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REVIEWED BLD2023-0799+Structural_Calculations+6.27.2023_3.56.07_PM+3635480C � ...........RE��EwEo.......... RECEIVED civil & structural BY Jul 06 2023 engineering &planning CITY OF EDMONDS CITY OFEDMONDS ENGINEERING BUILDING DEPARTMENT!DEVELOPMENT EPARTMENRVICES 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 BLD2023-0799 STRUCTURAL CALCULATIONS Cochran Residence New SFR 8475 Frederick PI Edmonds, WA 98026 06/07/23 CG Project No.: 23038.10 Project Description This project involves the design of a new two-story single-family residence with a daylight basement. The roof will be framed with pre -manufactured wood trusses and traditional wood rafters supported by wood beams and bearing walls. The upper floor framing will consist of TJI joists supported by wood beams and bearing walls. The main floor framing will consist of pre - manufactured floor trusses. The foundation system will be primarily slab on grade with conventional continuous footings or retaining walls around the perimeter of the house. Other parts of the foundation will be crawlspace framing supported by conventional concrete footings. The lateral resisting system will consist of plywood shear walls and steel hold-downs. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 16 psf Live 40 psf Deck Dead 10 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category D Importance Factor, IW 1 (Non -Essential Facility) Mean Height 30.833 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.046 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture GM Description ENGINEERING 250 4th Ave South project Suite 200 Edmonds, WA 98020 Project Summary Cochran Residence By JDM Date 4/27/2023 Checked Date Scale NTS Sheet No. Job No. 23038.10 1 Gravity Design Loads Roof DL Roofing Material 3.0 psf 5/8 Sheathing 2.1 psf Insulation 1.0 psf 1/2 Gypsum 2.2 psf 2x12 @ 24" OC 2.3 psf M/E 1.0 psf Misc 1.5 psf 13.1 psf USE 15.0 psf Floor DL (Hardwood) Floor DL (Tile) Flooring Material 4.0 psf Flooring Material 16.0 psf 3/4 Sheathing 2.5 psf 3/4 Sheathing 2.5 psf Insulation 1.0 psf Insulation 1.0 psf 1/2 Gypsum 2.3 psf 1/2 Gypsum 2.3 psf 14" Trusses @ 16" OC 3.0 psf 14" Trusses @ 16" OC 3.0 psf M/E 1.0 psf M/E 1.0 psf Misc 1.5 psf Misc 1.5 psf 15.3 psf 27.3 psf USE 16.0 psf E 28.0 psf DECKS USE 10.0 psf [DECKSUSE 10.0 psf Exterior Walls Brick Siding 39.0 psf 1/2 Sheathing 1.7 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 47.2 psf USE 48.0 psf Roof LL (Snow) 25.0 psf Floor LL 40.0 psf Deck LL 60.0 psf � Description Gravity Design Loads By JDM Date 04/25/23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 2 project Cochran Residence Job No. Edmonds, WA 98020 23038.10 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 11/16 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 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 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 3 1/2 x 9 1/2 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 9 1/2 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 3 1/2 x 11 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 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 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 WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (C0) C 41M 1 acnpo— Beam Span Table -Y JDM .— 03/06/23 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite200 roject Cochran Residence lob No. 23038.10 Edmonds, WA98020 KI Beam Span Table - Floor 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 #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 112 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 31/2 x 71/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9112 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 5114 x 9112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211116 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 114 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 31/2 x11 718 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: 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/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WI-/W131- <= 4.0 5. Table values include the Size Factor (CF) C �7 ue""pnon Beam Span Table -' JDM care 03/06/23 Checked Date eYGNEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Cochran Residence 23038.10 Edmonds, WA 98020 n HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 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 4,784 - - - - - - - - - - (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 6,910 6,910 - - - - - - - - - (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 8,505 8,505 8,505 - - - - - - - - (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 7,619 7,619 - - - - - - - - - (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 10,631 10,631 10,631 - - - - - - - - (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 7,518 - - - - - - - - - - (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 10,859 10,859 10,859 10,859 - - - - - - - (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 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 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 8,328 8,328 8,328 - - - - - - - - 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 10,277 10,277 10,277 - - - - - - - - 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 13,112 13,112 13,112 - - - - - - - - 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 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 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 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 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 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - C O Description By JDM Date 03/06/23 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South suite20o Project j" Cochran Residence Job No. 23038.10 701 # (D) 950 # (S) 450 # (D) 520 # (S) 553 # (D) 815#(S) ROOF FRAMING KEY PLAN 500 # (D) 302 # (S) Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Solar DL = 5 psf **Beam sized per Woodworks. See attached Woodworks output. Roof Beams Callout Span (ft) Trib (ft) DL (PLF) ILL (PLF) DL Rxn (Ibs) ILL Rxn (Ibs) ASD (PLF) Beam Size HDR01 8.5 8.94 165 224 701 950 389 4x10 HF #2 HDR02 6.5 9.87 148 247 481 802 395 4x8 HF #2 HDR03 8.5 25.35 434 634 1846 2693 1068 3 1/2" x 9 1/4" PSL HDR04 13.5 3.0833 62 77 416 520 139 4x10 HF #2 BM01 14 8.27083 145 207 1013 1447 352 6x12 DF #2 BM02 12 4.625 69 116 416 694 185 4x10 HF #2 CG Description Beam Summary Table 0 ENGINEERING 250 4th Ave. South Project Cochran Residence Suite 200 By J D M Date Checked Date Scale Sheet No. Job No. 23038.10 05/01/231 7 X l4 44 COMPANY PROJECT 12) `//A\\ / C It 7 Wo O Y Y O May 2023 10:18 RJ01 - Copy ,, DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load Type Distribution Pat- Location tftl Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00 (29.0") psf Load2 Snow Full Area 25.00 (29.0") psf Load3 Dead Full Area 5.00 (24.0") psf Self-wei ht Dead Full UDL 1.7 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.556 8.25' Unfactored• Dead Snow 217 228 217 228 Factored: Total 444 444 Bearing: F'theta 501 501 Capacity Joist 4132 4132 Support 1445 6445 Des ratio Joist 0.11 0.11 Support 0.07 0.07 Load comb #2 #2 Length 5.10 5.50 Min re", 0.59 0.59 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fc 625 625 11.101 Lumber -soft, Hem -Fir, No.2, 2x6 (1.1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roofjoist spaced at 24.0" c/c; Total length: 10.81% Clear span(horz): 8.188% Volume = 0.6 cu.fl.; Pitch: 7/12 Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflectionusing NDS 2018: Criterion Anal s s Value Desi n Value Unit Anal sis/Desi Shear £v = 57 Fv' = 112 psi fv/Fv' = On33 Bending(') fib = 1327 Fb' = 1461 psi fb/Fb' = 0.91 Live De£1'n 0.26 = L/443 0.48 = L/290 0.54 Total Defl'n 0.63 = L/161 0.64 = L/180 in 0.99 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'+ 650 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 2 F cp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 F-in' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V ma.= 350, V design = 315 lbs; M(+) = 836 lbs-ft EIy = 27.04 lb-in^2 "Live" deflection is due to all n n-dead loads (live, wind, Total deflection = 1.5 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 9 WoodWorks­ ,IWAREFORV, COMPANY PROJECT May 1, 2023 10:56 BM04 - Copy Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 6.96 994 lbs Load2 Snow Point 6.96 1350 lbs Self -weight Dead Full UDL 8.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.917' Unfactored• Dead Snow Factored: 555 675 555 675 Total 1229 1230 Bearing: Capacity Beam 18322 18322 Support 18639 18639 Des ratio Beam 0.07 0.07 Support 0.07 0.07 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.50* 0.50- Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sn 575 575 `Minimum bearing length setting used: 1/2" for end supports BM04 Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/8"x7-1/2" Supports: All - Timber -soft Column, Hem -Fir No.2 Total length: 13.94'; Clear span: 13'; Volume = 3.7 cu.ft.; 5 laminations, 5-1/8" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 305 psi fv/Fv' = 0.16 Bending(+) fb = 1956 Fb' = 2722 psi fb/Fb' = 0.72 Live Defl'n 0.33 = L/470 0.65 = L/240 in 0.51 Total Defl'n 0.73 = L/215 0.87 = L/180 in 0.84 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Fv' 265 1.15 1.00 1.00 - - Fb'+ 2400 1.15 1.00 1.00 0.986 1.000 Fcp' 650 - 1.00 1.00 - - E' 1.8 million 1.00 1.00 - - Eminy' 0.85 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: Cfu Cr Cfrt Notes Notch LC# - 1.00 1.00 1.00 2 1.00 1.00 - 2 1.00 - - - 1.00 - - 2 1.00 - - 2 V max = 1230, V design = 1224 lbs; M(+) = 7831 lbs-ft EIy = 324.31 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 13.06' Le = 24.00' RB = 9.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 10 WoodWorks'_ COMPANY PROJECT May 1, 2023 10:47 BM03 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00(6.751) psf Load2 Snow Full Area 25.00(6.751) psf Load4 Dead Partial UDL 0.00 3.81 34.0 34.0 plf Load5 Dead Partial UDL 9.54 16.00 11.0 11.0 plf SelfweightDead Full UDL 15.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16' 15.141' Unfactored• Dead Snow Factored: 1054 1350 994 1350 Total 2404 2345 Bearing: Capacity Beam 18906 18906 Support 24351 24351 Des ratio Beam 0.13 0.12 Support 0.10 0.10 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.70 0.68 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc SUP 1 700 100 BM03 Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 16.0; Clear span: 15.063'; Volume = 7.0 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 46 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 828 Fb' = 1006 psi fb/Fb' = 0.82 Live Defl'n 0.22 = L/825 0.76 = L/240 in 0.29 Total Defl'n 0.46 = L/392 1.01 = L/180 in 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 - 2 Fcp' 625 - 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 Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 2273, V design = 1959 lbs; M(+) = 8365 lbs-ft EIy = 906.17 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 12 a1 r p , ,� 6 f [ 0 q (747 it / ' 7467 1i M?,) W/6 (w) (al,11) (7r� �1= 1-1�1 � Description By � fe M` G j DateVcw ENGINEERING Checked Date Scale Sheet No. 2S0 4th Ave. South Suite 200 Edmonds, WA 98020 Job No. 13 project ' , 425.778.8500 www.cgengineering.com COMPANY PROJECT Q) WoodWorks`�' w�rssow 5 May 1, 2023 10:59 BM05 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 47.0 plf Load2 Snow Full UDL 59.0 plf Load3 Dead Point 4.96 1054 lbs Load4 Snow Point 4.96 1350 lbs SelfweightDead Full UDL 12.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 9.917' Unfactored• Dead Snow 816 967 816 968 Factored: Total 1783 1784 Bearing: Capacity Beam 18906 18906 Support 20003 20003 Des ratio Beam 0.09 0.09 Support 0.09 0.09 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.52 0.52 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 575 575 BM05 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Timber -soft Column, Hem -Fir No.2 Total length: 9.94; Clear span: 9.0'; Volume = 3.6 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 195 psi fv/Fv' = 0.24 Bending(+) fb = 964 Fb' = 1006 psi fb/Fb' = 0.96 Live Defl'n 0.09 = < L/999 0.45 = L/240 in 0.19 Total Defl'n 0.16 = L/677 0.60 = L/180 in 0.27 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1738, V design = 1642 lbs; M(+) = 6645 lbs-ft EIy = 510.84 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 14 WoodWorks­ ,IWAREFORV, COMPANY PROJECT Mar. 15, 2023 10:33 BM06 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 1.79 1000 lbs Load2 Snow Point 1.79 1629 lbs Self -weight Dead Full UDL 5.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6.167' 0' Unfactored• Dead Snow 740 1181 290 448 Factored: Total 1921 737 Bearing: Capacity Beam 4961 4961 Support 21060 21060 Des ratio Beam 0.39 0.15 Support 0.09 0.04 Load comb #2 #2 Length 3.50 3.50 Min req'd 1.36 0.52 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 1300 1300 BM06 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Lumber Post Column, Hem -Fir No.2 Total length: 6.19; Clear span: 5.563'; Volume = 1.1 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 113 Fv' = 172 psi fv/Fv' = 0.66 Bending(+) fb = 1168 Fb' = 1257 psi fb/Fb' = 0.93 Live Defl'n 0.06 = < L/999 0.28 = L/240 in 0.20 Total Defl'n 0.11 = L/631 0.38 = L/180 in 0.28 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 0.990 1.300 - 1.00 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 Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1921, V design = 1918 lbs; M(+) = 2983 lbs-ft EIy = 144.49 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 5.69' Le = 11.06' RB = 8.9 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 15 COMPANY PROJECT Works`�' r.rssow �5 Mar. 15, 2023 10:38 HDR05 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 0.00 3.88 380.0 380.0 plf Load2 Snow Partial UDL 0.00 3.88 634.0 634.0 plf Load3 Dead Point 3.88 2500 lbs Load4 Snow Point 3.88 4044 lbs Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.917' 8.112' Unfactored• Dead Snow Factored: 2673 4285 1422 2216 Total 6958 3638 Bearing: Capacity Beam 21656 21656 Support 23244 23244 Des ratio Beam 0.32 0.17 Support 0.30 0.16 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.77 0.92 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 HDR05 PSL, PSL, 2.2E, 5-1/4"x9-1/4" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 8.94'; Clear span: 8'; Volume = 3.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 177 Fv' = 334 psi fv/Fv' = 0.53 Bending(+) fb = 2669 Fb' = 3432 psi fb/Fb' = 0.78 Live Defl'n 0.13 = L/741 0.41 = L/240 in 0.32 Total Defl'n 0.21 = L/455 0.54 = L/180 in 0.40 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.029 - 1.00 1.00 - - 2 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 6568, V design = 5743 lbs; M(+) = 16654 lbs-ft Eiy = 761.77 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 16 LL J a v N N t 486 (D) + 246 (L) PLF 1# (D) 50# (D) Q — 2400 # (D) 1454 54 # (S) 807 # (S) o 1168 # (L) Lo BM14 BM_1_1 BMX swxsue HDR17 swx 1 RJ01 8S 3#�) 216 # (D)67g BMX 97#() 00 x 1293 # (S) 700 # (D) BM14 00 FJ11,TYP 1594#(L) BMX � rD O O N N M � 1624 # (D) 2498 # (D) 00 m 6308 # (D) 1931 # (S) 2126 # (S) 2549 # (S) /965 # (L) 2362 # (L) 7455 # (L) BM18 YV / BM124 LL J a V N 6058 # (D) t 526 # (D) 825 # D 2987 # (S) 0 877 # (S) 1002 # (S) 2033 # (L) (� M swx wx a 0 FJ11, TYP FJ11, TYP C.0 z N x 0 3 m 8417 # (D) 3139 # S 1147 # (D) 850 # (D) 2200 # (D) 3021 # (L) 1690 # (S) 933 # (S) 2973 # (S) Ln o) . x 676 # (L) N: g �i m m M R1 D1X Q M O 2 00 m 2463 # 1792 # (D) 9 # (D) 3009 # (S) 589 # (S) 102 n 102 300 # (D) 315 # (L) 2 # (L) 3139 # (S) # (L) 380 # (S) 988 O M_ 2 m 3874 # (D) 3294 # (S) 770 # (L) x m 2542 # (D) 1451 # (S) B M 131 2314 # (D) BMX 3411 # (L) �430#(D) I ml 3597#(D) BM121 5059 # (D) 1589 # (S) ■ F1X 1150 # (S) 3532 # (S) 165 # (L) x 4751 # (L) 4127 # (L) g 786 # (D) m 1432 # (L) ■ FJ11, TYP 4297 # (D) 5783 # (D) m 2755 # (S) F1X 994 # (S) 3162 # (L) 1998 # (L) +/- 3644 (EQ) 1300 # (D) 1987 # (S) FJ 11, TYP m (9941 # TOT) B M 122 BMX BM19 HDR14 1866 # (D) RJ01 RJ01 2623 # (S) 800 # (D) 1089 # (L) ■ 500 # (D) 1049 # (L) M F1X pr N 00 l m 1317 # (D) 1881 # (L) BM128 HDR16 ■ i ml 2452 # (D) 9 # BM 128 48(S) 1275 # (L) p 2732 # (D) p 1259#(S) swx HDR15 S")( 1700 # (D) HDR13 BM12 1130 # (S) ,200 # (D) 300 # (D) 305 # (S) 710 # (S) UPPER FL KEY PLAN HDR12 1200 # (D) 1747 # (S) HDR11HDR12 1200 # (D) 2200 # (D) 1747 # (S) 3401 # (S) OOR FRAMING ❑000000000000❑ 17 Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Floor DL = 16 psf (hardwc Floor DL = 28 psf (tile) **Beam sized per Woodworks. See attached Woodworks output. Floor LL = 40 psf Wall DL = 48 psf Deck DL = 16 psf Deck LL = 60 psf UDDer Floor Beams Callout Span (ft) Trib (ft) DL (PLF) LL (PLF) DL Rxn (Ibs) LL Rxn (Ibs) ASD (PLF) Beam Size HDR11 18.5 14.7083 235 368 2177 3401 603 5-1/4 x 11-7/8 PSL HDR12 9.5 14.7083 235 368 1118 1747 603 3-1/2 x 9-1/4 PSL *BM11 24.67 3.75 56 150 694 1850 206 5-1/4 x 11-1/4 PSL BM12 9.167 3.875 62 155 284 710 217 48 HF #2 BM13 17.417 9.1250 137 228 1192 1987 365 5-1/4 x 11-1/4 PSL BM14 16.833 6.1458 92 154 776 1293 246 6x12 DF #2 BM15 13.5 2.2500 34 56 228 380 90 4x8 HF #2 HDR13 9.667 2.33 37 140 180 676 177 4x10 HF #2 HDR14 5.5 9.9000 277 396 762 1089 673 4x10 HF #2 BM16 13.33 5.3330 85 213 569 1422 299 3-1/2 x 9-1/4 PSL BM120 10.25 14.5000 406 580 2081 2973 986 3-1/2 x 11-1/4 PSL HDR17 9.5 6.1458 486 246 2310 1168 732 3-1/2 x 9-1/4 PSL BM123 9.333 8.2500 134 206 626 962 340 4x10 HF #2 BM125 9.333 8.5417 137 342 638 1594 478 3-1/2 x 9-1/4 PSL CG Description Beam Summary Table 0 ENGINEERING 250 4th Ave. South Project Cochran Residence Suite 200 By J D M Date Checked Date Scale Sheet No. Job No. 23038.10 05/01/231 aFORTEWEB Level, FJ11 1 piece(s) 11 7/8" THO 230 @ 16" OC PASSED EA 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 799 @ 4 1/2" 1485 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 757 @ 5 1/2" 1655 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3227 @ 8' 9 3/4" 4215 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.285 @ 8' 9 3/4" 0.563 Passed (L/711) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.484 @ 8' 9 3/4" 0.844 Passed (L/418) 1.0 D + 1.0 L (All Spans) TJ-ProTM Rating 46 45 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge GoldTM Panel (24" Span Rating) that is nailed down. • Additional considerations for the TJ-ProTM Rating include: 1/2" Gypsum ceiling, bridging or blocking at max. 8' o.c.. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Beam - HF 5.50" 5.50" 1.75" 329 470 799 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.75" 323 461 784 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 8" o/c Bottom Edge (Lu) 176" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.g0) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 17' 5 1/2" 16" 28.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Madison CG Engineering (425) 273-1187 joshm@cgengineering.com 4/26/2023 819:59 AM UTC AForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weverhaeuser File Name: Cochran Residence Page 1 / 1 COMPANY PROJECT Works`�' r.rs sow r5 Mar. 21, 2023 15:42 BM11 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(3.251) psf Load2 Snow Full Area 25.00(3.251) psf Self -weight Dead Full UDL 18.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 24.667' Unfactored• Dead Snow 825 1002 825 1002 Factored: Total 1827 1827 Bearing: Capacity Beam 11813 11813 Support 14490 14490 Des ratio Beam 0.15 0.15 Support 0.13 0.13 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 1 800 800 'Minimum bearing length setting used: 1/2" for end supports BM11 PSL, PSL, 2.2E, 5-1/4"x11-1/4" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 24.69'; Clear span: 24.188'; Volume = 10.1 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 42 Fv' = 334 psi fv/Fv' = 0.13 Bending(+) fb = 1178 Fb' = 3358 psi fb/Fb' = 0.35 Live Defl'n 0.46 = L/634 1.21 = L/240 in 0.38 Total Defl'n 0.84 = L/347 1.61 = L/180 in 0.52 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.007 - 1.00 1.00 - - 2 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1797, V design = 1655 lbs; M(+) = 10875 lbs-ft EIy = 1370.43 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com Checked I Date Scale I Sheet No. Job No. I 21 2 , to WoodWorks­ ,IWAREFORV, COMPANY PROJECT Mar. 23, 2023 12:25 BM17 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 6.38 900 lbs Load2 Snow Point 6.38 1293 lbs Self -weight Dead Full UDL 13.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.75' 11. T Unfactored• Dead Snow 528 647 528 647 Factored: Total 1174 1174 Bearing: Capacity Beam 12251 12251 Support 24351 24351 Des ratio Beam 0.10 0.10 Support 0.05 0.05 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.53 0.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 BM17 Timber -soft, Hem -Fir, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 12.75`, Clear span: 11.813'; Volume = 5.6 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 28 Fv' = 161 psi fv/Fv' = 0.17 Bending(+) fb = 667 Fb' = 769 psi fb/Fb' = 0.87 Live Defl'n 0.10 = < L/999 0.59 = L/240 in 0.17 Total Defl'n 0.18 = L/791 0.79 = L/180 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Fv' 140 1.15 1.00 1.00 - - Fb'+ 675 1.15 1.00 1.00 0.990 1.000 Fop' 405 - 1.00 1.00 - - E. 1.1 million 1.00 1.00 - - Emin' 0.40 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: Cfu Cr Cfrt Ci Cn LC# - - 1.00 1.00 1.00 2 1.00 1.00 1.00 - 2 - - 1.00 1.00 - - - 1.00 1.00 - 2 - - 1.00 1.00 - 2 V max = 1162, V design = 1162 lbs; M(+) = 6742 lbs-ft EIy = 766.76 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 11.88' Le = 22.25' RB = 10.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. �L' COMPANY PROJECT Works`�' r.rs sow �5 Mar. 22, 2023 10:09 HDR15 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 183.0 plf Load2 Snow Full UDL 25.0 plf Load3 Dead Point 5.46 1300 lbs Load4 Snow Point 5.46 1987 lbs Self -weight Dead Full UDL 10.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.917' Unfactored• Dead Snow 1700 1130 1700 1130 Factored: Total 2830 2830 Bearing: Capacity Beam 14438 14438 Support 17046 17046 Des ratio Beam 0.20 0.20 Support 0.17 0.17 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.08 1.08 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 HDR15 PSL, PSL, 2.2E, 3-1/2"x9-1/4" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10.94'; Clear span: 10` Volume = 2.5 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 119 Fv' = 334 psi fv/Fv' = 0.36 Bending(+) fb = 2661 Fb' = 3432 psi fb/Fb' = 0.78 Live Defl'n 0.16 = L/775 0.34 = L/360 in 0.46 Total Defl'n 0.43 = L/280 0.50 = L/240 in 0.85 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.029 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 2744, V design = 2566 lbs; M(+) = 11067 lbs-ft Eiy = 507.85 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 23 WoodWorks­ ,IWAREFORV, COMPANY PROJECT Mar. 22, 2023 10:45 BM18 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00(3.831) psf Load2 Snow Full Area 25.00(3.831) psf Load3 Dead Point 14.54 300 lbs Load4 Snow Point 14.54 380 lbs Self -weight Dead Full UDL 13.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.292' Unfactored• Dead Snow Factored: 647 883 862 1154 Total 1530 2016 Bearing: Capacity Beam 12251 12251 Support 24351 24351 Des ratio Beam 0.12 0.16 Support 0.06 0.08 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.69 0.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sn 700 700 BM18 Timbersoft, Hem -Fir, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 17.31'; Clear span: 16.375'; Volume = 7.6 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection usinq Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 42 Fv' = 161 psi fv/Fv' = 0.26 Bending(+) fb = 638 Fb' = 776 psi fb/Fb' = 0.82 Live Defl'n 0.24 = L/827 0.82 = L/240 in 0.29 Total Defl'n 0.50 = L/391 1.10 = L/180 in 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 140 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 675 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.40 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1952, V design = 1786 lbs; M(+) = 6442 lbs-ft EIy = 766.76 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 25 COMPANY PROJECT Works`�' r.rs sow r5 Mar. 22, 2023 10:59 BM19 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 6.88 740 lbs Load2 Snow Point 6.88 1180 lbs Load3 Dead Point 12.71 290 lbs Load4 Snow Point 12.71 448 lbs Load5 Dead Point 16.71 1500 lbs Load6 Snow Point 16.71 2323 lbs Self -weight Dead Full UDL 18.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 20.25' Unfactored• Dead Snow 1022 1328 1866 2623 Factored: Total 2350 4489 Bearing: Capacity Beam 21656 21656 Support 23244 23244 Des ratio Beam 0.11 0.21 Support 0.10 0.19 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.60 1.14 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 BM19 PSL, PSL, 2.2E, 5-1/4"x11-1/4" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 20.25`, Clear span: 19.313'; Volume = 8.3 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 114 Fv' = 334 psi fv/Fv' = 0.34 Bending(+) fb = 1761 Fb' = 3358 psi fb/Fb' = 0.52 Live Defl'n 0.48 = L/486 0.97 = L/240 in 0.49 Total Defl'n 0.83 = L/281 1.29 = L/180 in 0.64 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.007 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + S Bending (+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 4489, V design = 4489 lbs; M(+) = 16252 lbs-ft EIy = 1370.43 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. W COMPANY PROJECT Works`�' r.rs sow r5 Mar. 22, 2023 14:50 BM121 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 16. 00(5.50') psf Load2 Live Full Area 40.00 (5.50') psf Load3 Dead Partial UDL 0.00 1.50 46.0 46.0 plf Load4 Dead Point 1.50 2200 lbs Load5 Live Point 1.50 2973 lbs Self -weight Dead Full UDL 10.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.5' 8.126' Unfactored• Dead Live 2314 3411 786 1432 Factored: Total 5725 2217 Bearing: Capacity Beam 7875 7875 Support 8820 8820 Des ratio Beam 0.73 0.28 Support 0.65 0.25 Load comb #2 #2 Length 3.00 3.00 Min req'd 2.18 0.84 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 800 800 BM121 PSL, PSL, 2.2E, 3-1/2"x9-1/4" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 8.5; Clear span: 8'; Volume = 1.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 248 Fv' = 290 psi fv/Fv' = 0.86 Bending(+) fb = 1749 Fb' = 2984 psi fb/Fb' = 0.59 Live Defl'n 0.10 = < L/999 0.27 = L/360 in 0.36 Total Defl'n 0.16 = L/620 0.41 = L/240 in 0.39 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 1.000 1.029 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 5669, V design = 5359 lbs; M(+) = 7273 lbs-ft EIy = 507.85 lb -in A2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. COMPANY PROJECT Works`�' r.rs sow �5 May 1, 2023 11:15 HDR16 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 553.0 plf Load2 Snow Full UDL 224.0 plf Load3 Dead Point 5.04 900 lbs Load4 Snow Point 5.04 1293 lbs Self -weight Dead Full UDL 10.1 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.083' 327' Unfactored• Dead Snow 3285 1776 3285 1776 Factored: Total 5061 5061 Bearing: Capacity Beam 14438 14438 Support 17046 17046 Des ratio Beam 0.35 0.35 Support 0.30 0.30 Load comb #2 #2 Length 5.50 5.50 Min req'd 1.93 1.93 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 HDR16 PSL, PSL, 2.2E, 3-1/2"x9-1/4" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 10.06'; Clear span: 9.188'; Volume = 2.3 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 190 Fv' = 334 psi fv/Fv' = 0.57 Bending(+) fb = 3287 Fb' = 3327 psi fb/Fb' = 0.99 Live Defl'n 0.15 = L/748 0.47 = L/240 in 0.32 Total Defl'n 0.39 = L/286 0.62 = L/180 in 0.63 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 0.970 1.029 - 1.00 1.00 - - 2 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 4767, V design = 4097 lbs; M(+) = 13674 lbs-ft Eiy = 507.85 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 9.31' Le = 17.50' RB = 12.6 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 29 Description By l/v Date 21 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. 30 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Wood Beam LIC# : KW-06015244, Build:20.22.10.25 DESCRIPTION: Copy of BM122 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2021 Fb - Fc - Prll Wood Species iLevel Truss Joist Fc - Perp Wood Grade Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling E(5 939) D(1.3) S(1.987) 1)I U0.21 5.25x16.0 Span = 18.333 ft Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.5410, L = 0.2180 , Tributary Width = 1.0 ft Point Load : D = 1.30, S = 1.987 k @ 9.167 ft Point Load : E = 5.939 k @ 3.542 ft Point Load : E = -5.939 k @ 14.792 ft DESIGN SUMMARY Project File: Cochran Residence.ec6 (c) ENERCALC INC 1983-2022 2900 psi E: Modulus of Elasticity 2900 psi Ebend- xx 2200 ksi 2900 psi Eminbend - xx 1118.19ksi 750 psi 290 psi 2025psi Density 45.07pcf E(-5.939) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.743 1 Maximum Shear Stress Ratio = 0.422 : 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 fb: Actual = 2,086.69psi fv: Actual = 122.32 psi F'b = 2,808.86 psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.167ft Location of maximum on span = 17.062ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.141 in Ratio = 1556 > 360 Span: 1 : L Only Max Upward Transient Deflection -0.039 in Ratio = 5710 > 360 Span: 1 : E Only Max Downward Total Deflection 0.633 in Ratio = 347 > 240 Span: 1 : +D+0.750L+0.750S+0.5250E Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 10.007 8.094 Max Upward from Load Combinations 10.007 8.094 Max Upward from Load Cases 5.850 5.850 Max Downward from all Load Conditio -3.644 Max Downward from Load Cases (Resis -3.644 D Only 5.850 5.850 +D+L 7.848 7.848 +D+S 6.844 6.844 +D+0.750L 7.349 7.349 +D+0.750L+0.750S 8.094 8.094 +D+0.70E 8.401 3.299 31 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM122 Vertical Reactions Load Combination +D+0.750L+0.750S+0.5250 E +0.60D +0.60D+0.70E L Only S Only E Only Support notation : Far left is #1 Values in KIPS Support 1 Support 2 10.007 6.181 3.510 3.510 6.061 0.959 1.998 1.998 0.993 0.994 3.644 -3.644 32 WoodWorks'_ COMPANY PROJECT May 1, 2023 11:31 BM124 - Glulam Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 0.00 15.54 101.0 101.0 plf Load2 Snow Partial UDL 0.00 15.54 169.0 169.0 plf Load3 Dead Point 15.54 466 lbs Load4 Snow Point 15.54 640 lbs Load5 Dead Partial UDL 0.00 12.04 98.0 98.0 plf Load6 Live Partial UDL 0.00 12.04 246.0 246.0 plf Load7 Dead Point 12.04 626 lbs Load8 Snow Point 12.04 972 lbs Load9 Dead Partial UDL 12.04 19.92 130.0 130.0 plf Load10 Live Partial UDL 12.04 19.92 186.0 186.0 plf Self -weight Dead Full UDL 17.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k - 19.917' Unfactored• Dead Live Snow Factored: 2498 2362 2126 2707 2065 2112 Total 5864 5840 Bearing: Capacity Beam 18322 18322 Support 22691 22691 Des ratio Beam 0.32 0.32 Support 0.26 0.26 Load comb #3 #3 Length 5.50 5.50 Min req'd 1.76 1.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 700 700 BM124 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x15" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 19.94'; Clear span: 19` Volume = 10.6 cu.ft.; 10 laminations, 5-1/8" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 104 Fv' = 305 psi fv/Fv' = 0.34 Bending(+) fb = 1900 Fb' = 2724 psi fb/Fb' = 0.70 Live Defl'n 0.42 = L/541 0.64 = L/360 in 0.66 Total Defl'n 0.76 = L/301 0.96 = L/240 in 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Notch LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 0.987 - - 1.00 1.00 - 3 Fop' 650 - 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 #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 5736, V design = 5345 lbs; M(+) = 30422 lbs-ft EIy = 2594.49 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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 33 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: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM126 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2900 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2900 psi Ebend- xx 2200ksi Fc - Prll 2900 psi Eminbend - xx 1118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750 psi Wood Grade Parallam PSL 2.2E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1 5.25x14.0 Span = 17.083 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.6310, L = 0.2380, S = 0.2470 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.799. 1 Maximum Shear Stress Ratio = 0.466 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 2,276.88psi fv: Actual = 135.06 psi F'b = 2,850.80 psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.542ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.180 in Ratio = 1137 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.743 in Ratio = 275 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+S +D+0.750L +D+0.750L+0.750S +0.60D L Only S Only Support notation : Far left is #1 Values in KIPS Support 1 Support 2 8.693 8.693 8.693 8.693 5.586 5.586 5.586 5.586 7.619 7.619 7.696 7.696 7.111 7.111 8.693 8.693 3.352 3.352 2.033 2.033 2.110 2.110 35 COMPANY PROJECT WoodWorks�, Mar.23.202320:34 BM128 , Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00(2.33') psf Load2 ,now Full Area 25.00 (2.33') psf Load3 Dead Partial UDL 0.00 3.00 388.0 388.0 plf Load' Dead Partial DEL 11.00 15.25 388.0 388.0 plf Load' Dead Point 3.00 553 lbs Load' Snow Point 3.00 815 lbs Load7 Dead Point 11.00 553 lbs Load' Snow Point 11.00 815 lbs Load' Earthquake Point 3.00 6386 lbs Load10 Earthquake Point 11.00 -6386 lbs Loadll Earthquake Point 15.25 6386 lbs Loadll Dead Point 15.25 450 lbs Load13 Snow Point 15.25 103 Its Self-wei ht Dead Full UDL 19.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16.75' Unfactoto ; Dead Snow Earthquak 2542 1451 3111 2723 1259 2742 Factored: Total 5544 5106 Bearing: Capacity Beam 21656 21656 Support 23244 23244 Des ratio Beam 0.18 0.16 Support 0.17 0.17 Load comb #3 #3 Length 5.50 5.50 Min req'd 1.01 1.01 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc su 7001 1 700 BM128 PSL, PSL, 2.2E, 5-1/4"x11-7/8" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 16.75'; Clear span: 15.813'; Volume = 7.3 cu.fl. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 92 Fv' = 334 psi f'IF'' Bending(+) £b = 1320 Fb' = 3338 psi fb/Fb' Live Defl'n 0.1' _ < L/999 0.53 = L/360 0.29 Total De£1'n 0.38 = L/509 0.80 = L/240 in0.98 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.001 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #3 = D + 0.75(S + 0.7E) Support 2 - LC #3 = D + 0.75 (S + 0.7E) D=dead S=snow E=earthquake All LC', a e listed in the Analysis output Load combinations: CALCULATIONS: V max = 3842, V design = 3642 lbs; M(+) = 13571 lbs-ft EIy = 1611.76 lb -in% Apparent E approximates the effect of shear deflection. "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 37 COMPANY PROJECT It ] WoodWorks�, June 5, 2023 09:53 BM131 - Copy , Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL No 0.44 15.52 68.0 68.0 plf Lcad2 ,now Partial UDL Yes 0.44 15.52 84.0 84.0 plf Load3 Dead Point No 15.52 113 lbs Lcad4 Snow Point Yes 15.52 161 lbs Load' Dead Point No 15.52 466 lbs Load' Snow Point Yes 15.52 640 lbs Load7 Dead Point No 9.69 220 lbs Load' Live Point Yes 9.69 315 lbs Load9 Dead Point No 12.27 1000 lbs Load10 Snow Point Yes 12.27 1629 lbs Self'eightDead Fu 11 UDL No 13.0 elf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 19.956, 10.915, 19.498' Unfactored• Dead Live Snow 311 27 334 2463 315 3009 304 -27 455 Factored: Total Bearing: 645 5472 758 Capacity Beam 14438 6915 1313 Support 17146 5472 - Des ratio Beam 0.04 0.79 0.58 Support 0.04 1.00 - Load comb #e #4 #9 Length 5.50 2.26 0.50* Min reg'd 0.50* 2.26** 0.50* Cb 1.00 1.17 1.00 Cb min 1.00 1.17 1.00 Cb support - 1.11 - Fe Pop 700 625 'Minimum bearing length setting used: 1/2" for end supports '*Minimum bearing length governed by the required width of the supporting member. BM131 PSL, PSL, 2.2E, 3.1/2"x11-7/8" Supports: 1 - Timber -soft Column, D.Fir-L No.2; 2 - Timber -soft Beam, D.Fir-L No.2; 3 - Hanger; Total length: 19.94% Clear span: 10.813', 8.438% Volume = 5.8 cu.ft. Lateral support: top = continuous, bottom = at end supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Anal s s Value n Desi Value Unit Anal sis/De si Shear fv* =1 119 Fv' 339 spsi £v*/Fv' = On36 Bending(l) fb = 470 Fb' = 3338 fb/Fb' = 0.14 Bending(-) £b = 555 Fb' = 2704 psi fb/Fb' = 0.21 Live Defl'n 0.02 = < L/999 0.29 = L/360 0.07 Total De£1'n 0.03 = < L/999 0.43 = L/240 0.07 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Cv Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 4 Fb '+ 2900 1.15 - 1.00 1.000 1.001 - 1.00 1.00 - - 9 Fb'- 2900 1.15 - 1.00 0.810 1.001 - 1.00 1.00 - - 4 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 9 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 9 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #9 = D + S (pattern: sS) Bending(-): LC #4 = D + S Deflection: LC #9 = (live) LC #9 = (total) Bearing : Support 1 - LC #8 = D + S (pattern: Ss) Support 2 - LC #4 = D + S Support 3 - LC #9 = D + S (pattern: sS) D=dead L=live S=snow 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: CALCULATIONS: V max = 4036, V design* = 3306 lbs; M(+) = 3222 lbs-ft; M(-) = 3606 lbs-ft EIy = 1074.51 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 19.50' Le = 35.68' RB = 20.4; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 39 t Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM132 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,400.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade 24F-V8 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.792) L(2.0.035) 1L(0.087) ly 7 D(0.149) L(0213) D(0.239) L(0.342) 5.125x18 Span = 18.917 ft Applied 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 = 0.2390, L = 0.3420 k/ft, Extent = 0.0 -->> 15.354 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1490, L = 0.2130 k/ft, Extent = 15.354 --» 18.917 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0350, L = 0.0870 k/ft, Extent = 13.688 --» 18.917 ft, Tributary Width = 1.0 ft Point Load : D = 1.792, L = 2.129, S = 1.589 k @ 13.688 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7131 Maximum Shear Stress Ratio = 0.468 : 1 Section used for this span 5.125x18 Section used for this span 5.125x18 fb: Actual = 1,659.70 psi fv: Actual = 124.13 psi F'b = 2,328.84 psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.253ft Location of maximum on span = 17.467ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.311 in Ratio = 730 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.551 in Ratio = 412 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.783 8.364 Max Upward from Load Combinations 6.783 8.364 Max Upward from Load Cases 3.843 4.751 D Only 2.940 3.614 +D+L 6.783 8.364 +D+S 3.379 4.763 +D+0.750L 5.822 7.177 +D+0.750L+0.750S 6.152 8.039 +0.60D 1.764 2.168 L Only 3.843 4.751 41 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM132 Vertical Reactions Load Combination S Only Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.439 1.150 VA 470 # (D) 1776 # (L) MAIN FLOOR FRAMING KEY PLAN 43 COMPANY PROJECT Works`�' r.rs sow r5 June 5, 2023 09:28 DJ21 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.011) psf Load2 Live Full Area 1 60.00(16.0") psf Self -weight Dead Full UDL 3.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.071' Unfactored• Dead Live Factored: 107 369 104 356 Total 476 460 Bearing: Capacity Joist 2239 1425 Support 2798 1781 Des ratio Joist 0.21 0.32 Support 0.17 0.26 Load comb #2 #2 Length 5.50 3.50 Min req'd 1.17 1.13 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - 1.25 Fop sup 4051 1 405 Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. DJ21 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: 1 - Lumber Stud Wall, Hem -Fir Stud; 2 - Lumber -soft Beam, Hem -Fir No.2; Floor joist spaced at 16.0" etc; Total length: 9.06'; Clear span: 8.313`, Volume = 1.1 cu.ft. Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 30 Fv' = 116 psi fv/Fv' = 0.25 Bending(+) fb = 348 Fb' = 782 psi fb/Fb' = 0.44 Live Defl'n 0.05 = < L/999 0.28 = L/360 in 0.16 Total Defl'n 0.07 = < L/999 0.42 = L/240 in 0.17 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending (+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live 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: CALCULATIONS: V max = 436, V design = 334 lbs; M(+) = 916 lbs-ft EIy = 231.37 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 45 WoodWorks­ ,IWAREFORV, COMPANY PROJECT Apr. 26, 2023 00:55 DJ22 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.011) psf Load2 Live Full Area 1 60.00(16.0") psf Self -weight Dead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.167' 7 Unfactored• Dead Live Factored: 96 327 96 327 Total 423 423 Bearing: Capacity Joist 5156 5156 Support 4176 4176 Des ratio Joist 0.08 0.08 Support 0.10 0.10 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.56_ 0.56_ Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - 1 Pop sup 4051 1 405 rvununum ueanny ienyui yuvemeu uy uie reyuneu wiuur ui me suppunury memuer. Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. DJ21 Lumber -soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Lumber Stud Wall, Hem -Fir Stud Floor joist spaced at 16.0" c/c; Total length: 8.19'; Clear span: 7.25; Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 25 Fv' = 180 psi fv/Fv' = 0.14 Bending(+) fb = 263 Fb' = 1035 psi fb/Fb' = 0.25 Live Defl'n 0.02 = < L/999 0.24 = L/360 in 0.07 Total Defl'n 0.03 = < L/999 0.36 = L/240 in 0.07 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Fv' 180 1.00 1.00 1.00 - - - Fb'+ 900 1.00 1.00 1.00 1.000 1.000 - Fcp' 625 - 1.00 1.00 - - - E' 1.6 million 1.00 1.00 - - - Emin' 0.58 million 1.00 1.00 - - - CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 379, V design = 280 lbs; M(+) = 692 lbs-ft EIy = 284.76 lb-in^2 "Live" deflection is due to all non -dead loads (live Total deflection = 1.5 dead + "live" Cr Cfrt Ci Cn LC# 1.00 1.00 1.00 2 1.15 1.00 1.00 - 2 - 1.00 1.00 - - - 1.00 1.00 - 2 - 1.00 1.00 - 2 wind, snow...) Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM21 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.07072) L(0.1768) 5.25x14.0 Span = 8.333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 7.540 ft Uniform Load : D = 0.0160, L = 0.040 ksf, Extent = 0.0 -->> 8.333 ft, Tributary Width = 4.420 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.148 1 Maximum Shear Stress Ratio = 0.147 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 420.77 psi fv: Actual = 42.57 psi F'b = 2,850.80 psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.167ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 5058 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.029 in Ratio = 3493 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a W. Wood Beam LIC# : KW-06015244, Build:20.22.10.25 DESCRIPTION: Copy of BM22 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2021 Fb - Fc - Prll Wood Species iLevel Truss Joist Fc - Perp Wood Grade Parallam PSL 2.2E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 195328 5.25x14.0 Span = 17.0 ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Project File: Cochran Residence.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 2,200.Oksi Eminbend - xx 1.118.19ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 12.208 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.627: 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 1,786.20 psi fv: Actual F'b = 2,850.80 psi F'v Load Combination +D+L Load Combination Location of maximum on span = 8.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.349 in Ratio = 583 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.506 in Ratio = 403 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a 0.367 : 1 5.25x14.0 = 106.48 psi = 290.00 psi +D+L = 0.000 ft = Span # 1 • Description By �' A Date CheckedlV\ Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. 50 Edmonds, WA 98020"gau cat, t 425.778,8500 f t www.cgengineering.com Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM23 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.25x14.0 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 9.90 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.692 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 1,972.92 psi fv: Actual F'b = 2,850.80 psi F'v Load Combination +D+L Load Combination Location of maximum on span = 9.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.356 in Ratio = 606 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.626 in Ratio = 344 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L +0.60D L Only Support notation : Far left is #1 Support 1 Support 2 6.266 6.266 6.266 6.266 3.564 3.564 2.702 2.702 6.266 6.266 5.375 5.375 1.621 1.621 3.564 3.564 0.386 : 1 5.25x14.0 = 112.01 psi = 290.00 psi +D+L = 16.883 ft = Span # 1 Values in KIPS 51 COMPANY PROJECT Works`�' r.rs sow r5 Mar. 28, 2023 11:16 BM24 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 5.00 2200 lbs Load2 Live Point 5.00 2973 lbs Load3 Dead Partial Area 0.00 5.00 16. 00(14.50') psf Load4 Live Partial Area 0.00 5.00 40.00(14.501) psf Loads Dead Partial Area 0.00 5.00 10.00(8.001) psf Self -weight Dead Full UDL 19.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15.125' 15.02' Unfactored• Dead Live 2934 4431 1119 1442 Factored: Total 7365 2561 Bearing: Capacity Beam 7365 2561 Des ratio Beam 1.00 1.00 Load comb #2 #2 Length 1.87 0.65 Min req'd 1.87 0.65 Cb 1.00 1.00 Cb min 1.00 1.00 BM24 PSL, PSL, 2.2E, 5-1/4"x71-7/8" Supports: All - Hanger Total length: 15.13', Clear span: 14.938'; Volume = 6.5 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 153 Fv' = 290 psi fv/Fv' = 0.53 Bending(+) fb = 2418 Fb' = 2903 psi fb/Fb' = 0.83 Live Defl'n 0.29 = L/618 0.50 = L/360 in 0.58 Total Defl'n 0.50 = L/359 0.75 = L/240 in 0.67 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 1.000 1.001 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 7295, V design = 6356 lbs; M(+) = 24865 lbs-ft EIy = 1611.76 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 52 ME COMPANY PROJECT Works`�' r.rs sow r5 Apr. 25, 2023 23:32 BM25 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 4.54 8417 lbs Load2 Live Point 4.54 3021 lbs Load3 Snow Point 4.54 3139 lbs Self-wei ht Dead Full UDL 2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.1' 12.637' Unfactored• Dead Live Snow 5599 1957 2034 3108 1064 1105 Factored: Total 8592 4735 Bearing: Capacity Beam 8592 21656 Support - 12529 Des ratio Beam 1.00 0.22 Support - 0.38 Load comb #3 #3 Length 2.18 5.50 Min req'd 2.18 2.08** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - 1.07 Fop sup - 405 '*Minimum bearing length governed by the required width of the supporting member. BM25 PSL, PSL, 2.2E, 5-1/4"x14" Supports: 1 - Hanger; 2 - Lumber -soft Sill plate, Hem -Fir No.2; Total length: 13.13'; Clear span: 12.438'; Volume = 6.7 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 154 Fv' = 290 psi fv/Fv' = 0.53 Bending(+) fb = 2336 Fb' = 2851 psi fb/Fb' = 0.82 Live Defl'n 0.11 = < L/999 0.42 = L/360 in 0.27 Total Defl'n 0.32 = L/468 0.63 = L/240 in 0.51 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 1.000 0.983 - 1.00 1.00 - - 2 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 3 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 7556, V design = 7527 lbs; M(+) = 33391 lbs-ft Eiy = 2641.10 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 54 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM26 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.1834) L(0.262) D(0.028 41) S(2.022) D(0.121008) L(0.30252) D(0.09832) L(0.2458) 5.25x18.0 Span = 18.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 6.145 ft Uniform Load : D = 0.0160, L = 0.040 ksf, Extent = 0.0 -->> 8.667 ft, Tributary Width = 7.563 ft Uniform Load : D = 0.0280, L = 0.040 k/ft, Extent = 8.667 - > 11.750 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0280, L = 0.040 ksf, Extent = 11.750 - > 18.250 ft, Tributary Width = 6.550 ft Point Load : D = 5.554, L = 1.941, S = 2.022 k @ 11.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.887.. 1 Maximum Shear Stress Ratio = 0.569 : 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 fb: Actual = 2,458.79 psi fv: Actual = 165.14 psi F'b = 2,772.37 psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.723ft Location of maximum on span = 16.785ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.277 in Ratio = 790 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.579 in Ratio = 378 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+S +D+0.750L +D+0.750L+0.750S +0.60D L Only S Only Support notation : Far left is #1 Support 1 Support 2 9.486 11.604 9.486 11.604 5.291 6.020 4.195 6.020 9.486 11.604 4.915 7.322 8.164 10.208 8.704 11.184 2.517 3.612 5.291 5.584 0.720 1.302 Values in KIPS 55 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cochran Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of BM27 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,900.0 psi Ebend- xx 2,200.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.2E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(2.702),L(3.564) 5.25x14.0 Span = 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 15.750 ft Uniform Load : D = 0.0320 , Tributary Width = 1.0 ft Point Load : D = 2.702, L = 3.564 k @ 13.750 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.6631 Maximum Shear Stress Ratio = 0.424 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb: Actual = 1,891.39 psi fv: Actual = 122.99 psi F'b = 2,850.80 psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.620ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.262 in Ratio = 664 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.395 in Ratio = 439 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.117 12.735 Max Upward from Load Combinations 7.117 12.735 Max Upward from Load Cases 4.752 7.947 D Only 2.366 4.788 +D+L 7.117 12.735 +D+0.750L 5.929 10.748 +0.60D 1.419 2.873 L Only 4.752 7.947 57 COMPANY PROJECT Works`�' WARf FOR k Apr. 26, 2023 00:17 BM29 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial Area 0.18 6.02 16.00(6.00') psf Load2 Live Partial Area 0.18 6.02 60.00 (6.00') psf Load3 Dead Partial Area 6.01 13.68 16.00(10.75') psf Load4 Live Partial Area 6.01 13.68 60.00 (10.75') psf Self -weight Dead Full UDL 18.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.85' Unfactored• Dead Live 938 3051 1190 3995 Factored: Total 3989 5184 Bearing: Capacity Beam 10828 10828 Support 9668 9668 Des ratio Beam 0.37 0.48 Support 0.41 0.54 Load comb #2 #2 Length 2.75 2.75 Min req'd 1.13** 1.47** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fop sup 1 625 625 '*Minimum bearing length governed by the required width of the supporting member. BM28 PSL, PSL, 2.2E, 5-1/4"x11-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 13.88'; Clear span: 13.375'; Volume = 5.7 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 111 Fv' = 290 psi fv/Fv' = 0.38 Bending(+) fb = 1743 Fb' = 2920 psi fb/Fb' = 0.60 Live Defl'n 0.29 = L/557 0.45 = L/360 in 0.65 Total Defl'n 0.38 = L/428 0.68 = L/240 in 0.56 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 1.000 1.007 - 1.00 1.00 - - 2 Fop' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 5184, V design = 4364 lbs; M(+) = 16086 lbs-ft EIy = 1370.43 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. WoodWorks­ ,IWAREFORV, COMPANY PROJECT June 5, 2023 09:37 BM29 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(8.171) psf Load2 Live Full Area 1 60.00(8.17') psf Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7.25' 0' Unfactored• Dead Live 470 1776 470 1776 Factored: Total 2246 2246 Bearing: Capacity Beam 5130 5130 Support 14651 14651 Des ratio Beam 0.44 0.44 Support 0.15 0.15 Load comb #2 #2 Length 3.50 3.50 Min req'd 1.53 1.53 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 1300 1300 BM29 Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber Post Column, Hem -Fir No.2 Total length: 7.25; Clear span: 6.688'; Volume = 1.6 cuff Wet service; Incised; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 140 psi fv/Fv' = 0.53 Bending(+) fb = 860 Fb' = 864 psi fb/Fb' = 1.00 Live Defl'n 0.07 = < L/999 0.23 = L/360 in 0.33 Total Defl'n 0.11 = L/715 0.34 = L/240 in 0.34 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 0.80 - 2 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.6 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.58 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending (+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 2107, V design = 1589 lbs; M(+) = 3579 lbs-ft EIy = 369.34 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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 Works`�' r.rs sow r5 June 5, 2023 09:58 BM210 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 4.03 2463 lbs Load2 Live Point 4.03 315 lbs Load3 Snow Point 4.03 3009 lbs Self-wei ht Dead Full UDL 23.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t - 15.969' 15.125' Unfactored• Dead Live Snow Factored: 2046 240 2288 764 75 721 Total 4334 1485 Bearing: Capacity Beam 21656 21656 Support 19336 19336 Des ratio Beam 0.20 0.07 Support 0.22 0.08 Load comb #4 #4 Length 5.50 5.50 Min req'd 1.23** 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fop Sup 1 625 625 *Minimum bearing length setting used: 1/2" for end supports *Minimum bearing length governed by the required width of the supporting member. BM210 PSL, PSL, 2.2E, 5-1/4"x14" Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 16.0`, Clear span: 15.063'; Volume = 8.2 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 88 Fv' = 334 psi fv/Fv' = 0.26 Bending(+) fb = 1089 Fb' = 3278 psi fb/Fb' = 0.33 Live Defl'n 0.10 = < L/999 0.50 = L/360 in 0.19 Total Defl'n 0.18 = L/986 0.76 = L/240 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2900 1.15 - 1.00 1.000 0.983 - 1.00 1.00 - - 4 Fcp' 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 #4 = D + S Bending(+): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing : Support 1 - LC #4 = D + S Support 2 - LC #4 = D + S D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 4334, V design = 4306 lbs; M(+) = 15561 lbs-ft Eiy = 2641.10 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 61 FDN KEY PLAN 62 F--k 63 t 23:0 9+ 2aW 7mqt 9+ ` 9 _ 9317 # D + 0.75(S + L) 2.16 FTG35 3292 # D + L 1.28 Description v By , Date / 1 q Checked Date "l ENGINEERING ° J scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020� n 63 425.778.8500 2 www.cgengineering.com , Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.308 Lat. = 47.840 St = 0.464 Long. _ -122.348 SMS = FaSs = 1.570 Fa = 1.200 SMt = F St = 0.852 Fv = 1.836 SDS = (2/3)SMs = SDt = (2/3)SMt = Ta = Cthnx R Factor = IE Factor = 1.046 0.568 0.26 Ct = 0.02 hn = 30.833 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.046 W V = (SDSIW)/R = 0.161 W V = (SD1 IW)/RTa = 0.334 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Seismic Base Shear Ly J D M 03/06/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Cochran Residence 64 Edmonds, WA 98020 23038.10 3/6/23, 1:10 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information Address: 8475 Frederick PI, Edmonds, WA 98026, USA Coordinates: 47.8402591,-122.3478455 Elevation: 55 ft Timestamp: 2023-03-06T21:06:56.985Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.308 MCER ground motion (period=0.2s) St 0.464 MCER ground motion (period=1.0s) SMS 1.57 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.047 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.Os SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.Os CRS 0.906 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.561 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.673 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.308 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.445 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.71 Factored deterministic acceleration value (0.2s) S1RT 0.464 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.518 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 1.155 Factored deterministic acceleration value (1.0s) PGAd 0.959 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Mt, Baker-Snoqualmie National Forest dmond data ©2023 Google Report a map error The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 65 Disclaimer https://hazards.atcouncil.org/#/seismic?lat=47.8402591 &ing=-122.3478455&address=8475 Frederick P1%2C Edmonds%2C WA 98026%2C USA 112 B A3.1 A A32 B A3.2 A A3.3 WIALLLI 3ELOUPORPER B A33 F - - - - - - - - - - - - - - - - - - - -- SLOPE _ oc� 1 08� sf w SLOPE a _ -_ ___ ________________________ .... o� 386.18 sf '-------------- --- 111` om Nv B (TERRACE BELOW) _ _ _ RIDGE _ 1,158.25 sf A3O 4.12 SLOPE ' 7^2 2.470.65 sf 2,644.16 sf CRICKET -- T-- -- L. ______.. '° _______________ OUTLINE OF MAIN Ll-- °wo +1 - SLOPE ' 1:12 SLOPE _ 7:12 FLOOR EXTERIOR WALLS BELOW OUTLINE OF UPPER FLOOR F�TERIOR WALLS BELOW OUTLINE OF MAIN FLOOR EXTERIOR WALLS BELOW OUTLINE OF UPPER A3D FLOOR EXTERIOR WALLS BELOW SLOPE _ 7:�2 \ CRICKET OUTLINE OF MAIN FLOOR EXTERIOR WALLS BELOW A3LJ c7 SLOPE ' 112 SLOPE 712 NORTH SIDE BRICK AREA MAX. ALLOWED 13LDO HT = 34'-41/8" DATUM EL - 77-0" - - ..- . . - - - - - - - - - - C 67 U C CV OOL DECK EL = +/- 4'-01/ ATUM EL = +/- 46-8" III I I II III I I I I I I I II I II I I I I IIL� -J - �IIII II IILL -J - JII I I I I I II I II I I I II I II I WEST SIDE BRICK AREA MAX. ALLOWED BLDG HT: DATUM EL = 77-0" 1 3/4 MAX. ALLOWED BLDG HT = 34-410' DATUM EL = 77-0" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DF (T. 12 12 7� 7 DF N L.Njo i __N mi_ . -1.- - -.-.- - -.-.- - -.-.- - -.-.- - -.-.- - -.-.- -.-.- - -.-.- L LO SOUTH SIDE BRICK AREA MAX. ALLOWED BLDG HT = 34'-41/8" DATUM EL = 77-0" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — ROOF EL — . — — — — — DATUM (T.O. RfD 1 3/4 --� - I I I I I EAST SIDE BRICK AREA 70 ,L UPPER 1 t Y DATUM (T.O. Pb CV T u UPPERI DATUM (T.O. 5U 'ur"i, foul Y DATUM N (T.O. Pb in FIN. GR/ AVE. EX. DATUM MAIN FL DATUM ISI0Ci DATUM (T.O. Pb Seismic Forces - Vertical Distribution (Primary Building) (15 + 5 psf)(2644.16 sf) + (39 psf)(840.71 sf) + (5 psf)(815 sf) Refer to ASCE 7-16 Section 12.8.3 1.0 z tory w;. hi w.. h.k Shear Sum Diaphragm DL Area wpL Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ew; � h k F. FX Roof Framing - - 89.7 27.5 2468 0.49 12.5 12.5 2nd Framing - - 134.8 1 19.4167 2617 0.51 13.3 25.8 E = 224.5389 - 5085 1.00 25.8 - (16 + 10 psf)(2020.8 sf) + (28 + 10 psf)(449.85 sf) + (15 + 5 psf)(1035.5 sf) + (39 psf)(1139.69 sf) Base Shear (ULT) 36.1 kips Base Shear (ASD) 25.8 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 12.5 12.5 2nd Framing 1.0 13.3 25.8 E = 25.8 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wpX Fpx (Min) Fpx (Max) FpX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 89.7 89.7 12.5 12.5 12.5 13.4 26.8 13.4 2nd Framing 134.8 224.5 13.3 25.8 15.5 20.1 40.3 20.1 Y`.._ Seismic & Diaphragm Force Distribution JDM ✓ " 05/01/23 Checked Date ENGINEERING Scale NTs sheet No. 250 4th Ave. South project Job No. Suite 200 Cochran Residence 71 Edmonds, WA 98020 23038.10 Seismic Forces - Vertical Distribution (Garage) (15 + 5 psf)(1158.25 sf) + (39 psf)(381.09 sf) Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Shear Sum Diaphragm DL Area wpL tory w;. hi w.. h.k Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ew; � h k F. FX Roof Framing - - 38.0 1 19.4167 738 1.00 4.4 4.4 4.4 - E = 38.02751 - 738 1.00 Base Shear (ULT) 6.1 kips Base Shear (ASD) 4.4 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Includina Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 4.4 4.4 2nd Framing 1.0 0.0 4.4 E = 4.4 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wPX FPx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 38.0 38.0 4.4 4.4 4.4 5.7 11.4 5.7 2nd Framing 0.0 38.0 0.0 4.4 0.0 0.0 0.0 0.0 Y`... Seismic & Diaphragm Force Distribution JDM ✓ " 03/21/23 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. Suite 200 Cochran Residence 72 Edmonds, WA 98020 23038.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) Building Exposure Exp.= D Basic Wind Speed V= 97 Risk Category IW= II Top of Roof Height (feet) h= 34 Mean Roof Height (feet) hmean= 30.833 Building Length (feet) L= 109.29167 Building Width (feet) W= 59.4167 End Zone Width, a (feet) a= 5.94167 Roof Angle Angle= 30.3 Design Wind Pressure, psi PS30A= 16.8 Design Wind Pressure, psi PS30B= 11.5 Design Wind Pressure, psi ps30c= 13.4 Design Wind Pressure, psi P530D= 9•2 Height/Exposure Adjustm, Amaz 1.67 Topo. Effect Coeff., KZt KZt 1.00 Vaarl = V,,It*VO.6 2018 1BC ASCE 7-16 Section 1609.4 Section 26.7.3 Per Jurisdiction Table 1.5-1 Section 1609.3.1 ULT ASD Min. ASD p,=A*Kzt*ps30 ps=A*Kzt*ps30*O.6 Per ASCE 28.5.4 28.0 16.8 9.6 PS30A= PS30B= 19.1 11.5 4.8 P530c= 22.3 13.4 9.6 P530D= 15.3 9.2 4.8 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 X-Direction ASD Min. ASD Area,A = 117.4 Roof = 7112 4038 Area,B = 133.5 Area,C = 147.3 Area,D = 178.4 Area,A = 255.2 2nd = 8122 5209 Area,B = 0.0 Area,C = 287.4 Area,D = 0.0 Y-Direction ASD Min. ASD Area,A = 197.9 Roof = 6798 4160 Area,B = 3.2 Area,C = 170.8 Area,D = 125.9 Area,A = 229.9 2nd = 7560 4867 Area,B = 0.0 Area,C = 277.1 Area,D = 0.0 Description Wind Summary (Primary Structure) By JDM Date 3/21/2023 Checked Date ENGINEERING scale sheet No. 250 4th Ave South Suite 200 NTS project Job No. Edmonds, WA 98020 Cochran Residence 23038.10 73 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) Building Exposure Exp.= D Basic Wind Speed V= 97 Risk Category IW= II Top of Roof Height (feet) h= 34 Mean Roof Height (feet) hmean= 30.833 Building Length (feet) L= 109.29167 Building Width (feet) W= 59.4167 End Zone Width, a (feet) a= 5.94167 Roof Angle Angle= 30.3 Design Wind Pressure, psi PS30A= 16.8 Design Wind Pressure, psi PS30B= 11.5 Design Wind Pressure, psi ps30c= 13.4 Design Wind Pressure, psi P530D= 9•2 Height/Exposure Adjustm, Amaz 1.67 Topo. Effect Coeff., KZt KZt 1.00 Vaarl = V,,It*VO.6 2018 1 BC Section 1609.4 Section 1609.3.1 ULT ASD Min. ASD p,=A*Kzt*ps30 p,=A*Kzt*ps30*O.6 Per ASCE 28.5.4 28.0 16.8 9.6 PS30A= PS30B= 19.1 11.5 4.8 P530c= 22.3 13.4 9.6 P530D= 15.3 9.2 4.8 X-Direction Area,A = 164.2 Roof = Area,B = 0.0 Area,C = 47.7 Area,D = 0.0 Y-Direction Area,A = 123.8 Roof = Area,B = 128.3 Area,C = 71.3 Area,D = 68.1 Description ENGINEERING 250 4th Ave South project Suite 200 Edmonds, WA 98020 Wind Summary (Garage) Cochran Residence ASCE 7-16 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 By JDM Date 3/21/2023 Checked Date Scale Sheet No. NTS Job No. 23038.10 74 3/6/23, 1:06 PM ATC Hazards by Location 6 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information Address: 8475 Frederick PI, Edmonds, WA 98026, USA Coordinates: 47.8402591,-122.3478455 Elevation: 55 ft T i m esta m p: 2023-03-06T21:05:57.351 Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 ASCE 7-05 Mt, Baker-Snoqualmie National Forest dmond data ©2023 Google Report a map error MRI 10-Year ____________________ 67 mph MRI 10-Year------------------------------ 72 mph ASCE 7-05 Wind Speed _______ 85 mph MRI 25-Year----------------------------------- 73 mph MRI 25-Year------------------------------ 79 mph MRI50-Year ___________________ 78 mph MRI50-Year ------------------------------ 85 mph MRI100-Year __________________ 83 mph MRI 100-Year ______________ 91 mph Risk Category l ________________ 92 mph Risk Category l ____________ 100 mph Risk Categoryll _______________ 97 mph Risk Categoryll ____________ 110 mph Risk Category III _______________ 104 mph Risk Category III -IV ___________ 115 mph Risk Category IV 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 75 https://hazards.atcouncil.org/#/wind?lat=47.8402591 &ing=-122.3478455&address=8475 Frederick P1%2C Edmonds%2C WA 98026%2C USA 1 /1 Topo North America TM 10 Harbour•Pointe G J �c. )c Point ( mp Q� i QU c Serener , =mow 'S y�tByRI I 7- m S Norma Beach _ 148TH STSW m L'� F EL Pi nic.Point-rNortt%L +I�:�ds wood rulr.h - -jJ ¢' I �Mai dale 11 _ I ` D Beverly as,< , < r g i- sB 1-73RD PL-SW� y y 99 � — w I k 160T ST SW z- O� a m �L r e ^ FI F Perrinvill = - - 41 <� n m nn r 9 k r-f � 181E GFT OR Alderwood-ManorAL , Lynnwood J, Alderwood Village - Y 3 x = j a < 1816 — m- gv p- Cedar Valley �04S� Edmonds M IN- v Seattle Heights a a n o t i t i N A �o v %3TT Bp 212TH STSW < 2'12TH ST-sw TT 9 < p Edwards Point ', r to rz WRY p o o, < > w - `C— 220TH STSW m 220TH+ST gyy - \Woodway 1 a ESp@raDlSe 179 _ __ - I, 424.8 ft 300ft ❑❑❑❑❑❑❑❑❑❑❑ 200 ft 100 ft Oft -100 ft 0 mi 2,640ft 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: 356.5 ft Avg Grade: 2 Climb Elev: 431.7 ft Desc Elev: 75.2 ft Max. Elev: 424.8 ft Min. Elev: -0.2 ft Climb Dist: 1.5 mi Desc Dist: 3,416.9 ft Data use subject to license. TN Scale 1 : 62,500 / b © Del-orme. Topo North America T" 10. MN (14.7'E) m www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 HarbourPointe 3G J Point �a Ic W rJ ON Serene'�� yRD — 44 � t rt' Norma ch "� 1 ATHSTSW m- I- o Pi io.Point-NorHi.Lynnwood W� fohi pds' ❑ m i -Mea ' dale rt $ L) Beverly Acre8 ¢' m m Br 99 L1J3±BPL-SW,ILL ` 3 U1 1— lEN 180TH ST SW - 4 m a OV ( ae� of :E _ _� _ �Perdnvill m S rk k m + 181B a N Aiderwood-Manor f" �Lynnw000d C> derwoodVillage G r -- G9SPER5_ST a lewood is m 181E o (++ � t ° .r. v � _ , ^ g9 Cedar Valley p - o - i 104ST g D MAIN Seattle Hgjialhts� �N A 0 - _Edmonds . Bp 212TH ST SW i n 21zTH ST'SW < p _+ aW�DpI T-•� m m m m Edwards Point �eZl N wAY - } o' 2 179 W w0 `, `- 220TH ST SW m ST 220TH :,xt �Woodway - e Esperance 179 451.3 ft 400 ft SITE NOT ON TOP 300ft HALF OF HILL 200 ft Kzt = 1.0 100 ft Oft -100 ft 0 mi 2,640ft 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: 421.2 ft Avg Grade: 3 Climb Elev: 607.4 ft Desc Elev: 186.3 ft Max. Elev: 451.3 ft Min. Elev: -0.9 ft Climb Dist: 1.6 mi Desc Dist: 3,993.7 ft Data use subject to license. TN Scale 1 : 62,500 / / © DeLorme. Topo North America- 10. ^ MN (14.7"E) k% 0 % 1'A 2 www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 H 73Ab _ �I H156 3 0 46TH PL W AA 3A" HJ Lb_ r '3 (1 < °� c 48TW-PL' W 7d�'tf{ iTc -3 46TH PL W r 48, AVE W W 48TH AVE W m n vi PU 1 186TH p�W > I �49TH �— (D o D7 {{L86 V, �M Id H18b Iu )d L ) a n 51STPOWEll I 50TH_AVE�W r F- I- ID K o U) M 3AV H10S ( n co 3% \_ I\ SZND AVE W to J J v 00-+—o�� w I i k�'_ L_ L00� T .. a _ 52ND PL�Wt I a ` I�M Id ON_ZS , 3 e_ IAA 3/1�y Oa£S 3• � x M l�d.H1bS C° 1 Y W. r m pL W) I a a :% 57TR. r56TH•PLW a apFl 56TH AVE 4V c o y �r� 11 "' % II r $ o M 3AV aNZS p 1 -I f o i d3 =- a cn '� ! �v- a Jl,�, n M 3AV H165 3AV HlbS '4p�_ C ' _+ �Fs M 3AV_H1SS r o+ a, -� j'd r g G = z 0 E m o W } Gym c Li` Mtn l_d H1L$ a M ld.� 195 , r j 8TH PL W ^ ^JI vJ 60T .AVE Wr�I j i {M• 60TH AVE W '" L AVE W 3� b T�I I If w� 8�Hf1 IW y y�o u3j c 3 I; 60TH_AVE W �� J 60TH AVE W a �- �- a `N ' ~ O 0 Z o ri a `615T IlOg b15T PL }- 62ND AVE W ` ND PL+N' 1 "'Ti�G" = 1615T PLPL 63 3Rp PL W v, ! 63RD AVE W m AVY W �' w II 647H-AVE W V M` 3� u 3/1 64TH m lbg_ Q� 1 65TH PL W 1 3 3 y N /. a', . ld H1S9 3AV H1S9 / ���66TH AVE W 3/Ib' 1 6S W 6T� L WC�` 66 AVE W J v� VE.W 68TH W 2 Do ., 3•=t J +',' 3AV H189 a r� ^ 1 9FAaI�dWA•l0 _ J 69' PLLW ~ .+ t 210 3�JaR1.3f118 Lry .7 ND ;; %2N �E r M 3Ad H101L N N M 3A 'H10L M IlOL� o 0 ���- z r ° pbF <C M 3AV ONZL— , M 3 74TH AVE WI 74TH PL W 7 AVE W �H1bL I-1 76TH AVE W 7,,6TH AVE_W � co v 1M.33AVJH119LL` I m /j���j� H]p IWt77TH AVE W c�i .x Q _ >� I77T7 tun)-_ 98TH PL W J {-I� 77TH` VE WI - J,U l8d.H1-� hWi (D W co �W-'� *ll 3in 6VI.E1 W 2 �J5dY nn 15T PL 1STA l xr 2NDco 8 I82ND AVE 8?"MS�--16A Ln f ra�soNS 83RD WT N4L^8TH AVE "1 .,. - N c C,ZJ r Wr -" 86TH AVE 86TH PL M ld H158 `Tr' 88TH AVE 1N 88T4H PN c 89TH PL W = 91 ST AVE- W 89TH AV W- r-t �. TLLCREST PL r 1 MAP.LEW0 DR_ I rn 7iq, ND AVE W x P ,; •PARK,. w 0 -Y2"'' TH N ld 1ST6 J ao•aN�iH C o v o � N I ' '. � F- tl1JIdWll0 114. v w 0 Q L �j/�I IJ}I}- ° N 3�IV'HL6[T N 1" I'[ 1 3- ~ 0 c 0. Z o i J Z 3AV H19 w Q v . i O N d) c TZ , 0 `n Q / E o of rn �n ? w C j 0 z f O J E U ._ U 00 O O o t` co O a Q c L � x U 0 0 Z 0 E CL d 0 9 ~ � N ai E 7 J -25Z0 cu (6 5 m H 3 h ul p 46TH-PL W ti r; \ 3� f 1 (I S m F 48TH! 'E W : _ 48TH AVE W c 48TH"PL' W a (n � SW 186TN-PL 9TH PL W �� SOTH AVE W 1 M-ly�d( E o �H1I8b rn Y v a N r�51ST PL LL_IL 1 ) 1n ro �rxLN ° Z �� 52ND PL � m a �N M Id GNZS a c 3 IM 3AV 0VES 3. v �-= "t o- "y ma L+-3J u� m h1 3AV H105 r'l 52ND AVE W M 3 V ONZS $ u~ o M b\ZS �i F- l'r d K �Od� `' -� to M M 3AV H1bS �j o �. �n i �. •• M ld.HlbS v+ a i .+ o a 57TH'PL- W a m �I 56TH AVE W a M 3AV H1LSr a M fld.tH195 Mild-'H195 i{1 3AV HltiS �p � ° -+ $ � M 3AV HISS �� -�LU PLIWJ� day Sd'� �3 I _ m 6 �_ ^JMi ''r 3 11 ��r� ` JI v' AVE W 8TH J n I y c 7 WL I_ J 60TH AVE W a M Q 60TH.AVEtW M--LL�—lL 60_TH L 60IH.AVE � N Q-,r 1109 62ND AVE W 61ST PL f 615T�PL j �F IjND PL W �- �61STAVEW r[16 '63RD` 3RDlPPl W �' � �r �D•NZ9 �: �64TH'AVE W ML'3AV ld dNZ9 I aQ �• M•3Ab. Hlb9 M 3AV Hlb9 , Lb.9_M 3AV Hlb9 65TH PL W 3 ° M'1d 159 l3AV H1S9 rL66TH_AVE W T p-r\ 11 �jj" 6 E W J vim' m ' 1 l I, cn 7 M 3 ~' E W 67TWAVE'W c a M F H �1 1L9 6S' v , M 3AV H.189 _68TMAVE-W-68T _ �i • IdWI l0 L in e t i 2ND AV�W 72ND AVE 1 b0 394R1.3ll1 M 3A4 VH10r ry ONM 3AV H10L M l rw(0L 72ND PL W -�— _ o 0 D �AVH19L M 3AV. ZL ' 73RD AVE W 74TH AVE W 74TH J b1 AVE W �H16L �Z6TH A 7.6TH AVEI W = >_ 77fH PLIW 77TH AVE W E 0 iD N v .S v W _y - -a _ 78TH PL W I �HJJl X 1 Q` a El a M-ld•H1r8L- M ld.Hl8' J815T AVE WL�� 'MST PL W— -�^I7 m as 82ND A VE W 82ND AVE W—_� W �6 t Y 83RD AVE rF p W "� E �Z 84TH� AVE W� 84TH AA W N p _.. - = F„ 1 N - wr M Id 86TH AVE; 86TH PL 'v; � HISS `TT BOTH AVE W EYd I 88TH PLNV V -89TH^•P�L W W' gqJ!,_ 915T AVE W 89?H Pl x DR ' } �MAPLEWDDD m � �92ND AVE W � "r92ND AVE. W PARK PL 1 Id LST6� ��L E o in . � o � v w 210ONV�IIH a�p -� I I ,� ❑ ❑ �— Q �SjO w 3AV JIdWAIo � �� W w S ❑ ❑ w o w �17La a ❑ ❑ ❑ in 3AV r El El El~ p 0 N 3AV Hl8- z �JN a (� ❑ ❑ ❑ -3AV H1L c a O SIN-3AV ❑ ❑ ❑ Hl9 Y w v a� ❑ ❑ ❑ m ❑ ❑ ❑ C) m ��� El El El CQ =.Z It N E i O _ C N Q W j 0 � \ O J E O O O O O O N O O O O O V M N O O V a Q c L U O 0 Z o E CL d O 9 ~ � N N E 7 J 6 N PRELIMINARY ELEVATIONS SUBJECT TO ALTERATIONS AFTER STRUCTURAL ENGINEERING REVIEW MAX. ALLOWED BLDG HT = 34'-41/8" DATUM EL = 77-O" - - - - -- - - - - -------------- - - - - -- - - - - - - - - - - - - - - - - i 147 POOL DECK EL = +l- 4'-01/8" DATU A EL = +/- 46-8" . I I I I II I I I I II I II I II I II 12.0„ X-DIRECTION WIND AREAS CV 12 N 10 Ims III I III I I IIL-� I I I JIII - - -- I I - - - - - - - - - - - - - - - - 80 12'-0" I 12'-0" MAX. ALLOWED SLDG HT - 34-41/8" 0.47 sf DATUM EL = 77-0" - - - - - - - - - - - - - - - - - - - - - - - - _ - - 2-7�-sf--- - - - - - - - - - - - - - - - - - - - - - - - - - ROOF EL DATUM E (T.0. RTD( 7 12 12 UPPER F - - - - - - - - - - - - - - - - - DATUM E (T.O. PLA UPPER F DATUM E T.O. SUE MAIN FL( - DATUM N (T.O. PLA Lim AVE. EX. i � DATUM E i MAIN FLC DATUM E _ _ _ _ _ (T.O. SUE -I - - LOWER F ---- ----- -------.-.-.-.-.-.-.-.-.-.-.-.- .-.-.-.-. -.- -- ---- - - - - - - - — - - - ---- - --.-.-._ - - - - - - - - - - - - - - - - - - - - -._-. DATUM (T.0. PLA 12'-0" I I I I I I I I I — — - DATUM E (T.O. 5LA Y-DIRECTION WIND AREAS m 12 MAX. ALLOWED BLDG HT = 34'-41/8" DATUM EL = 77-0" 12'-0" 12,_0„ X-DIRECTION WIND AREAS (GARAGE) 82 ce) N Feq = 6265 # Feq = 6265 # Fw = 3399 # Feq = 6265 # Fw = 3556 # > ( DB— Feq = 6265 # Fw = 3556 # 83 UPPER LATERAL KEY PLAN Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 12.5 kips (Story Shear) = 8.0833 Fx wind = 7.1 kips StoryShear = 8.0833 g_= 3.5 Wx = 229.0 PLF seismic 0.87 Wx= 130.0 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (o.s-o.t4sm(pL 0.6*DL Net Uplift E 54.7 12.5 7.1 Date 05/04/23 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 Project Cochran Residence Job No. 84 Edmonds, A98020 W 23038.10 Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift Hold -dorm Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 2 4 4.5 4.5 9.75 27.35417 - - 1.0 1.0 1.0 334 334 334 135 135 135 SW4 SW4 SW4 4.0 4.0 9.3 3.0 3.0 2.8 1.7 1.7 1.6 0.1 0.1 1.1 0.1 0.1 1.1 0.1 0.1 1.3 0.1 0.1 1.3 2.9 2.9 1.8 2.9 2.9 1.8 MST48 MST48 MST37 MST48 MST48 MST37 6.3 - - 3.6 - - 1.0 1.0 25.3 B 1 2 3 4 5 4.5 4.5 4.9167 5.375 11.25 27.35417 - - - - 1.0 1.0 1.0 1.0 1.0 205 205 205 205 205 83 83 83 83 83 SW6 SW6 SW6 SW6 SW6 4.0 4.0 4.4 4.9 10.8 1.9 1.9 1.8 1.8 1.7 1.1 1.1 1.0 1.0 1.0 0.1 0.1 0.3 0.6 0.3 0.1 0.1 0.3 0.6 0.3 0.1 0.1 0.4 0.7 0.3 0.1 0.1 0.4 0.7 0.3 1.8 1.8 1.5 1.2 1.5 1.8 1.8 1.5 1.2 1.5 MST37 MST37 MST37 MST37 MST37 MST37 MST37 MST37 MST37 MST37 6.3 - - - - 3.6 - - - - 1.0 1.0 13.3 25.3 1.0 Shearwalls: 1/2" sheathing w/ DF studs Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 10d@6"o.c. 310 plf None SW4 10d@4"o.c. 460 plf SW3 10d@3"o.c. 600 plf SW2 10d(a2"o.c. 770 Plf 2SW4 10d@4"o.c. 920 Plf 2SW3 10d@3"o.c. 1200 plf kips 2SW2 10d(a2"o.c. 1540 Plf kips Re kips 1550 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula 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 Re -Galt 8.5 kips Description By Upper Floor Shear Walls JDM Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 10d@6"o.c. 310 plf None SW4 10d@4"o.c. 460 plf SW3 10d@3"o.c. 600 plf SW2 10d(a2"o.c. 770 Plf 2SW4 10d@4"o.c. 920 Plf 2SW3 10d@3"o.c. 1200 plf kips 2SW2 10d(a2"o.c. 1540 Plf kips Re kips 1550 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula 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 Re -Galt 8.5 kips Description By Upper Floor Shear Walls JDM Upper Floor Shear Walls - Walls Below the Roof Framing M Y - Direction Walls Fy (EQ) = 12.5 kips (Story Shear) Story Hi = 8.0833 F wind = 6.8 kips Sto Shear Wall Hi= 8.0833 Max h/w 3.5 Wy = 234 PLF seismic S. = 0.87 WY = 127 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6A.14S.)DL 0.6*DL Net Uplift Hold-down Line Line DL Line Mark Length Width 2wdh Shear Shear Callout HID Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 2 A 11.0833 26.79167 1.0 356 138 SW4 10.6 3.0 1.6 0.5 0.5 0.7 0.7 2.5 2.5 MST48 MST48 6.3 3.4 8.3 B 6.5 - 1.0 356 138 SW4 6.0 3.1 1.7 0.2 0.2 0.3 0.3 2.9 2.9 MST48 MST48 - - 4.9 3 A 18.5417 26.79167 1.0 153 59 SW6 18.0 1.3 0.7 1.0 1.0 1.3 1.3 0.3 0.3 None None 6.3 3.4 9.9 B 8.5833 - 1.0 153 59 SW6 8.1 1.3 0.7 0.5 0.5 0.6 0.6 0.8 0.8 MST37 MST37 - - 9.9 C 13.875 - 1.0 153 59 SW6 13.4 1.3 0.7 0.3 0.3 0.4 0.4 1.0 1.0 MST37 MST37 - - 1.0 £ 53.6 12.5 6.8 _Input Cell Input Cell w/ Formula Description By Date Upper Floor Shear Walls JDM 05/04/23 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 85 Project Cochran Residence Job No. Edmonds, WA98020 23038.10 Feq = 12910 # T Al Fw=7179# B ^ sw BMX Feq = 12910 # /1 E Fw = 7617 # � o ■ Feq = 12910 # Fw = 7617 # x m x m R1 DJX 2A x m 2DI r A3 BMX F1X x x m F I r BMX �)I� BMX m 2E x x a a BMX BMX B2 BMX IFeq = 15096 # Feq = 2186 # 3 Fw = 9743 # Fw = 2564 # 4 A44 swx BMX a 0 3A m m O O Feq = 2186 # Fw = 1697 # ■ j3B B4 ---� MAIN LATERAL KEY PLAN 86 — 4C) Main Floor Shear Walls - Walls Below the Upper Floor Framino X - Direction Walls Fz (ED) = 13.3 kips (Story Shear) Story HT = 10 Story HT 7 Fz (wind) = 8.1 kips (Story Shear) Wall HT = 9 Wall HT • 7 Maz Ww 3.5 Max I✓w 3.5 Wx = 243 PLF seismic Sos = 1.05 S. = 1.05 Wx= 148 PLF wind Line Load ED Wind ED Wind Net Uplift Governing ED Wintl Wall Wall SW Trib From Above ED, WL ED Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6'DL From Above Net UpliH Hold-down Line Line DL Line Mark Length Width EQ Wind 2w/h Shear Shear Callout HD Length UpIiH Uplift End i End j End i End j End i End j End i End j End i End] Load Load Trib A 1 4 27.35417 6.3 3.6 0.9 716 302 SW2 3.5 7.3 4.3 0.2 0.2 0.2 0.2 2.9 2.9 10.0 10.0 HDU14 HDU14 12.9 7.6 6.1 2 4 - - - 0.9 716 302 SW2 3.5 7.3 4.3 0.2 0.2 0.2 0.2 2.9 2.9 10.0 10.0 HDU14 HDU14 - - 6.1 3 7.2083 - - - 1.0 636 268 SW2 6.7 6.8 4.0 0.2 0.2 0.2 0.2 0.0 1.3 6.7 8.0 HDU8 HDU11 - - 1.5 4 5.0833 - - - 1.0 636 268 SW2 4.6 7.1 4.2 0.1 0.1 0.1 0.1 0.0 0.0 7.0 7.0 HDU8 HDU8 - - 0.0 B 1 4.375 27.35417 6.3 3.6 1.0 759 320 SW2 3.9 8.3 4.9 0.1 0.1 0.2 0.2 0.0 0.0 8.2 8.2 HDU11 HDU11 12.9 7.6 2.4 2 4.375 - - - 1.0 759 320 SW2 3.9 8.3 4.9 0.1 0.1 0.2 0.2 0.0 0.0 8.2 8.2 HDU11 HDU11 - - 2.4 3 4.375 - - - 1.0 759 320 SW2 3.9 8.3 4.9 0.1 0.1 0.1 0.1 0.0 0.0 8.2 8.2 HDU11 HDU11 - - 1.0 4 4.375 - - - 1.0 759 320 SW2 3.9 8.3 4.9 0.1 0.1 0.1 0.1 0.0 0.0 8.2 8.2 HDU11 HDU11 - - 1.0 C 1 18 0 0.0 0.0 1.0 121 67 SW6 17.5 1.2 1.0 1.3 1.3 1.7 1.7 0.0 0.0 0.0 0.0 None None 2.2 1.7 14.7 D 1 2 0 0.0 0.0 0.6 629 349 SW2 1.5 4.8 3.7 0.1 0.1 0.2 0.2 0.0 0.0 4.7 4.7 HDU8 HDUB 2.2 1.7 14.7 - 2 2.0833 - - 0.6 604 335 SW2 1.6 4.7 3.7 0.1 0.1 0.2 0.2 0.0 0.0 4.6 4.6 HDUB HDUB - - 14.7 3 2 - - - 0.6 629 349 SW2 1.5 4.8 3.7 0.1 0.1 0.2 0.2 0.0 0.0 4.7 4.7 HDUB HDUB - - 14.7 £ 54.7 12.5 7.1 30.2 18.6 Inpul Cell Input Cell w/ Formula Description Main FloorShearWalls By JDM Checked Date 05/04/23 Date X-Direction ENGINEERING 250 4th Ave. Sou[h Suite 200 Scale rvTs Sheet No. 84 Project Cochran Residence Job No. Edmonds, WA 98020 23038.10 Sheenn'alls: 1/2" Sheathing w/ DF Studs Nil - 0 plf SWB 10d@6"o.c. 310 plf SW4 10d@4"o.c. 480 plf SW3 10d@3"o.c. 600 plf SW2 10d@2"O.c. 770 plf 2SW4 10d@4"O.c. 920 plf 2SW3 10d@3"O.c. 1200 plf 2SW2 10d(�2"O.c. 1540 plf RrCalc 1550 plf Holdown Table Nil - 0 kips None - 0.5 kips HDU2 (2}2x HF 2.215 kips HDU4 (2}2x HF 3.3 kips HID (2 (2}2x HF 4.1 kips HDU8' 4x DF#2 7.0 kips HDU11 fi>5 DF#1 9.5 kips HDU14 fi>5 DF#1 14.4 kips kips kips R�Celc 14.5 kips Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 13.3 kips (Story Shear) Story HT = 10 Fy (wind) = 7.6 kips(Story Shear) Wall HT = 9 Max lvw 3.5 Wy = 248 PLF seismic S. = 1.05 W = 141 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above Net Uplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2w/h Shear Shear Callout HD Length UpIiH UpIiH End i End j End i End j End i End j End i End j End i End j Load Load Trib 2 A 5.875 26.79167 6.3 3.4 1.0 458 182 SW4 5.4 5.0 2.8 0.1 0.1 0.2 0.2 0.0 0.0 4.9 4.9 HDUB HDU8 12.9 7.2 0.0 B 3.375 - - - 0.8 610 242 SW2 2.9 5.4 3.0 0.1 0.1 0.1 0.1 0.0 0.0 5.3 5.3 HDUB HDU8 - - 0.0 C 3.0625 - - - 0.7 672 267 SW2 2.6 5.5 3.0 0.1 0.1 0.1 0.1 1.2 1.2 6.6 6.6 HDUB HDUB - - 0.0 D 9.14583 - - - 1.0 458 182 SW4 8.6 4.8 2.7 0.2 0.2 0.2 0.2 1.4 0.0 6.1 4.7 HDUB HDU8 - - 0.0 E 6.75 - - - 1.0 458 182 SW4 6.3 4.9 2.7 0.1 0.1 0.2 0.2 0.0 0.0 4.8 4.8 HDUB HDUB - - 0.0 3 A 19.2917 26.79167 6.3 3.4 1.0 404 186 SW4 18.8 4.2 2.7 0.5 0.5 0.7 0.7 0.0 0.0 3.6 3.6 HDU5 HDU5 15.1 9.7 2.0 B 5.2083 - - - 1.0 404 186 SW4 4.7 4.5 2.9 0.1 0.1 0.2 0.2 0.0 0.0 4.3 4.3 HDUB HDU8 - - 2.0 C 6.4167 - - - 1.0 404 186 SW4 5.9 4.4 2.8 0.2 0.2 0.3 0.3 0.0 0.0 4.2 4.2 HDUB HDUB - - 4.6 D 6.4167 - - - 1.0 404 186 SW4 5.9 4.4 2.8 0.2 0.2 0.3 0.3 0.0 0.0 4.2 4.2 HDUB HDUB - - 4.6 4 A 28.4167 0 0.0 0.0 1.0 77 64 SW6 27.9 0.8 0.9 0.7 0.7 0.9 0.9 0.0 0.0 0.1 0.1 None None 2.2 2.6 1.0 E 53.6 12.5 6.8 30.2 19.5 Input Cell Input Cell w/ Formula Description Main Floor Shear Walls By JDM Date 05/04/23 Checked Date Y-Direction Scale NTS Sheet No. ENGINEERING 250 4th Ave. South Suite 200 85 Project Cochran Residence Job No. Edmonds, WA 98020 23038.10 Feq =0# Fw = 2031 # Feq =0# Fw = 4061 # Feq = 0 # Feq = 12910 # TFw = 3780 # 2 Fw = 10959 # Al 1A Em (LOADS FROM ABOVE CARRIED BY rnmr.RFTF LOWER LATERAL KEY PLAN 0 Lower Floor Shear Walls - Walls Below the Main Floor Framing X - Direction Walls Fx (ED) = kips (Story Shear) Story HT = 9 Fx(.Ind)= 8.1 s Sto Shear) Wall HT= 8 SAME WIND LOAD AS MAIN FLOOR SHEAR WALLS. a TRIBUTARY TO THIS LEVEL IS LESS THAN TO MAIN Wz= 0 PLF seismic S. 1.05 LEVEL, SO DESIGN IS CONSERVATIVE. Wx= 2031 PLF wind Line Load ED In ED Wind Net Uplifl Governing Eq Wind Wall Wall SW Trib From Above ED, WL ED Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6-DL From Above Net Uplift Hold-down Line Line DL Line Mark Length Width ED Wind 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j End i End J Load Load Trib A 1 16.833 1 0.0 0.0 1.0 0 86 SW6 16.3 0.0 1.1 0.4 1 0.4 0.5 1 0.5 0.0 1 0.0 1 0.6 1 0.6 1 H1)U2 I HDU2 0.0 2.0 1.0 1.0 0.0 D 2 725 0.0 0.0 1.0 0 173 SW6 6.8 0.0 2.3 0.1 0.1 0.2 0.2 0.0 0.0 2.2 2.2 HDU2 HDU2 0-0 41 0.0 £ 4.0 15.1 9.3 Sheerv/alls: 1/2" Sheathing w/ DF studs Nil - 0 plf SW6 10d@6"o.c. 310 plf SW4 10d@4"o.0. 460 plf SW3 10d@3"o.c. 600 plf SW2 10d@2"o.c. 770 plf 25W4 10d@4"oA. 920 plf 25W3 10d@3"oA. 1200 plf 2SW2 10d@�"oA. 1540 plf Re -Celt 1550 plf C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Hold In Table Nil - 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDU5 (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDU11 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 14.4 kips kips ps ki Re -Cal. 14.5 kips Input Cell Input Cell w/ Formula 15.1 17.4 Lower Floor Shear Walls JDM 05/04/23 Checked Date X-Direction Scale Sheet No. NTS Project Job No. Cochran Residence 90 23038.10 Lower Floor Shear Walls - Walls Below the Main Fy (EQ) = kips (Story Shear) Fy(wind)= 7.s s Sto Shear) Wy= 0 PLF seismlc Wy = 449 PLF wind Line Load Wall Wall SW 7rib From Above Line Mark Length Width EQ Wind Floor Framl Story Hr = 9 Wall HT 8 Max w S. 1.05 EQ, WL EQ Wind 2w/h Shear Shear Y - Direction Walls SAME WIND LOAD AS MAIN FLOOR SHEAR WALLS. TRIBUTARY TO THIS LEVEL IS LESS THAN TO MAIN LEVEL, SO DESIGN IS CONSERVATIVE. EQ Wind EQ Wind Net Uplift Governing SW Reduced Gross Gross (a.8-0.14am(DL 0.6'DL From Above Net Uplift Hold-down Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j End i End J EQ Line Load Wind Line Load DL 7rib 1 A B 20.4167 10.5833 8.4167 - 0.0 - 0.0 - 1.0 1.0 0 0 87 87 SW6 SW6 19.9 10.1 0.0 0.0 1.1 1.2 1.0 0.3 1.0 0.3 1.3 0.4 1.3 0.4 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.7 None HDU2 No HDU2 0.0 - 3.8 - 8.4 3.6 2 A B C 12.25 13 11.75 8.4167 - - 12.9 - - 7.2 - - 1.0 1.0 1.0 349 349 349 212 212 212 SW4 SW4 SW4 11.8 12.5 11.3 3.3 3.3 3.3 2.8 2.8 2.8 0.6 0.3 0.3 0.6 0.3 0.3 0.8 0.4 0.4 0.8 0.4 0.4 0.0 0.0 6.5 0.0 0.0 7.0 2.7 2.9 9.5 2.7 2.9 10.0 H13114 H13114 HDU11 H13114 HD114 HDU14 12.9 - - 11.0 - - 8.4 2.3 1.5 L 16.8 15.1 9.7 nput Cell Input Cell w/ Formula 15.1 17.3 JIMLower ENGINEERING 250 4th Ave. South Suite200 Edmonds, WA 98020 Description Floor Shear Walls By JDM Date 05/04/23 Y-Direction Checked Date Scale NTS Sheet No. 91 Project Cochran Residence Job No. 23038.10 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residenceac6 LIC#'. KW-06015244, Build'.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retained Calculations per IBC 2018 1807.3, CEC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.00ft AIIow Soil Bearing = 2,000.0 par Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psfM Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 R Passive Pressure Soil Density, Heel = 250.0 psf/ft = 110.00 pct Soil Density, Toe = 110.00 pct Footii Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #Ift Used To Resist Sliding & Overtumin9 ...Height to Top Toimm = 00.0 R 0.00R Surcharge Over Toe = 0.0 ...Height to = Used for Sliding 80verturning Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in (Strength Level) Project Title: Engineer - Project ID: Project DesCr: Adjacent Footing Load Adjacent Footing Load = 0.0 be Footing Width = 0.00 it Eccentriaty = 0.00 in Wall to Fig CL Dist = 000ft Footing Type Spread Footing Base Above/Below Soil = 0.0 R at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Cochran Resideros ec6 LIC#''. KW-060152d4, BUAd'.2p22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retained Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0459 in2#i (4/3)' As : 0.0612 in2/R Min Stem T&S Raid Area 0.864 i1­2 200bd#y: 2o0(12)(4)/60000: 0.16 in2lfl Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2lft 0.001811 : 0.0018(12)(8): 0.1728 m2/ft Horizontal Reinforcing Options: ------------ One laver of : Two lavers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2M #6@27.50 in #6@55.00 In Footing Data Footing Design Results Toe Width = 0.67 R Tce Heel Heel Width = 1.42 Factored Pressure = 2,435 0 psf Total Footing Width = 2.08 Mu': Upward = 451 0 R4 Footing Thickness = 12.00 in Mu' : Downward = 55 21l R4 Key Width = 0.00 in Mu: Design _ 397 OK 217 R4 OK phiMn - 2,500 2,500ft-# Key Depth = 0.00 in Actual l-Way Shear = 0.09 4.83 psi Key Distance from Toe = O.00fl AIIow 1-Way Shear = 40.00 40.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = None SPec'tl Min. As % - 0.0018 Key Reinforcing = None Speed Cover @ Top 2.00 @ Stm= 3.00 in Fceting Torsion, T. = 0.00 R-Ibs Footing AIIow. Torsion, phi Tu = 0.00 R-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn=phi'5'lambda'sgrhfo)'Sm Heel: phiMn = phi'5'IamOda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.54 I Min footing T&S reinf Area per fool 0.26 in2 a If one laver of honzontal bars: If two lavers of horizontal bars: #4@ a26m #4C1 18.52 in #5@ 14.35 in #5@ 28.701n #6@ 20.37 in #6@ 40.74 m Cantilevered Retaining Wall LIC#'. KW-08015244 BUIId.20.22.1025 CG ENGINEERING Project File: Cochran Residenoa-6 ENERCALC INC moo-2022 DESCRIPTION: 4' Retained (c) Design Summary Stem Construction I�ttom Dlgn Height Above Ftf %= smm GK 0.00 Wall Stability Ratios Overtumin9 = 1.58 OK W Wall Material Above "Ht" Design Methotl = = Concrete SD SD SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.49 Reber Size = # 4 Reber Spacing = 12.00 Total Bearing Load = 7,1591bs ...resultant ecc. - 7.17 in Reber Placed at Design Data = Center Eccentricity outside middle third fb/FB+fa/Fa = OS24 Soil Pressure @ Toe = 1,739 pad OK Total Fo @ Section Soil Pressure @ Heel = 0 psf OK Service Level Iba= Allowable = 2,000 psf Strength Level Ibs= 529.5 Soil Pressure Less Than Allowable MomenL..Adual ACI Factored @ Toe = 2,435 psf AC I Factored @ Heel = 0 psf Service Level Strength Level R4= ft4= 7W.2 Fceting Shear@Tce = 0.1 psi OK MomenL....Allowable = 3,38].B Footing Shear @ Heel = 4.8 psi OK Allowable = ]5.0 psi Shear.....Actual Service Level Psi= Sliding Calcs Strength Level psi Lateral Sliding Force = 501.1 Ibs Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psi= 100.0 Reber Depth 'd' In= 4.00 Masonry Data Vertical component of active Iaterel soil pressure IS fin psi = NOT consideretl in the calculation of soil bearing Fs Solid Grouting Psi= = Load Factors Mod! Isr Ratio'ir = Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Lop tl 1.600 Masonry Design Method = ASO Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residenos-6 LIC#'. KW-06015244, Bulld'.20.22.10.25 CO ENGINEERING (c) ENERCALC INC 1983-2C22 DESCRIPTION: 4' Retained Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Irom Ica ft ft-# Ibs it ft-# HL Act Pre. (ab water ibl) 437.5 1.67 729.2 HL Act Pre. (be water ibl) Hydrostatic Force Buoyant Force = Suroharge over Heel = 63.6 2.50 159.1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 501.1 O.T.M. = 888.3 Resisting/Overturning Ratio = 1.58 Vertical Loads used for Soil Pressure= 1,159.4 Ibs Vertical component cf 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 Ovenuming Resistance. Soil Oyer HL (alb. War tbl) 330.1 1.71 1 .2 Soil Oyer HL (bal. waterbll 1.71 564.2 Water Table Slop.d Soil Over Heel = Surcharge Over Heel = 30.0 1.71 51.3 Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Oyer Tim = 36.7 0.33 12.2 Surcharge Over Toe = Stem Weight(s) = 450.0 1.00 450.2 Earth @ Stem Transitions= FooBng Weighl = 312.6 1.04 325.7 Key Weight = Vert. Component = Tofa1= 1,159A Ibs RM= 1,403.6 Axial live bad NOT included in total displeyetl, or used for overturning resistance, but is included far sail pressure calculation. Till Horizontal Deflection at Too of Wall due to settlement of so! (DeBection due to wall bantling not consideretl) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0AN in The above calculation is not valid if the heel soil bearing ore..ure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall MA Protect Flle: Cochran Residen�.ec6 LIC#'.KW-06015244, BuiId.20.22,10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retained Reber Lap & Embedment Lengths Information stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 8.40 in As Provided = 0.2000 in2nt As Required = 0.1728 in2f t Project Title: Engineer - Project ID: Project De — Cantilevered Retaining Wall Project File: Cochran Residenos.ec6 LIC#'. KW-111114,1 Id'.21,22. 11,21 CG ENGINEERING Ic) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retained Restraint _._. 40 00psf I 5010 ■ Lateral earth pressure due to the sal BELOW water table Cantilevered Retaining Wall Project File: Cochran Residenoa.ec6 LIC#'. KW-08015244 Buid.20.22.1025 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retained IRE S... G lr 93 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residenceac6 LIC#'. KW-06015244, Build'.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 6' Retained Calculations per IBC 2018 1807.3, CEC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 6.00ft AIIow Soil Bearing = 2,000.0 par Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psfM Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 R Passive Pressure Soil Density, Heel = 250.0 psf/R = 110.00 pct Soil Density, Toe = 110.00 pof Footii Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #Ift Used To Resist Sliding & Overtumin9 ...Height to Top = 00.0 itSurcharge Over Toe = 0.0 ...Height to oimm = 0.00it Used for Sliding 80verturning Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in (Strength Level) Project Title: Engineer - Project ID: Project DesCr: Adjacent Footing Load Adjacent Footing Load = 0.0 be Footing Width = 0.00 it Eccentriaty = 0.00 in Wall to Fig CL Dist = 000ft Footing Type Spread Footing Base Above/Below Soil = 0.0 R at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Cochran Resideros ec6 LIC#''. KW-060152d4, Build'.2p22. 10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 6' Retained Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinkimn0 As (based on applied moment) : 0.1438 in2#i (4/3)' As: 0.1918 in2dt Min Stem T&S Reinf Area 1.248 in2 200bd#y: 200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2lft 0.001811 : 0.0018(12)(8): 0.1728 m2/ft Horimntal Reinforcing Options: ------------ One laver of : Two lavers of: Required Area : 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@27.50 in #6@55.00 In Footing Data Footing Design Results Toe Width = 1.00 R Toe Neel Heel Width = 2.17 Factored Pressure = 2,480 0 psf Total Footing Width = 3.17 Mu': Upward = 1,076 101 R4t Footing Thickness = 12.00 in M. Downward = 123 1,16E ft4 Key Width = 0.00 in Mu: Design _ 953 OK 1,065fi-# OK phiMn - 2,500 2,500ft-# Key Depth = 0.00 in Actual l-Way Shear = 5.03 9.98 psi 000i0.00 Key Distance from Toe = AIIow 1-Way Shear = 40.00 40.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Comsat. Density = 150.00 pcf Heel Reinforcing = None SPec'tl Min. As % - 0.0018 Key Reinforcing = None Speed Cover @ Top 2.00 @ Stm= 3.00 in Fcoting Torsion, T. = 0.00 R-Ibs Footing AIIow. Torsion, phi Tu = 0.00 R-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn=phi'5'lambda'sgrhfo)'Sm Heel: phiMn = phi'5'IamOda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.82 1n2 Min footing T&S reinf Area per fool 0.2E 4n2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 9.2E m #4C1 18.52 in #5@ 14.35 in ' 28.701n #6@ 20.37 11 #6@ 40.74 m Cantilevered Retaining Wall LIC#'. KW-08015244 BUIId.20.22.10.25 CG ENGINEERING Project File: Cochran Residenoa-6 ENERCALC INC moo-2022 DESCRIPTION: 6' Retained (c) Design Summary Stem Construction �ttom Dlgn Height Above Ftf smm GK %= 0.00 Wall Stability Ratios Overtumin9 = 1.81 OK W Wall Material Above "Ht" Design Methotl = Concrete = SD SD SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.05 Rebar Size = # 4 Repair Spacing = 12.00 Total Bearing Load = 2,2301bs ...resultant ecc. - 8.93 in Rebar Placed at Design Data = Center Eccentricity outside middle third fb/FB+fa/Fa = 0.703 Soil Pressure @ Toe = 1,771 psf OK Total Fo @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 2,000 psf Strength Level Ibs= 1,1W.2 Soil Pre ur sse Less Than Allowablem MoenLA ..dual ACI Factored @ Toe = 2,480 psf ACI Factored @ Heel = 0 psf Service Level Strength Level R-#= fti 2,382.5 Footing Shear@Tce = 5.0 psi OK MomenL....Allowable = 3,387.E Footing Shear @ Had = 10.0 psi OK Allowable = ]5.0 psi Shear.....Actual Service Level Psi= Sliding Calcs Strength Level psi= 23.5 Lateral Sliding Force = 946.6 Ibs Shear.....Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psi= 100.0 Repair Depth 'd' In= 4.00 Masonry Data Vertical component of active Iaterel soil pressure IS fin psi = NOT consideretl in the calculation of soil bearing Fs Solid Grouting Psi= = Load Factors Mod! Isr Ration' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Lop tl 1.600 Masonry Design Method = ASO Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residenoe.ec6 LIC#'. KW-06015244, Bulld'.20.22.10.25 CO ENGINEERING (c) ENERCALC INC 1983-2C22 DESCRIPTION: 6' Retained Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Irom Ica ft ft-# Its it ft-# HL Act Pre. Nib water ibl) 857.5 2.33 2,000.8 HL Act Pre. (be water ibl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 89.1 3.50 311.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 946.6 O.T.M. = 2,312.7 Resisting/Overturning Ratio = 1.81 Vertical Loads used for Soil Pressure= 2,230.3 Ibs Vertical component cf 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 Ovenuming Resistance. Soil Oyer HL (alb. water tbl) 990.2 2.42 2,393.2 Soil Oyer HL (bal. waterbll 2.42 2,393.2 Water Table Slop.d Soil Over Heel = Surcharge Over Heel = 60.0 2.42 145.0 Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Oyer Tim = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) = 650.0 1.33 856.7 Earth @ Stem Transitions= Foofing Weighl = 475.1 1.58 752.2 Key Weight = Vert. Component = Tofa1= 2.230.3 Ibs RM= 4.184.6 Axial live bad NOT included in total displayed or used for overturning resistance, but is included far sail pressure calculation. Till Horizontal Deflection at Too of Wall due to settlement of so! (Degection due to wall bantling not consideretl) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.101 in The above calculation is not valid if the heel soil bearing oreasure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall MA Protect File: Cochran Residen�.ec6 LIC#'. KW-06015244, BuiId20.22,10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 6' Retained Reber Lap & Embedment Lengths Information stem Deaion segment: i3ott nn Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project Title: Engineer - Project ID: Project De — 8.40 in 0.2000 in2nt 0.1600 in2f t Cantilevered Retaining Wall Project File: Cochran Resideros ec6 LIC#'. KW-111114, 1uild'.21,22. 10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 6' Retained 40.00pe1 it 94)a ■ Lateral earth pressure doe b ee mil BELOW wafer fable Cantilevered Retaining Wall Project File: Cochran Residenoa.ec6 LIC#'. KW-08015244 BUIId.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 6' Retained M a• w a4 Q tr 1'-W� Z•*4• J'S 95 6'$ Project Title: Project Title: Engineer: Engineer: Project Project ID: DesCr. Project ID: Project DesCr: Cantilevered Retaining Wall LIC#'. KW-0-5-Bu,I. 22.10.25 Cantilevered Retaining Wall LIC#'. KW-06015244, BUAd'.20.22.10.25 CG ENGINEERING Project Flls:Cochran Residenoe-6 ENERCALC INC 1983-2022 CG ENGINEERING ProjedFile: Cochran Residence.ec6 ENERCALC INC 1983-2022 DESCRIPTION: B' Retained -No Seismic (c) DESCRIPTION: B' Retained - No Seismic (c) Code Reference: Design Summary Stem Construction Bottom Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Design Height Above Ft( ft= sm 0.00 Criteria Soil Data Wall Stability Ratios Overiumin9 = 1.84 OK Wall Material Above "Ht" Design Me hod = Concrete = ED SO ED Slab Resists All Slitling! Thickness = 8.00 Retained Height = 8.DOft AIIow Soil Bearing = 2,000.0 psf Global Stability = 1.77 Reber Size = # 4 Wall Indghtabove soil = 0.50ft Equivalent Fluid Pressure Method Reber Spacing = 9.00 Wish = 0.00 Slope Behind W Active Heel Pressure = 35.0 psf/R Total Bearing Load = 3,3981bs Reber Pare at = Edge Height of Soil overTce = 6.00 in = esultani ecc. = 10.94 in r Eccentroutside middle third Design Data ib/FB U fa/Fa = am Water height over heel = 0.0 R Passive Pressure = 250.O psf/R @icity Soil Pressure Toe = 1,933 psf OK Total Force @ Section Soil Density, Heel = 110.00 pct Soil Pressure @Heel = 0 psf OK Servo. Level Ibs= Soil Density, Toe = 110.00 pct Allowable = 2,000 ps f Strength Level Ibs= 1,954.9 Footingl�Soil Friction = 0.400 Soil Pressure Less Than All-thi. Momen. Soil height en ignore ACI Facture @ Toe = 2,706 psf Lev.1 Service Level for passive pressure = 12.00 in _ a ! AC I Factored! @Heel = 0 psf Strength Level hi RJk= 5,430.3 Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Footlng Shear@Tce = 18.6 psi OK Footing Shear @Heel = 18] psi OK MomenL....Allowable = 7,122.4 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 0.01be Allowable = 75.0 psi Shear.....Actual Service Level psi = Used To Resist Sliding & Overtumin9 ...Height to Top - 0.00 R Footing Width = 0.00 it Sliding Calcs Stren en Level 9 psi= 26.1 Suroharge Over Toe = 0.0 Uaetlfor Sliding&Overturning ...Heighten BOienm - O.00R Eccentridty = 0.00 in Wall en Fig CL Dist = O.00R Lateral Sliding Force = 1,532.0 Ibs Shear..-Allowahis psi= ]5.0 Axial Load Applied to Stem Load Type = Wervice (Service Level) Footing Type Spread Footing Anet(Mmonry) in2= Axial Dead Load = 0.0 lips Wind on Exposed Stem = 0.0 psf Base Abovea3elow Soil at Back of Wall = 0.0 R Wall Weight Reber Depth 'd' psf= 100.0 In = 6.25 Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in (Strength Level) Poisson's Ratio = 0.300 Masonry Data Vertical component of active lateral soil pressure IS fen psi = NOT..oddered in the colculation of soil bearing Fs Solid Grouting Psi= = Load Factors Mod! lar Ratio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Lop tl 1.600 Masonry Design Method = ASO Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi2,500.0 Seemic,E 1.000 Fy psi= 60,000.0 Project Title: Engineer - Project ID: Project DesCr. Cantilevered Retaining Wall Project File: Cochran Resideros-6 LIC# KW-0601111, 1uild'.21,22. 11,25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: B' Retained -No Seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinfomina As (based on applied moment) : 0.2035 in2#i (401)' As : 0.2113 in2lft Min Stem T&S Reinf Area 1.632 i1­2 200bd#y: 200(12)(8.25,V60000: 0.25 in2/ft Min StemT&S Reinf Area per ft ofstem Height: 0.192 in1ft 0.0018bh: 0.0018(12)(8): 0.1728m2dt Horimntal Reinforcing Options: ------------ One laver of : Two lavers of: Required Area : 0.25 in2dt #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2667 in2/ft #5@ 19.313m #5@ 38.75 in Maximum An- 0.8467 in21fl #6@ 27.50 in #6@ 55.00 In Footing Data Footing Design Results Toe Width = 1.50 R Toe Heel Heel Width = 2.6] Factoretl Pressure = 2,706 0 psf Total Footing Width = 4.17 Mu': Upward = 2,611 315 R-# Footing Thickness = 12.00 in Mu': Downwartl = 277 2,601 ft4 Key Width 0.00 in Mu: Design _ 2,334 OK 2,288 ft4f OK phI n - 10,125 11,029ft4f Key Depth = 0.00 in Actual l-Way Shear = 16.56 1S psi Key Distance from Toe = O.00fl AIIow 1-Way Shear = 15.00 ]5.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 9.00 in Footing Concrete Density - 150.00 pcf Heel Reinforcing = # 4 @ 9.25 in Min. As % - 0.0018 Key Reinforcing = None Spa id Cover @ Top 2.00 @ Stm. 3.00 in Footing Torsion, T. = 0.00 R-Ibs Footing AIIow. Torsion, phi T. = 0.00 R-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & 3pacInga Toe: #4Q 9.25 in, its@ 14.351n, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 In, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area 1.08 1n2 Min footing T&S reinf Area per fool 0.26 in2 A If one laver of hodzonWi bars: If two lavers of hodzontal bars: #4@ 9.26 in #4C1 18.52 in #5@ 14.35 in #5@ 28.701n #6@ 20.37 in #6@ 40.74 m Project Title: Engine Project ID: Project DesCr. Cantilevered Retaining Wall Project File: Cochran Residenos-6 LIC#'. KW-08015244, Bund'.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: B' Retained - No Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-# Ibs fl ft-# HL Act Pra. Nb water ibl) 1,417.5 3.00 4,252.5 HL Act Pre. (be water ibl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 114S 4.50 515.5 Surcharge Over Toe = Atljacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,532.0 O.T.M. = 4,768.0 Resisting/Overturning Ratio = 1.84 Vertical Loads used for Soil Pressure= 3,397.9 Ibs 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 Oyer HL (alb. water tbl) 1,760.3 3.17 5,574.6 Soil Oyer HL (bel. water till 3.17 5,574.6 Water Table Sloped Soil Over Heel = Surcharge Over Heel = 80.0 3.17 253.4 Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Ever Toe = 82.5 0.75 61.9 Surcharge Over Toe = Stem Weight(s) = 850.0 1.83 1,558.3 Earth @ Stem Transitions= Footing Waghl = 625.1 2.08 1,302.3 Key Weight = Vert. Component = Total = 3,39T9 Ibs Mel, 8,750.4 Axial live "ad NOT included in total c isplayed, or usetl for overturning resistance, but is inclutletl far sail pressure colculation. Till Horizontal Deflection at Too of Wall due to settlement of sot (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.110 in The above celculation 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. M. Project Title: Engine Project ID: Project Dewr: Cantilevered Retaining Wall Project File: Cochran Residen�.ec6 LIC#'. KW-06015244,BUI-0.22.10.25 CG ENGINEERING (c) ENERCALC INC 19e5-2022 Rebar Lap & Embedment Lengths Information Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residence.ec6 DESCRIPTION: S' Retained - No Seis stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in r.re4 O r Hooked embedment length into footing for #4 bet pacified in this stem design segment = 8.40 in As Provided = 0.2667 in21R As Required = 0.2500 in2f t Title: Engineer- Pmject ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residen-.ec6 DESCRIPTION: S' Retained - No Seis 40 00l 1 l Lateral earn ppeeeae due to the wd BELOW w r tali M to&9n ® Toe a4Q9.25" ® Hnl 2• J" 1'-6' 2B' ►r 4•-r 97 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project Flle: Cochran Residence-6 LIC#'. KW-06015244, Build'.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: S' Retained -Seismic Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 8.00 ft Wall height above soil = 0.50ft Slope Behind Wall = 0.00 Height of Soil over Tce = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel Used To Resist Sliding &Overturning Surcharge Over Toe - 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Its Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Soil Data AIIow Soil Bearing = 2,667.0 pot Equivalent Fluitl Pressure Method Active Had Pressure = 35.0 psfM Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pot Soil Density, Toe = 110.00 pcf Footil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateml Load - 0.0 #M ...Height to Top = 0.00 ft ...Height to Bottom = RN ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Methotl : Uniform Uniform Seismic Force = 72.000 Multiplier Used - 8.000 Total Seismic Force = 648.000 (Multiplier used on sail density) Adjacent Footing Load Adjacent Footing Load = 0.0 be Footing Width = 0.00 ft Eocenhid y = 0.00 in Wall to Fig CL Dist - 000it Footing Type Spread Footing Base AboveBelow Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Cochran Residence.ec6 LIC#'. KW-08015244 Bund.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1mo-2022 DESCRIPTION: SRetained - Seismic Design Summary Wall Stability Ratios Overlumin9 Slab Resists All Slitling ! Global Stability = 1.86 Total Sam, Load - 3,771 Ibs ...resultant ecc. - 15.41 in Eccentricity outside Soil Pressure @ Toe = middle third 2,497 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 2,667 psf Soil Pressure Less Than Allowable ACI Faotaretl @ Toe = 3,495 psf AC I Factorad @ Heel = 0 psf F_dng Shear @Tce = 23.3 psi OK Footing Shear @ Heel = 23.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,985.6 Ibs Stem Construction Bottom Vertical component of active lateral soil pressure IS NOT -aid-d in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Lon tl ism Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftf ft= 0.00 Wall Material Above'HV = Can - Design Me hod = ED ED ED Thickness = 8.00 Reber Size = If 4 Raton- Sioncing = 8.00 Reber Placetl at = Edge Design Daft ib/FIB fa/Fa = Tofel Force Q Bastion Service Level Ibs= Strength Level Ibs= MomenL..Adual Service Level ft#= Strength Level ft#= Moment.... Allowable = Shear.....Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Anet(Mo.my) in2= Wall Weight psi= Reber Depth 'd' In= Masonry Data 0.971 2,530.9 7,734.3 7,959.6 $3.7 75.0 100.0 6.25 fm psi= Fs psi= Solid Grouting = Mad I.r Ration' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASO Co..- Data fc psi2,500.0 Fy psi= 60,000.0 Project Title: Project Title: Engineer: Engineer: Project Project ID: DesCr: Project ID: Project DesCr: Cantilevered Retaining Wall Project File: CoohranResidence.ec6 Cantilevered Retaining Wall Project File: CadmanResidence.ec6 LIC#'. KW-06015244, Buil4'.2p22.to.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: S' Retained -Seismic LIC#'. KW-oml5244, BNI4'.20.22.10.25 CO ENGINEERING DESCRIPTION: SRetained - Seismic (c) ENERCALC INC 1983-2022 Concrete Stem Reber Area Details Summary of Overturning & Resisting Forces & Moments Bottom Stem Vertical Reinforcing Horizontal Reinforcing .....OVERTURNING..... .....RESISTING..... As (based on applied moment): 0.2898 in2M Force Distance Moment Iftm Ibs fl ft-4 Force Distance Ibs fl Moment ft# (4/3)' As : 200bd#y: 200(12)(8.25,V80000: 0.3864 in2M Min Stem T&S Raid Area 1.632 in2 0.25 in2M Min StemT&S Reinf Area per ft ofsiem Height: 0.192 in2M HL ACI Pres(so water IN) 1,417.5 3.W 4,252.5 Soil Oyer HL (alb. War IN) 2,053.3 3.42 7,014.9 0.0018bh: 0.0018(12)(8): 0.1728 mi Horizontal Reinforcing Options: HL Act Pies(be water tbl) Soil Oyer HL (tel. water till 3.42 7,014.9 ___________= One laver of : Two lavers of: Hydrostatic Force Water Table Required Area : 0.2898 in2M #4@ 12.50 in #4@ 25.00 in Buoyant Force = Sloped Soil Over Heel = Providetl Area : 0.3 in2M #5@ 19.38 in #5@ 38.75 in Surcharge over Had = 114.5 4.50 515.5 Surcharge Over Has = 93.3 3.42 318.9 Maximum Area: 0.8467 iril #6@27.50 in #6@55.00 In Surcharge Over Toe = Acjacent FRI Loatl = Atljaceni Fooling Load Axial Dead Load on Stem= Footing Data Footing Design Results Added Lateral Load = ' Axial Live Load on Stem = Toe Width = 1.58 ft Tce Heel Load @ Stem Above Soil = Soil Ever Tce = 87.1 0.79 68.9 Heel Width = 3.00 Fedoretl Pressure = 3,495 0 Psf Seismic Earth Load = 453.6 4.50 2,041.2 Surcharge Over Toe = Total Footing Width = 4.58 Mu': Upwartl = 3,614 Be ft# Stem Weighl(s) = 850.0 1.92 1,628.9 Footing Thickness = 12.00 in Mu' : Down_ = 308 3,539 ft# Earn Q Stem Transitions Mu: Design _ 3,3060K 3,450ft# OK Total = 1,985.8 O.T.M. = 8,809.2 Footing Weighl = 687.5 2.29 1,575.3 Key Width Key Depth = 0.00 in 0.00 in FnMn - 10,125 11,029ft# Key Weight = Key Distance from Toe = 0.006 Actual l-Way Shear = 23.34 23.59 psi Resisting/Overt... 1,9 Ratio = 1.56 Vert. Component = Allow l-Way Shear = 75.00 75.00 psi Vertical Loads used for Soil Pressure= 3,771.2 Ibs Total= 3,771.2 Ibs R.M= 10,606.8 fc= 2,500 psi Fy= 80,000 psi Toe Reinforcing=#4@9.00 in -Axial live load NOT inclutletl in totaltlisplayetl, or usetl for overturning Footing Concrete Density - 150.00 pot Heel Reinforcing = # 4 @ 9.25 in Key Reinforcing = None Specd If seismic is Included, the OTM and sliding ratios resistance, but is inclutletl far sail pressure calculation. Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs may be 7.1 per section 1807.2.3 of IBC. Footing AIIow. Torsion, phi Tu = 0.00 ft-Ibs Vertical component of active lateral sail pressure IS NOT censidered in the calculation of Sliding Resistance. If torsion exceeds allowable, provide supplemental tlesign for footing torsion. Vertical component of active lateral soil pressure IS NOT considered in Other Acceptable Sizes & Spacings the calculation of O mmuming Resistance. Toe: #4Q 9.25 in, its@ 14.351n, #6@ 20.37 in, #7@ 27.77 in, #B@ 36.57 in, #9@ 46.29 in, #10@ 53.79 in Till Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 In, #7@ 27.77 in, #8@ 36.57 in, #9@ Horizontal Deflection at Top of Wall due to settlement of soil 46.29 in, #10@ 58.79 in (Defledion due to wall bending not censidered) Key: No key defined Soil Spring Reaction Modulus 250.0 pci Min footing T&S reinf Area 1.19 1n2 Horizontal Defl @ Top of Wall (approximate only) 0.129 in Min footing T&S mini Area per fool 0.26 in2 A The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. If one laver of horizontal bars: If two lavers of horizontal bars: because the wall would then tend to rotate into the retained soil. #4@ 9.26 in #4C1 18.52 in #5@ 14.35 in #5@ 28.701n #6@ 20.37 in #6@ 40.74 m Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Ma Protect File: Cochran Residen�.ec6 LIC# I-0a015244,BUId.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 19M-2022 Reber Lap & Embedment Lengths Information stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 18.72 in Development IengM for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified In this stem design segment = 8.40 in As Provided = 0.3000 in2nt As Required = 0.2898 in2f t Project Title: Engineer - Project ID: Project De — Cantilevered Retaining Wall Project File: Cochran Residen�.ec6 DESCRIPTION: S' Retained - Seis 40 popsf F F. 0 15J 45" ■ L, -r pawn W M pp we BELOW weMr 1abY Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residence.ec6 DESCRIPTION: S' Retained -Seis Y wr aA�♦!• 44FF � Cie✓ CM✓ 1.5' 8•-S .J t' r 2- •449in R• s—I • ''-0"1 Q Tos T ►• �0 M®G.2S Q fte✓ Project Title: Project Title: Engineer: Engineer: Project Project ID: DesCr. Project ID: Project Deacr. Cantilevered Retaining Wall LIC#'. KW-0-5- Bund'.20.22.1025 Cantilevered Retaining Wall LIC#'. KW-06015244, Build'.2e22.10.25 CG ENGINEERING Project Flls:Cochran Residenoe-6 ENERCALC INC 1983-2022 CG ENGINEERING ProjedFile: Cochran Residence.ec6 ENERCALC INC 1983-2022 DESCRIPTION: 10' Retained -No Seismic (c) DESCRIPTION: 10' Retained -No Seismic (c) Code Reference: Design Summary Stem Construction Bottom Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Design Height Above Ft( ft- am 0.00 Criteria Soil Data Wall Stability Ratios Overtumin9 = 2,15 OK Wall Material Above "Ht" Design Method = Concrete = ED ED ED Slab Resists All Slitling! Thickness = 8.00 Retained Height = 10.00ft All -Soil Bearing = 2,000.0 par Global Stability = 1.71 Reber Size = # 4 Wall Indghtabove soil = 0.50ft Equivalent Fluid Pressure Method Reber Spacing = 6.00 = Slope Behind Wall 0.00 Active Heel Pressure = 35.0 psf/R Total Bearing Load = 53961bs Reber Pare at = Edge Height of Soil overTce = 6.00 in = esultani ecc. = 11.25 in r Eccentroutside middle third Design Data ib/FB Ufa/Fa = 0.a95 Water height over heel = 0.0 ft Passive Pressure = 250.O psf/R @icity Soil Pressure Toe = 1,980 psf OK Total Force @ Section Soil Density, Heel = 110.00 pct Soil Pressure @Heel = 0 psf OK Servo. Level Ibs= Soil Density, Toe = 110.00 pct Allowable = 2,000 ps f Strength Level Ibs= 3,003.E Footingl�Soil Friction = 0.400 Soil Pressure Less Than All-thi. Momen. Soil height en ignore ACI Factored @ Toe = 2,]]8 psf Laval Service Level ft-#= for passive pressure = 12.00 in _ -' - AC I Fac[oh @ Heal = 0 psf Strength Level RJk= 10,351.5 Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Fcetlng Shear @Tce = 26.5 psi OK Footing Shear @ Heel = 21.8 psi OK MomenL....Allowable = 10,400.4 Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0 #,ft Adjacent Footing Loatl = 0.01be Allowable = 75.0 psi Shear.....Actual Service Level psi = Used To Resist Sliding & Overtumin9 ...Height to Top - 0.00 R Footing Width = 0.00 it Sliding Calcs Stren en Level 9 psi= 40.0 Suroharge Over Toe = 0.0 Uaetlfor Sliding&Overturning ...Heighten BOienm - O.00R Eccentridty = 0.00 in Wall en Fig CL Dist = O.00ft Lateral Sliding Force = 2.257.6 Ibs Shear.....Allowahis psi= ]5.0 Axial Load Applied to Stem Load Type = Wervice (Service Level) Footing Type Spread Footing Anet(Mmonry) in2= Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf Base AboveBelow Soil at Back of Wall = 0.0 R Wall Weight Reber Depth 'd' psi= 100.0 In = 6.25 Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in (Strength Level) Poisson's Ratio = 0.300 Masonry Data Vertical component of active lateral soil pressure IS fen psi = NOT..mideretl in the colculation of soil bearing Fs Solid Grouting Psi= = Load Factors Mod! lair Ratio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Lop tl 1.600 Masonry Design Method = ASO Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi2,500.0 Saiemic,E 1.000 Fy psi= 60,000.0 Project Title: Engineer - Project ID: Project DesCr. Cantilevered Retaining Wall Project File: Cochran Residenos ec6 LIC#'. KW-06015244, Build'.2p22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 10' Retained -No Seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinlomina As (based on applied moment) : 0.38]8 in2Rt (401)' As : 0.5171 in2/R Min Stem T&S Reinf Area 2.016 i1­2 200bdtty: 200(12)(6.25,V60000: 0.25 in2/R Min StemT&S Reinf Area per ft ofstem Height: 0.192 in1ft 0.0018bh: 0.0018(12)(8): 0.1728m2/R Horizontal Reinforcing Options: ------------ One laver of : Two lavers of: Required Area : 0.3678 in2/R #4@ 12.50 in #4@ 25.00 in Providad Area : 0.4 in2/ft #5@ 19.38 in #5@ W.75 in Maximum An- 0.8467 in2M #6@ 27.50 in #6@ 55.00 In Footing Data Footing Design Results Toe Width = 1.83 R Toe HeelHeel Heel Width = 3.67 Factored Pressure = 2,778 0 psf Total Footing Width = 5.50 Mu': Upward = 4,143 2,161 ft 4t Footing Thickness = 12.00 in M. Downwartl = 413 7,040 ft4 Key Width = 0.00 in Mu: Design _ 3,7300K 4,878 ft4f OK PhiMn - 10,125 11,029ft4f Key Depth = 0.00 in Actual l-Way Shear = 24.51 21.81 psi Key Distance from Toe = O.00i00 AIIow 1-Way Shear = 75.00 ]5.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 9.00 in Footing Comsat. Density - 150.00 pcf Heel Reinforcing = # 4 @ 9.25 in Min. As % - 0.0018 Key Reinforcing = None So. id Cover @ Top 2.00 @ Stm. 3.00 in Footing Torsion, T. = 0.00 R-Ibs Footing AIIow. Torsion, phi T. = 0.00 R-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4Q 9.25 in, its@ 14.351n, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 56.79 in Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 In, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area 1.43 1n2 Min footing T&S reinf Area per fool 0.2E in2 a If one laver of hodzonWi bars: If two lavers of hodzontal bars: #4@ 9.26 in #4C1 18.52 in #5@ 14.35 in #5Q 28.701, #6@ 20.37 in #6@ 40.74 m Project Title: Engine Project ID: Project DesCr. Cantilevered Retaining Wall Project File: Cochran Residence.ec6 LIC#'. KW-08015244 Bsid'.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 10' Retained -No Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING M..... Force Distance oment Force Distance Moment Irom Ibs R ft-# Ibs ft ft-# HL Act Pre. (ab water IN) 2,117.5 3.67 7,764.2 HL Act Pre. (be water ibl) Hydrostatic Force Buoyant Force Surcharge over Heel = 140.0 5.50 770.0 Surcharge Over Toe = Adjarant Footing Loatl = Adds, Lateral Load = Load @ Stem Above Soil = Total = 2,257.5 O.T.M. = 8,534.2 Resisting/Overturning Ratio = 2.15 Vertical Loads used for Soil Pressure= 5,396.2 Ibs 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 Oyer HL (alb.water tbl) 3,300.4 4.00 13,200.9 Soil Oyer HL (bal. water till 4.00 13,200.9 Water Table Sloped Soil Over Heel = Surcharge Over Heel = 120.0 4.W 480.0 Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Ever Toe = 100.8 0.92 92.4 Surcharge Over Toe = Stem Weight(s) = 1,050.0 2.17 2,274.7 Earth @ Stem Transitions= Footing Weighl = 825.0 2.75 2,268.8 Key Weight = Vert. Component = Total = 5,396.2 Ibs R.M= 18,316.7 Axial live load NOT included in total displayed, or usetl for overturning resistance, but is inclutletl far sail pressure calculation. Till Horizontal Deflection at Too of Wall due to settlement of sot (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.105 in The above calculation is not valid if the heel soil bearing ore..ure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. 100 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Protect His: Cochran Residan.-6 LIC#'.I-06015244,13WId.20.22.10.25 CG ENGINEERING (c) ENERCALC INC 19e0-2022 Reber Lap & Embedment Lengths Information stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar sp.cf.d in this stem design segment = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 8.40 in As Provided = 0.4000 in21R As Required = 0.3878 in2/fi Project Title: Engineer - Project ID: Project De — Cantilevered Retaining Wall Project File: Cochran Residan�.ec6 DESCRIPTION: 10' Retained - No Seis 40 00psf Raeoaot 22560 rs S' LNeral aadh Peasun du to Ma wit BELOW wales fable Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residenoa.ec6 DESCRIPTION: 10' Retained - No Seis 58' 10-6' 10-0. 101 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project Deser: Cantilevered Retaining Wall Project File: Cochran Residence-6 LIC#'. KW-06015244, Build'.2e22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 10' Retained -Seismic Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 10.00ft Wall height above soil = 0.50ft Slope Behind Wall = 0.00 Height of Soil over Tce = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel - 40.0 Paf Used To Resist Sliding & Overturning Surcharge Over Toe - 0.0 Usetl for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Its Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Soil Data AIIow Soil Bearing = 2,667.0 par Equivalent Fl d Pressure Method Active Had Pressure = 35.0 psf t Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pct Soil Density, Toe = 110.00 pcf Footii Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateml Load - 0.0 #Ift ...Height to Top = 0.00 it ...Height to Bottom = Ron ft Load Type = Wind (W) (Service Level) Wind on Exposetl Stem = 0.0 psf (Strength Level) Method : Uniform Un#onn Seismic Force = 88.667 Multiplier Usetl - 8.000 Total Seismic Force = 982.722 (Multiplier usetl on sail density) Adjacent Footing Load Acjacent Footing Load = 0.01bs Footing Width = 0.00 it Eccentridty = 0.00 in Wall to Fig CL Dist - 000ft Footing Type Spread Footing Base AboveBelow Soil = 0.0 it at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Cochran Residence.ec6 LIC#'. KW-08015244 BoIU'.20.22.1025 CG ENGINEERING (c) ENERCALC INC ma3-2022 DESCRIPTION: 10' Retained -Seismic Design Summary Wall Stability Ratios Overtumin9 = 1.62 OK Slab Resists All Sliding' Global Stability = 1.74 Total Bearng Load - 5,5381bs ...resultant ecc. - 18.09 in Eccentricity outside Soil Pressure @ Toe = middle thir0 2,618 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,666 psf AC I Factored! @ Heel = 0 psf Footlng Shear @Tce = 33.E psi OK Footing Shear @Heel = 30.9 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2.978.7 Ibs Stem f:nnefnrcfinn Vertical component of active Isterel soil pressure IS NOT considered in the calculation of soil bearing Loatl Factors Building Code Dead Load 1.200 Live Lon tl 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem OK Design Height Above RE ft= 0.00 Wall Material Above "Ht" = Co. - Design Method = ED Thickness = 8.00 Reber Size = # 5 Raton- Spacing = 6.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.971 Total Fome Q section Service Level Ibs= Strength Level Ibs= 3,890.3 M-RA..Actual Service Level ft-#= Strength Level ft4= 14,784.8 MomenL....Allowable = 15,222.0 Shear.....Actual Service Level Psi= Strength Level psi= 52.d Shear.....Allowahis psi= 75.0 Anet(Masonry) in2= Wall Weight Psi 100.0 Rebar Depth 'd' In= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Mod lair Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASO Co..- Date fc psi2,500.0 Fy psi= 60,000.0 ED ED Project Title: Project Title: Engineer: Engineer: Project Project ID: DesCr: Project ID: Project DesCr: Cantilevered Retaining Wall Project File: CochranResidence.ec6 Cantilevered Retaining Wall Project File: CochranResidence.ec6 LIC#'. KW-06015244, Build'.2p22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 10' Retained -Seismic LIC#'. Kw_oml5244, BNId'.20.22.10.25 CO ENGINEERING DESCRIPTION: 10' Retained -Seismic (c) ENERCALC INC 1983-2022 Concrete Stem Reber Area Details Summary of Overturning & Resisting Forces & Moments Bottom Stem Vertical Reinforcing Horizontal Reinforcing .....OVERTURNING..... .....RESISTING..... As (based on applied moment): 0.5598 in2lft Force Distance Moment Its. Ibs it ft-4 Force Distance Its, ft Moment ft-# (4/3)' As : 200btlxy: 2o0(12)(8.1875y60000: 0.7464 in2dt Min Stem T&S RaidArea 2.016 in2 0.2475 in2lft Min StemT&S Reinf Area per ft ofsiem Height: 0.192 inZft HL Act Pres(so water tbl) 2,149.7 3.69 7,942.0 Soil Oyer HL (ab. water ibl) 3,300.4 4.33 14,303.2 0.0018bh: 0.0018(12)(8): 0.1728m2/fl Horizontal Reinforcing Options: HL Act Pies(be water tbl) Soil Oyer HL (bel. watertbQ 4.33 14,303.2 ------------ One laver of : Two lavers of: Hydrostatic Force Water Table Required Area: 0.5598 in2/fl #4@ 12.50 in #4@ 25.00 in Buoyant Force = Sloped Soil Over Heel = Providad Area : 0.62 in2#t #5@ 19.313m #5@ 38.75 in Surcharge over Had = 141.1 5.54 781.7 Surcharge Over Heel = 120.0 4.33 520.1 Maximum An- 0.8382 in2/fl #6@27.60 in #6@55.00 In Surcharge Over Toe = Acjacent Footing Load = Adjacent Footing Load Axial Dead Load on Stem= Footing Data Footing Design Results Added Lateral Load = ' Axial Live Load on Stem = Toe Width = 2.17 ft Tce Heel Load @ Stem Above Soil = Soil Ever Toe= 119.2 1.08 129.1 Heel Width = 3.67 Factored Pressure = 3,666 0 psf Seismic Earth Load = 687.9 5.54 3,812.1 Surcharge Over Toe = Total Footing Width = 5.83 Mu': Upward = 7,137 393 ft4t __ Stem Weighl(s) = 1,050.0 2.W 2,625.4 Footing Thickness = 13.00 in Mu': Downward = 613 7, 107 ft4 Earth@ Stem Transitions Mu: Design _ 6.524 OK 6,714ft4 OK Total = 2,978.7 O.T.M. = 12,535.8 Footing Weighl = 948.0 2.92 2,765.4 Key Width Key Depth = 0.00 in 0.00 in Phyn - 13,005 14,400- Key Weight = Key Distance from Toe = 0.00E Actual l-Way Shear = 33.62 30.90 psi Resisting/Overt urning Ratio = 1.62 Vert. Component = Allow l-Way Shear = 75.00 75.00 psi Vertical Loads used for Soil Pressure= 5.537.6 Ilse Total = 5,537.E Ibs R.M= 20,343.2 fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 5 @ 12.00 in 'Axial live load NOT included in total d ispleyed, or usetl for overturning Footing Concrete Density - 150.00 pct Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Specd If seismic is Included, the OTM and sliding ratios resistance, but is inclutletl far sail pressure calculation. Min. As % = 0.0018 Cover @ Top 2.00 @ Stm. 3.00 in Fcoting Torsion, Tu = 0.00 ft-Ibs may be 7.1 per section 1807.2.3 of IBC. Fcoting AIIow. Torsion, phi Tu = 0.00 ft-Ibs Vertwl component of active lamed soil pressure IS NOT considered in the osculation of Sliding Resistance. If torsion a allowable, provide supplemental design for footing torsion. es d Vertical component of active lateral soil pressure IS NOT considered in Other Acceptable Sizes & Spacings the calculation of O mmming Resistance. Toe: #4Q 8.54 in, its@ 13.24 In, #6@ 18.80 in, #7@ 25.64 in, #B@ 33.76 in, #9@ 42.73 in, #10@ 54.27 m Till Heel: #4@ 8.54 In, #5@ 13.24 in, #6@ 18.80 In, #7@ 25.64 in, #8@ 33.76 in, #9@ Horizontal Deflection at Top of Wall due to settlement of soil 42.73 in, #10@ 54.27 in (Deflection due to wall bending not comidered) Key: No key defined Soil Spring Reaction Motlulus 250.0 loci Min footing T&S reinf Area 1.64 1n2 Horizontal Deb @ Top of Wall (approximate only) 0.131 in Min footing T&S reinf Arce per fool 0.28 in2 A The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. If one laver of horizontal bars: If two lavers of horizontal bars: because the wall would then tend to rotate into the retained soil. #4@ 8.55 m #40 17.09 in 1@ 13.25 in tt5@ 26.50 in #6@ 18.80 in #6@ 37.67 in 102 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall 1111M Project His: Cochran Residanoeac6 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cochran Residence.ec6 DESCRIPTION: 10' Retained -Seis Rebar Lap & Embedment Lengths Information stem Design Segment: Bodom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specf.d in this stem design segment = 23.40 in Development length for #5 bar specified in this stem design segment = 18.00 in Hooked embedment length into footing for #5 bar sp,,fi,d in this stem design segment = 9.48 in As Provided = 0.6200 in2nt As Required = 0.5598 in2/It Project Title: Engineer- Pmject ID: Project De — Cantilevered Retaining Wall Project File: Cochran Residan-.ec6 DESCRIPTION: 10' Retained - Seis 40.Md., —T Restr�� I� ■ r 22910 588s 43 r L.larY eartn presswe due Eo me sod BELOW vrawr tebM ry � Seamk lateral eanh pneaure DESCRIPTION: 10' Retained - Seis M e".*5®e• .5Q121n ,O r- L to-0• tag" 3• y S t0' 103