.296 0.806 0.908 3/16 3/16 1 B Storyl 1-B-Storyl 108 W12X50 NO NO NO 3/8 0 0.297 0.806 0.908 3/16 3/16 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Weld Summary Date:3/20/2020 Yield -Link Connection Design Col. Elev. Grid Story Column Left Shear PL Ri ht Shear PL Stiff. PL I Doubler PL I 1A. Left ST to col flange Weld I 1B. Righ ST to col flange Weld 2. STP to col web/DP weld 3. STP to col flange weld 4. DP to col web Weld 4A. DP to col web Plug Weld S. DP to col flange weld ID ID Id ID Size thickness, in thickness, in thickness, in thickness, in Fillet Size, in # of sides Fillet Size, in # of sides Fillet Size, in # of sides Fillet Size, in # of sides Fillet Size, in # of sides Diameter, in Depth, in Fillet Size, in # of sides Story2 W12X50 #N/A 3/8 3/8 N/A #N/A N/A 4/16 2 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A VA B Story2 W12X50 3/8 #N/A 3/8 N/A 4/16 2 #N/A N/A 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A A Storyl W12X50 #N/A 3/8 3/8 N/A #N/A N/A 4/16 2 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A B Storyl W12X50 3/8 #N/A 3/8 N/A 4/16 2 #N/A N/A 3/16 2 3/16 2 N/A N/A N/A N/A N/A N/A Excel Yield -Link Tool Version 2.1 Line 1(current) Simpson Strong -Tie Beam P+M Check Date: 3/20/2020 Yield -Link Connection Design 7. Preliminary Beam Design Summary Elev ID Grid ID Story Beam ID Beam Size Link Size Beam Bay Span (in.) Lb (in.) Mpr_li (k-in) Pu Omega (kips) Mu Omega (k-in) Vu Omega (k-in) Mpr_Link/ Mu Axial DCR Flexural DCR P+M DCR V DCR Adj. Flexure DCR Total P+M DCR 1 B Stor 2 2001 W16X45 YL4-2.875 192 164.15 1861 6.6 877 11 2.123 0.025 0.237 0.249 0.071 0.503 0.515 1 B Stor 1 1001 W16X45 YL4-2.875 192 164.15 1861 8.8 1506 17 1.236 0.033 0.407 0.424 0.113 0.503 0.520 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Beam P+M Check Date: 3/20/2020 Yield -Link Connection Design 7B. Beam Design Per Analysis Software (i.e. RISA 3D) with Mpr_Link Check Elev ID Grid ID Story Beam ID Pu Omega (kips) Mu Omega (k-in) Vu Omega (k-in) phi*Pn (kips) Phi*Mn (kip -in) Phi*Vn (kips) M r_link P (kip -in) M , „/P ° ��" hi*Mn Pu omega/Mu_ome — Phi*Pn a g / Phi*Mn M , ;,, /Mu_ ° " omega Vu DCR P+M DCR Adi P+M DCR 1 B Stor 2 2001 4.6 876.8 10.68 751.5 7335.0 208.8 4434 0.605 0.006 0.120 5.057 0.051 0.123 0.608 1 B Stor 1 1001 3.7 1506.4 16.95 751.5 7335.0 208.8 4434 0.605 0.005 0.205 2.944 0.081 0.208 0.607 Excel Yield -Link Tool Version 2.1 Line 1 (current) Simpson Strong -Tie Column Check Summary Date:3/20/2020 Yield -Link Connection Design 8. Preliminary Column Design Summary Col Elev Column Story Col Bracing Pu_S2 Vu_0 Mu_n(top) Mu_S2(bot.) Mu_52(max) Axial Flexural P+M V Grid ID Story Height Column size at Bm Bot Cb user Column Column Column Column Column ID ID Location (in) Fig? — (kips) (kips) (kip -in) (kip -in) (ki -in) DCR DCR DCR D 3 1 A Story2 1-A-Story2 159 W12X50 YES 1.00 15.4 5.7 1014 486 1014 0.038 0.315 0.334 0.047 4 1 B Story2 1-B-Story2 159 W12X50 YES 1.00 14.3 5.7 929 359 929 0.035 0.288 0.306 0.047 1 1 A Storyl 1-A-Storyl 108 W12X50 YES 1.00 23.0 10.1 2092 0 2092 0.044 0.648 0.670 0.083 2 1 B Storyl 1-B-Storyl 108 W12X50 YES 1.00 i 25.2 10.1 1127 0 1127 0.048 0.349 0.373 0.083 Excel Yield -Link Tool Version 2.1 Line 1 (current)