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REVIEWED BLD2021-0020+Structural_Calculations+1.6.2021_12.38.15_PM+1976785BLD2021-0020 RECEIVED C � ENGINEERING civil & structural engineering & planning REVIEWED BY CITY OF EDMONDS Jan 14 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS 76t" Ave W Townhomes 7528 215th St SW Edmonds, WA SZmm-`' of WA � z L SroIvAL 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 17206.10 Fax: (425) 778-5536 Protect Location 7528 215th St SW Edmonds, WA Protect Description This project involves the construction of a new multi -family townhomes building. The building will be 2-stories with a daylight basement/garage. The roof will be framed with wood trusses. The floors will be framed with wood 1-joists. The foundation will be conventional concrete stem walls and spread footings. The buildings lateral system will be wood framed shear walls. The approximate foot print of the building is 100' x 36'. Scope of Work Provide structural calculations and construction documents in accordance with current building code. Basis of Design Roof Dead 15 psf Snow 25 psf Floor Dead 18 psf (20 psf used over garage, refer to gravity load summary) Live 40 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B Mean Height = 25' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .847/(6.5/1) = Cs*Wp Sds = .847 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Structure Description By DTR Date 7/ 12/ 2017 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 76th Ave W Townhomes 17206.10 Gravity Design Loads Roof DL Roofing Mat'I 4.0 1/2 sheathing 1.6 psf psf --_ --- - - Insulation 1/2 Gypsum Joists @ 16" OC WE - 1.0 2.0 3.0 1.2 psf psf psf psf _ Misc 1.5 14.3 psf psf USE 115.0 ( psf Floor DL Flooring 3/4 sheathing Insulation 4.0 2.3 1.0 psf psf - — ;psf _ 5/8 Gypsum* Joists @ 16" OC WE -= 2.8 4.0 1.2 psf psf psf ( Misc 1.5 !psf _ __ 16.8 psf _ USE 118.0 I psf *note: floor over garage has extra layer of gypsum board, weight = 20.0 psf - - 0 � -ter--- Description Gravity Design Loads By DTR Date 06/19/17 Checked Date ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Seale Sheet No. project 76th Townhomes Job No. 17206.10 6IZAV iT� [CAv ME 36'-0" ��Ililll��-TRUSSES!MWSSORTR I i SSE � ... •. , l COLLECTOR TRUSS4 !! 161 imii� iin I � ,. :. ... SSES II�'r�4.�ii�� �i�llllll�� �11� ',ISSOR i • ISSOR TRUSSES �J�I�� �► O s ,6c X�Set 37-)a> rA 36'-0" I -Z CP � CU)- CID) 99 -9 25'-0" 24'-101/2" 24'-10 1/2" 25'_0" m N m < I < m m 25'-0" 24-101,� ' / 2 24'-101^ a' 2 / 25'-0" .1. 99-911 a Ul s U � �R�,ry ��o ��(- 2 "`fir-fy�R �, �' v 36'-0" 36'-0" ,w I 1� ��•r 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 1 18 19 20 4x6`HF #2 937 600 417 306 234 185 150 124 104 - - - - - - - 31/2 x 5112 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' - - - - 31/2 x 7114 LSL 2616 1674 1163 ;854 654 517 09" 321 + 247 195 156 .127 104 - - 6x8 DF #2 21621 1384 961 706 541 427 346 286 240 205 176 154 135 120 '107 2 11116 x 9 114 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490' 1084 I796 .610 482 390i 322 271 231 199 173 152, 135 120 108 - 31/2 x 9114 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 5 114 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 1 193 164 141 3 112 x 9 112 LSL 3634 2907' 2423 i1893 1449 1145 .927' 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9112 PSL 37001 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 555i 458 385 328 283 247 217' 192 '171 154 139` 51/4 x 91/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 91/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 31/2 x11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450' 375 316 269 231 3 1/2 x 11 114 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253' 2259 1660 1271 1004 813' 672' 565 481 415 361 318' 281 251 225 203> 51/4 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 1 278 3112 x 11 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 '1174 986 841 725 631 530 441 372 316 271, 31/2 x11 7/8 PSL 4623T 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x11 7/8 PSL - 5548 4623 3963 13467 3082 2747 2270 1908 1626 1402 1221 10631 887 747 635 544 7 x11 7/8 PSL - - 6160 52801 46201 41071 3663 3027 2543 21671 18691 16281 14111 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 (1-/240 Snow Load) 4. This table is applicable for WLL/WDL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) 4 Description Beam Span Table By DTR Date Checked Date ENGINEERING Scale sheet No. 250 4th Ave. South Suite200 Project 76thTownhomes Job No. Edmonds, WA 98020 17206.10 1-5 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 1 20 4x6'HF #2 815 522 362 '266 204 160 117 - - - - - - - - - 3112 x 5112 LSL 1340 858 546 344 230 162 118 - - - - - - 4x8'HF #2 1270 902 ', 627 ' 460 353 279 226'i 186 155 122 - - - - - - 31/2 x 7114 LSL 2275 1456' 1011 743 522 367 267i 201 155 122 - - - - - 6x8'DF #2 1880 1203+ 836 614 470 371 301' 249 209 178 153 134 114ii - - - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 - - 4xl0 HF #2 1620 1296 942 692 530 41`9 339 280 236 201 173 151 133 113 - - 3 1/2 x 9 1/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5 1/4 x 9 1/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 965 1 704 529 407 320 256 1 209 172 1 143 121 103 - 3 1/2 x 91/2 LSL 3160 2528 ` 2107 1646 1260 953 694 522 402 316 253 206 170 " 141 1 119 101 3112 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 193011 1340 984 754 596 482i 399 335 285 246 214 188 167 149 134 118: 5 1/4 x 9 1/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 9 1/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 2 11/16 x 11 114 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 3 112 x 11 1/4 LSL 37401 2992 2493121371 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 114 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829i 1964 1443 1105 873 707 584 491 418 361 314 276' 245 218 196 177 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x 11 718 LSL 3950 3160i 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 3 1/2 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5 1/4 x 11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x 11 7/8 PSL - - 5357 4591 1 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 WLLIWDL <= 4.0 5. Table values include the Size Factor (CF) Description Beam Span Table By DTR Date 06/19/17 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project 76th Townhomes Job No. Edmonds, WA98020 17206.10 HF Column & HF Sill Plate Capacity TABLE IBC 2015, NDS 2015 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 1,679 1,366 1,176 1,028 906 PSILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 6,281 4,406 3,716 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 6,875 4,953 4,221 3,635 3,159 2,769 2,446 PSILL 8,506 8,606 8,506 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 6,868 4,896 4,128 ' 3,618 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 6,277 4,643 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 6,164 4,210 3,481 2,917 '' 2,476 2,126 1,843 1,613 1,423 PSILL 7,618 - - - - - - - - - - (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 10,869 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,658 11,158 9,942 8,891 PSILL 13,365 13,366 13,365 13,365 13,366 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 2,761 2,425 ` PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,683 : 6,577 4,782 4,142 3,622 3,193 PSILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 '23,562 18,717 14,972 12,160 10,016 8,377 7,101 6,090 6,277 4,616 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 11,666 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 11,166 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 ` 20,420 18,614 16,885 15,285 13,836 PSILLI 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By DTR Date 06/19/17 Wood Column Capacity Table Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 project 76th Townhomes Job No. 17206.10 BEARING WALL TABLE IBC 2015, NDS 2015 ALLOWABLE LOAD (PLF) 8ft 9ft 1 Oft STUD 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 2x4 HF Stud Grade 3191 2127 1596 2640 1760 1320 2203 1469 1101 2x4 HF #2 3704 2469 1852 2991 1994 1496 2458 1639 1229 2x4 HF #1 3987 2658 1993 3465 2310 1733 2855 1903 1427 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 2x4 DF #2 4474 2983 2237 3635 2424 1818 2999 1999 1499 2x4 DF #1 4808 3205 2404 3901 2601 1950 3215 2143 1607 3x4 HF Stud Grade 5318 3546 2659 4401 2934 2200 3672 2448 1836 3x4 HF #2 6113 4075 3056 4986 3324 2493 4097 2732 2049 3x4 HF #1 6113 4075 3056 5775 3850 2888 4758 3172 2379 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 3x4 DF #2 7457 4971 3728 6059 4039 3030 4998 3332 2499 3x4 DF #1 8013 5342 4007 6501 4334 3251 5358 3572 2679 2x6 HF Stud Grade 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 H F #2 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 H F #1 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 2x6 DF #2 9668 6445 4834 9668 6445 4834 9668 6445 4834 2x6 DF #1 9668 6445 4834 9668 6445 4834 9668 6445 4834 Notes: 1. This table assumes that the studs are braced by either sheathing or gypsum wall board. 2. Values shown are in plf and represent 100% bearing capacity based on the Dec. 2000 report by the American Forest and Paper Association of tests conducted on fire rated wall assemblies. 3. Bold and italicized values are controlled by bottom plate bearing capacity. 4. All DF studs assume a DF bottom plate. 5. All appropriate Cr and Cb factors have been included. 6. Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7. Engineer should consider out of Plane loads where appropriate. Description By DTR Date 06/19/17 Bearing Wall Capacity Table Checked Date ENGINEERING Scale sheet No. 250 4th Ave. South Suite 200 Project 76th Townhomes Job No. Edmonds, WA 98020 17206.10 t,, k10 w Description/ter 11 By 1 Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 / project t �l� lcwrT c-Ai e—< Job No. 425.778.8500 / 7 www.cgengineering.com" FLOOR LOAD TABLE Floor-100% (PLF) Joist Clear Span 8' 10' 12' 14' 16' 18' 20' 22' 24' Depth Tll® Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Loatl L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load 110 190 140 152 85 127 56 99 38 76 9%:" 210 210 161 169 99 141 65 1 119 45 90 230 236 175 190 108 158 71 1 133 49 99 110 190 152 127 92 109 63 95 45 76 210 * 210 169 141 106 121 74 106 53 92 11Me" 230 236 190 158 116 136 80 119 58 102 43 83 360 560 110 * 241 294 190 193 236 152 162 197 127 136 139 169 109 95 138 91 1 1 121 148 95 69 101 66 108 132 85 51 76 97 119 39 58 78 108 45 91 210 210 169 141 121 106 76 94 57 85 14" 230 236 190 158 136 115 119 83 106 62 95 47 81 360 241 * 193 * 162 * 139 * 121 98 108 73 97 56 88 44 81 560 294 * 236 * 197 * 169 * 148 132 107 119 83 108 65 99 210 210 169 141 121 106 94N76 85 58 77 16" 230 * * 236 241 294 * * 190 193 236 * 158 162 197 * 136 139 169 * * 119 121 148 * * 106 10897 132119 95 64 75 * 87 88 108 5078360 59 86 81560 99 indicates that Total Load value controls. How to Use This Table 1. Calculate actual total and live load in pounds per linear foot (plf). 2. Select appropriate Joist Clear Span. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total and live loads. PSF to PLF Conversions O.C. Load in Pounds Per Square Foot(PSF) Spacing 20 1 25 1 30 1 35 1 40 1 45 1 50 Load in Pounds Per Linear Foot (PLF) 1 55 60 12" 20 25 30 35 40 45 50 1 55 60 16" 27 34 1 40 47 54 60 67 1 74 80 19.2" 32 40 1 48 56 64 72 80 88 96 24" 40 50 1 60 70 80 90 100 1 110 120 T DD NOT ivalk on joists until braced. INJURY MAY RESULT Ll DO NDT stack building materials on unsheathed joists. Stack only over beams or walls. (T) IQW DO NOT wallr on joists that are lying flat. General Notes ■ Table is based on: — Minimum bearing length of 13/a" end and 3%" intermediate, without web stiffeners — Uniform loads. — More restrictive of simple or continuous span — No composite action provided by sheathing. ■ Total Load values are limited to deflection of L/240. ■ Live Load is based on joist deflection of L/480. ■ If a live load deflection limit of L/360 is desired, multiply value in Live Load column by 1.33. The resulting live load must not exceed the Total Load shown. ■ Table does not account for concentrated loads. Use Weyerhaeuser software when this condition applies. // �S. Lack of proper bracing during construction can result WARNING N® in serious accidents. Observe the following guidelines.. 1. All blocking, hangers, rim boards, and rim joists at the end supports of the TJI® joists must be completely installed and properly nailed. 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay. 3. Safety bracing of 1x4 (minimum) must be nailed to a braced end wall or sheathed area (as in note 2) and to each joist. Without this bracing, buckling sideways or rollover is highly probable under light construction loads —such as a worker or one layer of unnailed sheathing. 4. Sheathing must be completely attached to each TJI® joist before additional loads can be placed on the system. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within a tolerance of VZ" from true alignment. Trus Joists TJI® Joist Specifier's Guide TJ-4000 I December 2013 l _ f 0 5 -V 0 PIC), �n� � C (" {� 61' K 6' Lf lCO (YA 7-ed: 57/0 5�440-, -411 Description BY Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project 7,/L' Tl-, Job No. 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks a,r wexr,ou xnnn a.m:x June 20. 2017 09:06 1 Beam #2 Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00(6.001) psf Load2 Snow Full Area Yes 25.00(6.00') psf S el£-wei qht Dead Full UDL No 4.0 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 4'-6.2" 2'-3" 4'-6" Un£actored• Dead Snow 2 88 423 675 Factored: Uplift 79 Total 89 1098 Bearing: Capacity Beam 709 1240 Support 1211 1211 Anal/Des Beam 0.13 0.89 Support 0.07 0.91 Load comb #3 #2 Length 0.50* 0.50* Min req'd 0.50* 0.45** Cb 1.00 1.75 Cb min 1.00 1.75 Cb support 1.11 1.11 Pop sup 6251 1 625 -minimum Dearing iengm setting usea: uz for end supports and vz­ for interior supports **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4'-6.2"; volume = 0.6 cu.ft.; Lateral support: top= full, bottom= at supports; Beam #2 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 10.42 Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion Analysis Value Desiqn Value Unit Analysis/Design Shear fv = 35 Fv' = 172 psi £v/Fv' = 0.20 Bending(+) fb = 10 Ph' = 1271 psi fb/Fb' = 0.01 Bending(-) fb = 420 Fb' = 1271 psi £b/Fb' = 0.33 Deflection: -0.00 = <L/999 0.07 = L/360 in 0.04 Interior Live Total -0.00 = <L/999 0.11 = L/240 in 0.04 Cantil. Live 0.03 = L/946 0.15 = L/180 in 0.19 Total 0.05 = L/599 0.23 = L/120 in 0.20 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci On LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fb'- 850 1.15 1.00 1.00 1.000 1.300 1.00 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 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 549, V design = 444 lbs Bending(+): LC #3 = D+S (pattern: Ss), M = 15 lbs-ft Bending(-): LC #2 = D+S, M = 618 lbs-ft Deflection: LC #4 = (live) LC #4 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 63.1e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. A7 �} ,A 4f 2 0) Z2 v t Description !�c , By , y Date 1 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 Project / N- J �G �c��y-:��t. Job No. ` I 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks® mrrwexrti,x anon wur:x June 20, 2017 16:21 ( Beam #4 (cont. option) Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial Area No 0.00 7.25 18.00(12.501) psf Load2 Live Partial Area Yes 0.00 7.25 40.00(12.501) psf Load3 Dead Partial Area No 7.25 12.25 18.00(17.50') psf Load4 Live Partial Area Yes 7.25 12.25 40.00(17.501) psf Load5 Dead Partial Area No 12.25 24.67 16.00(16.50') psf Load6 Live Partial Area Yes 12.25 24.67 40.00(16.501) psf Self -weight Dead Full UDL No 26.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : T 24'-8" 1 Unfactored• Dead Live 1882 3885 5383 10977 259 2475 Factored: Uplift 1516 Total 5768 16359 2734 Bearing: Capacity Beam 15750 17718 15750 Support 16800 16800 16800 Anal/Des Beam 0.37 0.92 0.17 Support 0.34 0.97 0.16 Load comb #4 #2 #4 Length 3.00 3.00 3.00 Min req'd 1.10 2.92-* 0.52 Cb 1.00 1.13 1.00 Cb min 1.00 1.13 1.00 Cb support 1.00 1.00 1.00 Fc sup 800 800 800 ""Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Beam #4 PSL, 2.OE, 2.OE, 7"x11-718" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 24'-8.0"; volume = 14.2 cu.ft.; Lateral support: top= full, bottom= at supports; WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #4 (cont. option) WoodWorksO Sizer 10.42 Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion Anal sis Value Design Value I Unit Anal sis/Design Shear fv = 151 Fv' = 290 psi £v/Fv' = 0.52 Bending(+) fb = 1532 Fb' = 2903 psi fb/Fb' = 0.53 Bending(-) fb = 1767 Fb' = 2866 psi fb/Fb' = 0.62 Live Defl'n 0.32 = L/629 0.55 = L/360 in 0.57 Total Defl'n 0.46 = L/431 0.83 = L/240 in 0.56 Page 2 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 1.00 - 1.00 1.00 - - 3 Fb'- 2900 1.00 - 1.00 0.987 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 9433, V design = 8350 lbs Bending(+): LC #3 = D+L (pattern: L ), M = 21004 lbs-ft Bending(-): LC #2 = D+L, M = 24226 lbs-ft Deflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1954e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (-): Lu = 16'-7.06" Le = 30'-6.25" RB = 9.42 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. WoodWor COMPANY PROJECT El I Load Type Distribution Pat- Location [ftj Magnitude Unit tern Start End Start End Loadl Dead Full UDL 520.0 plf Load2 Live Full UDL 960.0 nlf Load3 Snow Full UDL 380.0 plf Self -weight Dead Full UDL 19.5 if Unfactored• Dead 3368 3368 Live 2875 2875 Snow 2375 2375 Factored: Total 7306 7306 Bearing: Capacity Beam 11812 1161� Support 14490 14990 Anal/Des Beam 0.62 0.62 Support 0.50 0.50 Load comb #3 #3 Length 3.00 3.00 Min req'd 1.86 1.86 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 800 B00 Criterion Anal sis Value Design Value Unit Analysis/Design Shear £v = 141 Fv' = 333 psi fv/Fv' = 0.92 Bending(+) fb = 2100 Fb' = 3338 psi fb/Fb' = 0.63 Live Defl'n 0.21 = L/690 0.41 = L/360 in 0.52 Total Defl'n 0.39 = L/372 0.61 = L/240 in 0.69 Beam #5 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 10.42 Additional Data: FACTORS: F/E (psi)CD CM Ct CL CV Fv' 290 1.15 - 1.00 - Fb'+ 2900 1.15 - 1.00 1.000 1 Fcp' 750 - - 1.00 - E' 2.0 million - 1.00 - Eminy' 1.09 million - 1.00 - CRITICAL LOAD COMBINATIONS: Shear LC #3 = D+.75(L+S), V = 7107, Bending(+); LC #3 = D+.75(L+S), M = 21597 Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind Z=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 �� C£u Cr Cfrt - - 1.00 - 1.00 1.00 - - 1.00 - - 1.00 - - 1.00 V design = 5860 lbs lbs-ft Page 2 Ci Cn LC# - 1.00 3 - - 3 - - 3 live Lc=concentrated E=earthquake CALCULATIONS: Deflection: EI = 1965e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. S. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. Unfactored• Dead 3368 3368 Live 2875 2875 Snow 2375 2375 Factored: Total 7306 7306 Bearing: Capacity Beam 11812 1161� Support 14490 14990 Anal/Des Beam 0.62 0.62 Support 0.50 0.50 Load comb #3 #3 Length 3.00 3.00 Min req'd 1.86 1.86 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 800 B00 Criterion Anal sis Value Design Value Unit Analysis/Design Shear £v = 141 Fv' = 333 psi fv/Fv' = 0.92 Bending(+) fb = 2100 Fb' = 3338 psi fb/Fb' = 0.63 Live Defl'n 0.21 = L/690 0.41 = L/360 in 0.52 Total Defl'n 0.39 = L/372 0.61 = L/240 in 0.69 Beam #5 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 10.42 Additional Data: FACTORS: F/E (psi)CD CM Ct CL CV Fv' 290 1.15 - 1.00 - Fb'+ 2900 1.15 - 1.00 1.000 1 Fcp' 750 - - 1.00 - E' 2.0 million - 1.00 - Eminy' 1.09 million - 1.00 - CRITICAL LOAD COMBINATIONS: Shear LC #3 = D+.75(L+S), V = 7107, Bending(+); LC #3 = D+.75(L+S), M = 21597 Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind Z=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 �� C£u Cr Cfrt - - 1.00 - 1.00 1.00 - - 1.00 - - 1.00 - - 1.00 V design = 5860 lbs lbs-ft Page 2 Ci Cn LC# - 1.00 3 - - 3 - - 3 live Lc=concentrated E=earthquake CALCULATIONS: Deflection: EI = 1965e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. S. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. Criterion Anal sis Value Design Value Unit Analysis/Design Shear £v = 141 Fv' = 333 psi fv/Fv' = 0.92 Bending(+) fb = 2100 Fb' = 3338 psi fb/Fb' = 0.63 Live Defl'n 0.21 = L/690 0.41 = L/360 in 0.52 Total Defl'n 0.39 = L/372 0.61 = L/240 in 0.69 Beam #5 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 10.42 Additional Data: FACTORS: F/E (psi)CD CM Ct CL CV Fv' 290 1.15 - 1.00 - Fb'+ 2900 1.15 - 1.00 1.000 1 Fcp' 750 - - 1.00 - E' 2.0 million - 1.00 - Eminy' 1.09 million - 1.00 - CRITICAL LOAD COMBINATIONS: Shear LC #3 = D+.75(L+S), V = 7107, Bending(+); LC #3 = D+.75(L+S), M = 21597 Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind Z=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 �� C£u Cr Cfrt - - 1.00 - 1.00 1.00 - - 1.00 - - 1.00 - - 1.00 V design = 5860 lbs lbs-ft Page 2 Ci Cn LC# - 1.00 3 - - 3 - - 3 live Lc=concentrated E=earthquake CALCULATIONS: Deflection: EI = 1965e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. S. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. Beam #5 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 10.42 Additional Data: FACTORS: F/E (psi)CD CM Ct CL CV Fv' 290 1.15 - 1.00 - Fb'+ 2900 1.15 - 1.00 1.000 1 Fcp' 750 - - 1.00 - E' 2.0 million - 1.00 - Eminy' 1.09 million - 1.00 - CRITICAL LOAD COMBINATIONS: Shear LC #3 = D+.75(L+S), V = 7107, Bending(+); LC #3 = D+.75(L+S), M = 21597 Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind Z=impact Lr=roof All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 �� C£u Cr Cfrt - - 1.00 - 1.00 1.00 - - 1.00 - - 1.00 - - 1.00 V design = 5860 lbs lbs-ft Page 2 Ci Cn LC# - 1.00 3 - - 3 - - 3 live Lc=concentrated E=earthquake CALCULATIONS: Deflection: EI = 1965e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. S. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. No' 0�6 Description d , By 0-1)z— Date / I. Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 425.778.8500 I / Project N� ZK Job No. l�✓Ca . (� www.cgengineering.com COMPANY PROJECT WoodWorks® S011W.1Mf MY N'pOn MfILp' June 20, 2017 16:30 1 Beam #7 Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 190.0 pl£ Load2 Live Full UDL 380.0 plf Load3 Dead Point 3.25 5383 lbs Load4 Live Point 3.25 10977 lbs Self-weiqht Dead Full UDL 30.6 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10'-9„ a 10'-5.2" Un£actored• Dead Live 4951 9730 2794 5332 Factored: Total 14680 8127 Bearing: Capacity Beam 15750 15750 Anal/Des Beam 0.93 0.52 Load comb #2 #2 Length 3.00 3.00 Min req'd 2.80 1.55 Cb 1.00 1.00 Cb min 1 1.001 1 1.00 Beam #7 PSL, 2.OE, 2.OE, 7"x14" Supports: All - Hanger Total length: 10'-9.0"; volume = 7.3 cu.ft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value IDesian Value I Unit Anal sis/Design Shear fv = 212 Fv' = 287 psi £v/Fv' = 0.74 Bending(+) fb = 2236 Fb' = 2871 psi £b/Fb' = 0.78 Live Defl'n 0.14 = L/873 0.35 = L/360 in 0.41 Total De£1'n 0.22 = L/578 0.52 = L/240 in 0.42 El I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #7 WoodWorksO Sizer 10.42 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV C£u Cr Cfrt Ci Cn LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 1.000 0.99 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 14604, V design = 13837 lbs Bending(+): LC #2 = D+L, M = 42601 lbs-£t Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 3201e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. COMPANY PROJECT WoodWorks' C(]!M'AFt IOW W0[ID d11f4 Loads: Load I Type Loadl Dead Load2 Live Load3 Earthquake July 20, 2017 12:41 1 Beam #8 Design Check Calculation Sheet Wood Works Sizer 11.1 stribution jPat- (Location [ft] I Magnitude Vnit 1 UDL 110.0 if 1 UDL 120.0 if nt 1 3.50 9750 bs Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.816' 10.59' Unfactored• Dead Live Earthquake 684 659 6705 666 639 3045 Factored: Total 5378 2798 Bearing: Capacity Beam 11813 3133 Support 20160 2798 Des ratio Beam 0.46 0.89 Support 0.27 1.00 Load comb #4 #4 Length 3.00 0.80 Min req'd 1.37 .80** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.07 Fc/Fcp sup, 8001 625 "Minimum bearing length governed by the required width of the supporting member. Beam #8 PSL, PSL, 2.2E, 5-1/4"x9-1/4" Supports: 1 - Lumber n-ply Column, Hem -Fir Stud; 2 - Timber -soft Beam, D.Fir-L No.2; Total length: 10.57'; Clear span: 10.5'; volume = 3.6 cu.ft. Lateral support: top= full, bottom= at supports; El I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #8 WoodWorks® Sizer 11.1 Analvsis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value I Design Value Unit Anal sis/Desi n Shear fv = 162 Fv' = 464 psi £v/Fv' = 0.35 Bending(+) fb = 2730 Fb' = 4775 psi fb/Fb' = 0.57 Live Defl'n 0.32 = L/402 0.35 = L/360 in 0.89 Total Defl'n 0.36 = L/351 0.53 = L/240 in 0.68 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci On LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2900 1.60 - 1.00 1.000 1.03 - 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+.7E, V max = 5357, V design = 5253 lbs Bending(+): LC #4 = D+.7E, M = 17029 lbs-ft Deflection: LC #4 = D+.7E (live) LC #4 = D+.7E (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 762e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection, Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. Woodworks® COMPANY PROJECT June 21, 2017 14:32 1 Beam #9 Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit'. Loadl Dead Partial Area No 20.00 24.75 15.00(5.25') psf ,. Load2 Live Partial Area Yes 20.00 24.75 60.00(5.251) ps£ ''.... Load3 Dead Point No 25.11 580 lbs Load4 Live Point Yes 25.11 630 its '.. Load5 Dead Point No 1.46 4951 lbs Lcad6 Live Point Yes 1.46 9730 lbs Load? Dead Point No 22.25 3485 lbs Load8 Live Point Yes 22.25 2881 lbs. Load9 Snow Point Yes 22.25 2333 lbs Self -weight IDead IFull UDL I No 1 1 23.0 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11 25'-3" 11 24'-11.3" Unfactored: Dead Live Snow 4469 9182 -179 5494 6040 2512 Factored: Total 13651 11908 Bearing: Capacity Beam 21656 23132 Support 20212 20212 Anal/Des Beam 0.63 0.50 Support 0.68 0.57 Load comb #2 #3 Length 5,50 5.50 Min req'd 3.71** 3.14** Cb 1.00 1.07 Cb min 1.00 1.12 Cb support 1.00 1.00 Fc sup 7001 1 700 **Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Beam #7 PSL, 2.OE, 2.OE, 5-1/4"x14" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 25'-3.0": volume = 12.9 cu.ft.; Lateral support: top= full, bottom= at supports; ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #9 WoodWorkse Sizer 10.42 Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Desiqn Value Unit Anal sis/Design Shear fv* = 238 Fv' = 287 psi fv*/Fv' = 0,83 Bending(+) fb = 1102 Fb' = 2871 psi fb/Fb' = 0.38 Bending(-) fb = 1314 Fb' = 2787 psi fb/Fb' = 0.47 Deflection: Interior Live 0.22 = <L/999 0.68 = L/360 in 0.32 Total 0.21 = <L/999 1.02 = L/240 in 0.20 Cantil. Live 0.26 = L/212 0.30 = L/180 in 0.85 Total 0.39 = L/139 0.46 = L/120 in 0.86 *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 Fv' 290 1.00 - 1.00 - Fb'+ 2900 1.00 - 1.00 1.000 0 Fb'- 2900 1.00 - 1.00 0.961 0 Fcp' 750 - - 1.00 - E' 2.0 million - 1.00 - Eminy' 1.04 million - 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D+L (pattern: L ), V = Bending(+): LC #5 = D+L (pattern: L ), M = Bending(-): LC #2 = D+L, M = 18786 lbs-ft Deflection: LC #12 = (live) LC #12 = (total) D=dead L=live S=snow W=wind T=impact Lr=roof All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Page 2 Cfu Cr Cfrt Ci Cn LC# - - 1.00 - 1.00 5 99 - 1.00 1.00 - - 5 99 - 1.00 1.00 - - 2 - 1.00 - - - - 1.00 - - 12 - - 1.00 - - 12 13651, V design* = 11638 lbs 15749 lbs-ft live Le=concentrated E=earthquake pattern load in this span Deflection: EI = 2401e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (-): Lu = 20'-4.63" Le = 321-10.25" RB = 14.15 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. COMPANY PROJECT WoodWorks .aa,wvx�H,v mu,n w.arrc June 20, 2017 16:54 1 Beam #10 (A) Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [£t] Magnitude I Unit ternI Start End Start End Loadl Dead Full UDL 199.0 plf Lcad2 Live Full UDL 397.0 plf Self-weiqht Dead Full UDL 13.0 if Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 8'-7.1" 8'-4" Unfactored: Dead Live 925 1737 892 1672 Factored: Total 2662 2565 Bearing: Capacity Beam 7875 2780 Support 8820 2565 Anal/Des Beam 0.34 0.92 Support 0.30 1.00 Load comb #2 #2 Length 3.00 1.06 Min req'd 1.01 1.06-* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.11 FC/Fcp SUPI 8001 1 625 "Minimum bearing length governed by the required width of the supporting member. Beam #7 PSL, 2.OE, 2.OE, 3-112"x11-7/8" Supports: 1 - Lumber n-ply Column, Hem -Fir Stud; 2 - Timber -soft Beam, D.Fir-L No.2; Total length: V-7.1"; volume = 2.5 cu.ft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value IDesiqn Value I Unit Anal sis/DeSign Shear fv = 69 Fv' = 290 psi fv Fv' = 0.24 Bending(+) fb = 772 Fb' = 2903 psi fb/Fb' = 0.27 Live Defl'n 0.04 = <L/999 0.28 = L/360 in 0.16 Total Defl'n 0.07 = <L/999 0.42 = L/240 in 0.16 1-11 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #10 (A) WoodWorks® Sizer 10.42 Page 2 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 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2538, V design = 1910 lbs Bending(+): LC #2 = D+L, M = 5290 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 977e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. COMPANY PROJECT WoodWorks® .0011 WAAY"MM M'(1(I001 Vf.A' June 20, 2017 16:54 I Beam #10( 13) Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 199.0 plf Load2 Live Full UDL 397.0 plf Load3 Dead Point 1.25 3240 lbs Load4 Live Point 1.25 2760 lbs Load5 Snow Point 1.25 2280 lbs Self -weight Dead Full UDL 13.0 if Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8'-7.4" a Unfactored• Dead Live Snow 3727 4116 1976 1338 2065 304 Factored: Total 8296 3403 Bearing: Capacity Beam 7875 3688 Support 8820 3403 Anal/Des Beam 1.00 0.92 Support 0.89 1.00 Load comb #2 #2 Length 3.00 1.41 Min req'd 2.99 1.41*" Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.11 Fc/Fcp sup,800 1 625 *"Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Beam #7 PSL, 2.OE, 2.OE, 3-1/2"x11-7/8" Supports: 1 - Lumber n-ply Column, Hem -Fir Stud; 2 - Timber -soft Beam, D.Fir-L N0.2; Total length: V-7.4"; volume = 2.5 cu.ft.; Lateral support: top= full, bottom= at supports; El I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #10 WoodWorksO Sizer 10.42 Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 256 Fv' = 290 psi fv/Fv' = 0.88 Bending(+) fb = 1358 Fb= -903 ' psi fb/Fb' = 0.47 Live Defl'n 0.07 = <L/999 0.28 = L/360 in 0.25 Total Defl'n 0.12 = L/821 0.42 = L/240 in 0.29 Page 2 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 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 7768, V design = 7094 lbs Bending(+): LC #2 = D+L, M = 9312 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 977e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description '2 %e' P'ey, Project 7�ff T, By �7-,Z Date Checked Date Scale Sheet No. Job No. / vy W' ( Woodworks® COMPANY PROJECT sov,wxxrrox nv.nn ".a'+ce June 27, 2017 11:43 1 Beam #11 Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 0.75 1760 lbs Load2 Live Point 0.75 1680 lbs Load3 Snow Point 0.75 1520 lbs Load4 Dead Point 9.33 1760 lbs Lcad5 Live Point 9.33 1680 lbs Load6 Snow Point 9.33 1520 lbs Load? Dead Partial UDL 9.33 14.33 520.0 520.0 plf Load8 Live Partial UDL 9.33 14.33 420.0 420.0 plf Load9 Snow Partial UDL 9.33 14.33 380.0 380.0 plf Load10 Earthquake Point 12.25 17250 lbs Load12 Earthquake Point 10.00 -17250 lbs Self -weight IDead lFull UDL I 1 1 19.5 Iplf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 14'-5.6" Unfactored• Dead Live Snow Earthquak 2915 2582 2336 -2738 3482 2878 2604 2738 Factored: Uplift 112 Total 6604 9030 Bearing: Capacity Beam 11812 10113 Support 14490 9030 Anal/Des Beam 0.56 0.89 Support 0.46 1.00 Load comb #3 #5 Length 3.00 2.57 Min req'd 1.68 2.57** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.07 Fc/Fcp sup,800 625 '"Minimum bearing length governed by the required width of the supporting member. ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #11 WoodWorksO Sizer 10.42 Beam #11 PSL, 2.OE, 2.OE, 5-1/4"x11-7/8" Supports: 1 - Lumber n-ply Column, Hem -Fir Stud; 2 - Timber -soft Beam, D.Fir-L N0.2; Total length: 14'-5.6"; volume = 6.3 cu.ft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 227 Fv' = 464 psi fv/Fv' = 0.49 Bending(+) fb = 2326 Fb' = 3338 psi fb/Fb' = 0.70 Bending(-) fb = 1224 Fb' = 4439 psi fb/Fb' = 0.28 Live Defl'n -0.32 = L/537 0.47 = L/360 in 0.67 Total Defl'n 0.50 = L/339 0.71 = L/240 in 0.71 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Fv' 290 1.60 - 1.00 - - Fb'+ 2900 1.15 - 1.00 1.000 1. Fb'- 2900 1.60 - 1.00 0.956 1. Fcp' 750 - - 1.00 - - E' 2.0 million - 1.00 - - Eminy 1.04 million - 1.00 - - CRITICAL LOAD COMBINATIONS: Page 2 Cfu Cr Cfrt Ci Cn LC# - 1.00 - 1.00 9 00 - 1.00 1.00 - - 3 00 - 1.00 1.00 - - 9 - - 1.00 - - - - 1.00 - - 3 - - 1.00 - - 3 Shear : LC #9 = .6D+.7E, V = 9423, V design = 9423 lbs Bending(+): LC #3 = D+.75(L+S), M = 23917 lbs-ft Bending(-): LC #9 = .6D+.7E, M = 12589 lbs-£t Deflection: LC #8 = D+.7E (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1465e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (-): Lu = 14'-2.13" Le = 26'-1.00" RB = 11.61 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. COMPANY PROJECT WoodWorks® .aanvexr,nu xnnn m.arx June 21, 2017 14:46 1 Beam #13 Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Partial UDL 0.04 10.04 33.0 33.0 plf Load2 Live Partial UDL 0,04 10.04 70.0 70.0 pl£ Self -weight Dead Full UDL 13.0 plf Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) 20'-1" N Unfactored• Dead Live 377 525 213 175 Factored: Total 902 388 Bearing: Capacity Beam 1312 1312 Support 1211 1211 Anal/Des Beam 0.69 0.30 Support 0.74 0.32 Load comb #2 #2 Length 0.50+ 0.50+ Min req'd 0.50+ 0.50+ Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 6251 1 625 -minimum bearing length setting used: 1iz­ for end supports Beam *13 PSL, 2.OE, 2.OE, 3-1/2"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20'-1.0"; volume = 5.8 cu.ft.; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 29 Fv' = 290 psi fv/Fv' = 0.10 Bending(+) to = 514 Fb' = 2371 psi fb/Fb' = 0.22 Live Defl'n 0.13 = <L/999 0.67 = L/360 in 0.20 Total Defl'n 0.24 = L/998 1.00 = L/240 in 0.24 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #13 WoodWorksO Sizer 10.42 Page 2 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 0.817 1.00 - 1.00 1,00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 902, V design = 790 lbs Bending(+): LC #2 = D+L, M = 3520 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 977e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 20'-0.50" Le = 36'-10.50" RB = 20.71 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearing Wall Design Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall 3132 PLF;' Use 2x Stud Grade @ Maximum Load to Interior 2x4 Wall 1320 PLF16" o.c. for all Stud Maximum Load to Interior (2)-2x4 Party Wall 2640 PLF'1 Walls Foundation Design Based on the geotechnical engineering report, the allowable soil bearing pressure is as given below. The minimum continuous wall footing is 18" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 3000 PSF 1 5 Feet = 4500 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 4500 PSF 1.5 Feet = 6.8 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 9 Kips 2.5 x 2.5 14 Kips 3 x 3 20 Kips 3.5 x 3.5 28 Kips Description Gravity Design By DTR Date 06/28/17 o Columns / Bearing Walls / Foundations checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite200 Project 76th Townhomes Job No. Edmonds, WA98020 17206.10 L RetainPro Project File Summary Filename : 76th townhome retaining walls.RPX Number of Walls : 6 Directory : \_2017 Projects\17206 76th Ave Town homes\_Structural\Engineering\Retaining Walls\76th tow Drive Label : R: Computer Name: WS-70 File Size : 30,464 bytes Wall Details.... Title : 4'-0" 4.00ft high wall retaining 4.00ft of soil Job ID : 1 Cantilevered Stem Cale Date : JUN 19,2017 Allow SP= 3,000.Opsf, Active Pressure= 35.00psf/ft Retain Ht. 4.000 ft Passive Press= 300.00psf, Soil Density= 110.Opcf Wall Type : Cantilevered Soil Slope= 0.00:1, Soil Ht over toe = O.00in Description : Footing: 12.0in thick x 2.17ft wide Title : 4'-0" With Seismic 4.00ft high wall retaining 4.00ft of soil Job ID : 2 Cantilevered Stem Cale Date : JUN 19,2017 Allow SP= 3,999.Opsf, Active Pressure= 35.00psf/ft Retain Ht. 4.000 ft Passive Press= 300.00psf, Soil Density= 110.Opcf Wall Type Cantilevered Soil Slope= 0.00:1, Soil Ht over toe = O.00in Wall has Seismic Load, Description Footing: 12.Oin thick x 2.25ft wide Title : 6'-0" 6.00ft high wall retaining 6.00ft of soil Job ID : 3 Cantilevered Stem Cale Date : JUN 19,2017 Allow SP= 3,000.Opsf, Active Pressure= 35.00psf/ft Retain Ht. 6.000 ft Passive Press= 300.00psf, Soil Density= 110.Opcf Wall Type : Cantilevered Soil Slope= 0.00:1, Soil Ht over toe = O.00in Description : Footing: 12.Oin thick x 3.00ft wide Title : 6'-0" with Seismic Job ID : 4 Cale Date : JUN 19,2017 Retain Ht. 6.000 ft Wall Type : Cantilevered Description : Title : 8'-0" Job ID : 5 Cale Date : JUN 19,2017 Retain Ht. 8.000 ft Wall Type : Cantilevered Description : Title : 8'-0" with Seismic Job ID : 6 Cale Date : JUN 19,2017 Retain Ht. 8.000 ft Wall Type : Cantilevered Description : 6.00ft high wall retaining 6.00ft of soil Cantilevered Stem Allow SP= 3,990.Opsf, Active Pressure= 35.00psf/ft Passive Press= 300.00psf, Soil Density= 110.Opcf Soil Slope= 0.00:1, Soil Ht over toe = O.00in Wall has Seismic Load, Footing: 12.Oin thick x 3.25ft wide 8.00ft high wall retaining 8.00ft of soil Cantilevered Stem Allow SP= 3,000.Opsf, Active Pressure= 35.00psf/ft Passive Press= 300.00psf, Soil Density= 110.Opcf Soil Slope= 0.00:1, Soil Ht over toe = O.00in Footing: 12.0in thick x 3.75ft wide 8.00ft high wall retaining 8.00ft of soil Cantilevered Stem Allow SP= 3,990.Opsf, Active Pressure= 35.00psf/ft Passive Press= 300.00psf, Soil Density= 110.Opcf Soil Slope= 0.00:1, Soil Ht over toe = O.00in Wall has Seismic Load, Footing: 12.Oin thick x 4.50ft wide 'r�V Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Criteria - Retained Height = 4,00 It Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.89 OK Slab Resists All Sliding I Total Bearing Load = 1,055 Ibs ...resultant ecc. = 5.64 in Soil Pressure @ Toe = 1,147 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,605 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.5 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 437.5 Ibs Title 4'-0" : Page: 1 Job # : Dsgnr. DTR Date: 19 JUN 2017 Description.... al\Engineering\Retaining Wall Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35,0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/it ...Height to Top = 0.00 It ...Height to Bottom = 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Vertical component of active lateral soil pressure I NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1,600 1.000 1.000 Stem Construcao-n-A S Bottom Stem OK Design Height Above Ftg It = 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8,00 Rebar Size = # 5 Rebar Spacing = 15.00 Rebar Placed at = Center Design Data fb/FS+fa/Fa = 0.142 Total Force @ Section Service Level Ibs = Strength Level Ibs= 448.0 Moment.... Actual Service Level it-#= Strength Level ft-#= 597.3 Moment..... Allowable = 4,191.8 Shear..... Actual Service Level psi= Strength Level psi= 9.3 Shear..... Allowable psi= 82.2 Anet(Masonry) in2= Rebar Depth'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ration' _ Wall Weight psf= 100. _.._ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Masonry Design Method = ASO Concrete Data fc psi= 3,000.E Fy psi= 60,000.0 Code: IBC 2015,ACI 318-14,ACI 530-13 Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = 0,0 it at Back of Wall Poisson's Ratio = 0.300 0 Weight Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Concrete Stem Rebar Area Details Title 4'-0" : Page: 2 Job#: Dsgnr: DTR Date: 19JUN2017 Description.... Wall Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0361 in2/ft (4/3) • As: 0.0481 in2/ft Min Stem T&S Feint Area 0.768 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.192 m2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2lft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 m2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths Footing Design Results Toe Width 0.75 it Toe Heel Heel Width = 1.42 Factored Pressure = 1,605 0 psf Total Footing Width = 2.17 Mu': Upward = 390 11 it-# Footing Thickness = 12.00 in Mu': Downward = 51 199 it-# Mu: Design = 339 188 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.49 0.49 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = I)= it Toe Reinforcing = # 7 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pef Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi'5'lambda'sgrt(fc)•Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Force Distance Moment Item ibs H it-# Heel Active Pressure = 437.5 1.67 729.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 437.5 O.T.M. 729.2 Resisting/Overturning Ratio = 1.89 Vertical Loads used for Soil Pressure = 1,054.6 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. 0.56 m2 0.26 in2 ift If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = Sloped Soil Over Hee; _ Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = .....RESISTING..... Force Distance Moment ibs It ft-# 329.7 1.79 590.6 400.0 kPZIII-1) 1.08 433.3 1.08 351.9 Total = 1,054.6 Ibs R.M = 1,375.8 Axial live load NOT included in total displayed or used for overturning resistance, but is Included for soil pressure calculation. N Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Title 4'-0" : Page: 3 Job # : Dsgnr: DTR Date: 19 JUN 2017 Description.... Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Tilt —� Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.059 in The above talc lalion is Dot vn lid 'f the heel Soil bearinn pressure. r exceeds that of the toe because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Title 4'-0" : Page: 4 Job # : Dsgnr: DTR Date: 19 JUN 2017 Description.... Wall RotalnPro (e) 1887-2017, Build 11.17.06.23 License: KW460687761^ CCe r Cantilevered Retaining Wall Code: I BC 2015,AC1318-14,ACI 53a13 Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 it above top of footing Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specifed in this stem design segment = Hooked embedment length into footing for#5 bar specified in this stem design segment = As Provided = As Required = 21.36 in 16.43 in 6.68 in 0.2480 in2/ft 0.1728 in2/ft Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\ 2017 Projects\17206 76th Ave Criteria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 his Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 11.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.23 Ratio Title 4'.0" With Seismic Job # : Dsgnr. DTR Description.... Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 3,999.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Sail Density, Toe = 0.00 pcf Footing1soii Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #1ft ...Height to Top = 0.00 ft .-Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 55.000 Total Seismic Force = 275.000 Stem Construction Design Height Above Fill; it < 1.51 Wall Material Above "Ht" _ Slab Resists All Sliding I Design Method = Total Bearing Load = 1,104 Ibs --resultant ecc. = 10.51 in Soil Pressure @ Toe = 2,957 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,999 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,140 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 1.3 psi OK Footing Shear @ Heel = 4.9 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 630.0 Ibs Vertical component of active lateral soil pressure I NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Thickness S = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level his = Moment.... Actual Service Level ft-#= Strength Level it-#= Moment..... Allowable = Shear..... Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Anet(Masonry) in2= Rebar Depth 'd' in= Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ ITYPIll Page: 1 Date: 19 JUN 2017 Code: IBC 2015,ACI 318-14,ACI 530-13 Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist 0.00 it Footing Type Line Load Base Above/Below Soil = 0.0 it at Back of Wail Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 15.00 Center 0.247 668.0 1,037.3 4,191.8 13.9 82.2 4.00 Wall Weight psi = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: 76th Ave Title 4'-0" With Seismic Job#: Dsgnr: DTR Description.... Wall Page: 2 Date: 19 JUN 2017 RetalnPro(c) 1987.2017, Build 11.17.06.23 License: TW-060587761r ��e r Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0626 in2/ft (4/3)' As : 0.0835 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per it of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0,6503 [n2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 0.75 it Toe Heel Heel Width = 1.50 Factored Pressure = 4,140 0 psf Total Footing Width = 2.25 Mu': Upward = 775 0 ft-# Footing Thickness = 12,00 In Mu': Downward = 51 246 it-# Mu: Design = 724 246 it-# Key Width = 0.00 in Actual 1-Way Shear = 1.34 1.34 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 it Toe Reinforcing = # 5 @ 15.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 In, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi'5'Iambda'sgrt(fc)`Sm Key: No key defined Min footing T&S reinf Area 0.58 m2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item ibs it it-# Its it ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 366.7 1.83 672.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Sol[ _ Seismic Earth Load Total 192.5 2.50 481.3 630.0 O.T.M. 1,210.4 Resisting/Overturning Ratio = 1.23 Vertical Loads used for Soil Pressure = 1,104.2 Its If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance, Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 1.08 433.3 Earth @ Stem Transitions= Footing Weight = 337.5 1.13 379.7 Key Weight = Vert. Component Total = 1,104.2 his R.M= 1,485.2 ' Axial live load NOT included In total displayed or used for overtuming resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Title 4'-0" With Seismic Job #: Dsgnr: DTR Description.... Wall Page: 3 Date: 19 JUN 2017 RewlnPro (c) 1987-2017, Build 11.17.06.23 License: KW.06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 ;,.— T- rr cnlmnlccGlnlr Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.146 in The above calculation is not valid If the heel soil hearing Pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: 76th Ave Title 4'-0" With Seismic Job#: Dsgnr: DTR Description.... Page : 4 Date: 19 JUN 2017 RetalnPro (c) 1987-2017, Build 11.17.06.23 License: KW.06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 :.o— Tn - rr anlr_lmccmnlr Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 it above top of footing Lap Splice length for #5 bar specified in this stem design segment = Development length for#5 bar specified in this stem design segment = Hooked embedment length into footing for#5 bar specified in this stem design segment = As Provided = As Required = 21.36 in 16.43 in 6.68 in 0.2480 m2lft 0,1728 in2lft Use menu item Settings> Printing & Title Block Title 6'-0" to set these five lines of information Job # : for your program. Description.... This Wall in File: R:\_2017 Projects\17206 76th Ave Criteria Retained Height = 6.00 it Wall height above soil = 0.00 it Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It j Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.76 OK Stab Resists All Sliding 1 Total Bearing Load = 1,930 Ibs ...resultant ecc. = 8.50 in Soil Pressure @ Toe = 1,526 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,276 psf ACI Factored @ Heel = 0 psi Footing Shear@ Toe = 4.8 psi OK Footing Shear@ Heel = 8.8 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 857,5 Ibs Cantilevered Retaining Wall Page: 1 Dsgnr, DTR Date: 19 JUN 2017 g Wall Soil Data A Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 In Lateral Load Applied to Stem Lateral Load = 0.0 #/it ...Height to Top = 0.00 it ...Height to Bottom = 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Leveq Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Code: IBC 2015,ACI 318-14,ACI 530-13 Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = 0.0 it at Back of Wall Poisson's Ratio = 0.300 Stem Construction Bottom Design Height Above Ftc ft= Stem OK 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = &00 Rebar Size = # 5 Rebar Spacing = 15.00 Rebar Placed at = Center Design Data fb/FB+fa/Fa Total Force @ Section Service Level Ibs = Strength Level Ibs= 1,008.0 Moment.... Actual Service Level 114= Strength Level it-#= 2,016.0 Moment..... Allowable = 4,191.8 Shear..... Actual Service Level psi= Strength Level psi= 21.0 Shear..... Allowable psi= 82.2 Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Wall Weight psi = 100.0 Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Medium Weight Masonry Design Method = ASO Concrete Data fc psi= 3,000.0 Fir psi= 60,000.0 Use menu item Settings > Printing & Title Block Title Il : Page: 2 to set these five lines of information Job # : Dsgnr: DTR Date: 19 JUN 2017 for your program. Description.... This Wall in File: R:\_2017 Projects\17206 76th Ave Townhomes\_Simctural\Engineering\Retaining Wall RetalnPro(c) 1987-2017, Build 11.17.06.23 License: KW.06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 Tn • rr FMnlMFFRIMr Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1217 in2/ft (4/3) "As : 0.1623 m2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per it of stem Height: 0.192 m2/ft 0,0018bh : 0=18(12)(8) : 0,1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of; Required Area : 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 it Toe Heel Heel Width = Z00 Factored Pressure = 2,276 0 psf Total Footing Width = 3.00 Mu': Upward = 978 57 it-# Footing Thickness = 12.00 in Mu': Downward = 90 864 it-# Mu: Design = 888 807 ft-# Key Width = 0.00 In Actual 1-Way Shear = 4.75 4.75 psi Key Depth = 0.00 in 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 If Toe Toe Reinforcing = # 5 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20,37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi"5"lambda"sgrt(fc)"Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S fell Area per foot 0.26 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 1&52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 In Summary of Overturning &Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft4# Ibs It it-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 880.0 2.33 2,053.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total 857.5 O.T.M. 2,000.8 Resisting/Overturning Ratio = 1.76 Vertical Loads used for Soil Pressure = 1,930.0 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. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert, Component - 600.0 1.33 450.0 1.50 [IlIlx11 675.0 Total = 1,930.0 Ibs R.M = 3,528.3 Axial live load NOT included In total displayed or used for overturning resistance, but is included for soil pressure calculation, Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\ 2017 Proiects\17206 76th Ave Title 6'-0" : Job#: Dsgnr: DTR Description.... wnhomes\ Stmctural\Engineering\Retaining Wall Cantilevered Retaining Wall Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.090 in The above calculation is not valid if the heel soil bearing oreMlre exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page: 3 Use menu item Settings > Printing & Title Block Date: 19 JUN 2017 to set these rive lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Code: IBC 2015,ACI 318-14,ACI 530-13 1 Title 6'-0" : Page: 4 Job # : Dsgnr. DTR Date: 19 JUN 2017 Description.... wnhomes\ Structural\Engineering\Retaining Wall Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 it above top of footing Lap Splice length for #5 bar specified in this stem design segment = 21.36 in Development length for #5 bar specified in this stem design segment = 16.43 in Hooked embedment length into footing for#5 bar specified in this stem design segment = 6.18 in As Provided = 0.2480 in2/ft As Required = 0.1600 in2/ft Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wail in File: R:\_2017 Projects\17206 76th Ave Criteria Retained Height = 6.00 it Wall height above soil = 0.00 it Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 11.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.25 Ratio Title 6'-0" with Seismic Job#: Dsgnr. DTR Description.... Wall Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 3,990.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FoolingllSoil Friction = 0A00 Soli height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/it ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) < 1. Slab Resists All Sliding I Total Bearing Load = 2,133 Ibs ...resultant ecc. = 14.77 in Soil Pressure @ Toe = 3,610 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,990 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,054 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10.3 psi OK Footing Shear @ Heel = 12.8 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,234.8 Ibs Vertical component of active lateral soil pressure I NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1,600 Wind, W 1.000 Seismic, E 1.000 Uniform Seismic Force = 77.000 Total Seismic Force = 539.000 Stem Construction ` S Bottom Stem OK Design Height Above Ftc ft = 0.00 51 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 15.00 Reber Placed at = Center Design Data fb/FB+fal = 0.812 Total Force @ Section Service Level ibs= Strength Level Ibs= 1,470.0 Moment.... Actual Service Level ft#= Strength Level ft#= 3,402.0 Moment..... Allowable = 4,191.8 Shear..... Actual Service Level psi= Strength Level psi= 30.6 Shear..... Allowable psi= 82.2 Anet (Masonry) in2 = Rebar Depth 'd' in= 4.00 Masonry Data fanpsi= Fs psi= Solid Grouting = Modular Ration' _ Wall Weight psf= 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Masonry Design Method = ASO Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Page: 1 Date: 19 JUN 2017 Code: IBC 2015,ACI 318-14,ACI 530-13 Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Weight Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: 761h Ave Title 6'-0" with Seismic Job#: Dsgnr: DTR Description.... Page: 2 Date: 19 JUN 2017 RctalnPro (c) 1987-2017, Build 11.17.06.23 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 ; nn T- rr_ CnIGInICCDinIG Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0,2054 Irl (413)' As: 0.2738 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0,0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.2054 in2/ft #4@ 12.60 in #4@ 25.00 in Provided Area : 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0,6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 it Toe Heel Heel Width = 2.25 Factored Pressure = 5,054 0 psf Total Footing Width = 3.25 Mu': Upward = 1,814 0 it-# Footing Thickness = 12.00 in Mu': Downward = 90 1,218 ft# Mu: Design = 1,724 1,218 ft# Key Width = 0.00 in Actual 1-Way Shear = 10.33 10.33 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 it Toe Reinforcing = # 5 @ 16.00 in Pc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As / = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.84 in2 Min footing T&S reinf Area per foot 0.26 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28,701n #6@ 20.37 In #6@ 40.74 in summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft# Ibs it ft# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,045.0 2.46 2,569.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 377.3 3.50 1,320.6 1,234.8 O.T.M. 3,321.4 Resisting/Overturning Ratio = 1.25 Vertical Loads used for Soil Pressure = 2,132.5 Ibs If seismic Is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions= Footing Weight = 487.5 1.63 792.2 Key Weight = Vert. Component = Total = 2,132.5 Ibs R.M: 4,161.1 ' Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\ 2017 Projects\17206 76th Ave Title 6'-0" with Seismic Job # : Dsgnr: DTR Description.... Page : 3 Date: 19 JUN 2017 RetalnPre (c) 1987-2917, Build 11.17.05.23 License: KW46058761 Cantilevered Retaining Wall Code: 18C 2015,ACI 318-14,ACi 530-13 I inn�en T� PC Cr.ICir.ICCOINC Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.185 in The above calculation is not valid If the heel soil bearinn Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall In File: 76th Ave Title 6'-0" with Seismic Job #: Dsgnr: DTR Description.... Page: 4 Date: 19 JUN 2017 RetalnPro (c) 1987.2017, Build 11.17.06.23 License: KW46068761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 i... — T. - ( Ct PKIrIKIFFAIKir Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 it above top of footing Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for#5 bar specified in this stem design segment = As Provided = As Required = 21.36 in 16.43 in 7.94 in 0.2480 in2/ft 0.2054 in2/ft Use menu item Settings> Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 761h Ave Criteria Retained Height = 8.00 It Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.67 OK Slab Resists All Sliding I Total Bearing Load = 3,196 Ibs ...resultant ecc. = 11.86 in Soil Pressure @ Toe = 2,402 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,363 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = T3 psi OK Footing Shear@ Heel = 16.3 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,417.5 Its Vertical component of active lateral soil pressure I NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1,200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Title 8'-0" : Page: 1 Job#: Dsgnr: DTR Date: 19JUN2017 Description.... al\Engineering\Retaining Wail Cantilevered Retaining Wall Soil Data LLLJ Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psi (Service Level) Stem Construction S Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data fb/FB+fa/Fa = 0.927 Total Force @ Section SenAce Level Ibs = Strength Level Ibs= 1,792.0 Moment.... Actual Service Level ft-#= Strength Level ft-#= 4,778.7 Moment..... Allowable = 5,154.8 Shear..... Actual Service Level psi= Strength Level psi= 37.3 Shear..... Allowable psi= 82.2 Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data Pm psi= Fs psi= Solid Grouting = Modular Ration' _ Wall Weight psf = 100.0 _ Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Medium Masonry Design Method = ASO Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Code: IBC 2015,ACI 318-14,ACI 530-13 Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 It at Back of Wall Poisson's Ratio = 0.300 Weight Use menu item Settings > Printing & Title Block Title 8'-0" : Page: 2 to set these five lines of information Job # : Dsgnr: DTR Date: 19 JUN 2017 for your program. Description.... This Wall in File: R:\_2017 Projects\17206 761h Ave Townhomes\ Stmctural\Engineering\Retaining Wall RetalnPro (c)1987-2017, Build 11.17.06.23 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 i iro Tn • Pa F�Il�I�iFFRI�Il� Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2885 in2/ft (4/3) `As : 0.3846 in2/ft Min Stem T&S Reinf Area 1.536 in2 2001od/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per It of stem Height : 0.192 in2/ft 0.00181oh : 0.0018(12)(8) : 0,1728 In2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.2885 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19,38 in #5@ 38.75 in Maximum Area: 0.6503 m2/ft #6@ 27,50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 It Toe Heel Heel Width = 2.75 Factored Pressure = 3,363 0 psf _ Total Footing Width = 3.75 Mu': Upward = 1,471 207 ft-# Footing Thickness = 12.00 in Mu': Downward = 90 2,682 ft-# Mu: Design = 1,381 2,475 ft-# Key Width = 0.00 In Actual 1-Way Shear = 7.29 7.29 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.00 It Toe Reinforcing = # 5 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi'5'lambda'sgrt(fc)•Sm Key: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Its ft 114 Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 1,833.3 2.71 4,965.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Sol[ _ Total 1,417.5 O.T.M. 4,252.5 Resisting/Overturning Ratio = 1.67 Vertical Loads used for Soil Pressure = 3,195.8 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. Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 1.33 1,066.7 Earth @ Stem Transitions= Footing Weight = 562.5 1.88 1,054.7 Key Weight = Vert. Component Total = 3,195.8 Ibs R.M = 7,086.6 • Axial live load NOT included in total displayed or used for overtuming resistance, but is Included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Title 8'-0" : Page: 3 Job #: Dsgnr: DTR Date: 19 JUN 2017 Description.... al\Englneering\Retaining Wall RerainPro (c) 1987.2017, 5011e 11.17.06.23 License: TW-06058776,1, ,ccRlnlr_ Cantilevered Retaining Wall Code: IBC 2015,ACi 318-14,ACI 530-13 Tilt Horizontal Deflection at Too of Walt due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall (approximate only) 0.142 in The above calculation is not valid if the heel snil bearinn Pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing 8, Title Block Title 8'-0" : Page: 4 to set these five lines of information Job # : Dsgnr. DTR Date: 19 JUN 2017 for your program. Description.... This Wall In File: R:\_2017 Projects\17206 76th Ave Townhomes\_Stmetural\Engineering\Retaining Wall ReWlnPro (c) 1987-2017, Build 11.17.06.23 License: KW.06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 L.nnm Tn • CC CrdG1�ICCR1l.¢: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for#5 bar specified in this stem design segment = As Provided = As Required = 21.36 in 16.43 in 8.921n 0.3100 in2/ft 0.2885 in2/ft Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Title 8'-0" with Seismic Page; 1 Job # : Dsgnr: DTR Date: 19 JUN 2017 Description.... Cantilevered Retaining Wall Criteria Soil Data r Retained Height = 8.00 If Allow Soil Bearing = 3,990.0 psi Wall height above soil = 0.00 it Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 it Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoii Friction = 0,400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Surcharge Loads Surcharge Over Heel - 0.0 last Lateral Load = 0.0#/it NOT Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 If Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 it Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psi Axial Live Load = 0.0 Ibs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Uniform Seismic Force = 99,000 Multiplier Used = 11.000 Total Seismic Force = 891.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.46 Ratio < 1. Slab Resists All Sliding I Total Bearing Load = 3,968 Ibs ...resultant ecc. = 17.28 in Soil Pressure @ Toe = 3,266 last OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,990 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,573 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10.0 psi OK Footing Shear @ Heel = 25.9 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 2,041.2 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACi Dead Load 1200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 If Footing Type Line Load Base Above/Below Soil = 0.0 it at Back of Wall Poisson's Ratio = 0,300 Stem Construction Bottom Design Height Above Flo it= Stem OK 0.00 5! Wail Material Above "Ht. = Concrete Design Method = LRFD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 10.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.815 Total Force @ Section Service Level Ibs = Strength Level Ibs= 2,584.0 Moment.... Actual Service Level it-#= Strength Level it-#= 7,946,7 Moment..... Allowable = 9,745.5 Shear..... Actual Service Level psi= Strength Level psi= 34.8 Shear..... Allowable psi= 82.2 Anet(Masonry) in2= Reber Depth'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Wail Weight psi = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Masonry Design Method = ASO Concrete Data fc psi= 3,000.0 Fy psi= 60,000.0 Weight Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wail in File: R:\ 2017 Protects%17206 76th Ave Title 8'-0" with Seismic Job#: Dsgnr: DTR Description.... Wall Page: 2 Date: 19 JUN 2017 RomInPro (c) 1987-2017, Build 11.17.06.23 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To : CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3009 in2/ft (4/3) *As: 0.4012 in2/ft Min Stem T&S Reli f Area 1.536 in2 200bd/fy 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per it of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.3009 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths A IFooting Design Results Toe Width = 1.00 it Toe Heel Heel Width = 3.50 Factored Pressure = 4,573 0 psf Total Footing Width = 4.50 Mu': Upward = 1,973 139 ft-# Footing Thickness = 12.00 in Mu': Downward = 90 4,961 it-# Mu: Design = 1,883 4,822 it-# Key Width = 0.00 in Actual 1-Way Shear = 10.01 25.91 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 82.16 psi Key Distance from Toe = 0.00 It Toe Reinforcing = # 5 15.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36,57 in, #9@ 46 Heel: #4@ 9.26 in, #5@ 14,35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: No key defined Min footing T&S reinf Area 1.17 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 In #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Force Distance Moment Ibs it it-# 1,417.5 3.00 4,252.5 623.7 4.50 2,806.7 Total 2,041.2 O.T.M. 7,059.2 Resisting/Overtuming Ratio = 1.46 Vertical Loads used for Soil Pressure = 3,968.3 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Force Distance Moment Ibs ft 1I Soil Over Heel = 2,493.3 3.08 7,687.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800,0 1.33 1,066.7 Earth @ Stem Transitions= Footing Weight = 675.0 2.25 1,518.8 Key Weight = Vert. Component - Total = 3,968.3 Ibs R.M = 10,273.2 Axial live load NOT included in total displayed or used for overtuming resistance, but is Included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:1 2017 Projects\17206 76th Ave Title 8'-0" with Seismic Job#: Dsgnr: DTR Description.... Page : 3 Date: 19 JUN 2017 RetalnPro (c)1987-2017. Build 11.17.06.23 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 1 ie-ones Tn - r.n pHr IMPPRiMr: Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deli @ Top of Wall (approximate only) 0.161 in The above calculation is not valid if the heel soil bearinn oressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. This Wall in File: R:\_2017 Projects\17206 76th Ave Title $'-0" with Seismic Job#: Dsgnr: DTR Description.... Wall Page: 4 Date: 19 JUN 2017 RetalnPro(c) 1987.2017, Build 11.17.06.23 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 r i-- T. . rr pnl!]IMCCO/NG Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above tap of footing Lap Splice length for #5 bar specified in this stem design segment = Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for#5 bar specified in this stem design segment = As Provided = As Required = 21.36 in 16.43 in 7.75 in 0.3720 in2/ft 0.3009 in2/ft Seismic Design Risk Category Seismic Importance Factor Site Class 0.2s Spectral Response 1.0s Spectral Response Site Coefficient (short period) Site Coefficient (1.0 second) Sans=Fa*Ss SM1=F *S1 Sos=2/3*SMs SD1=2/3*SM1 Seismic Design Category Lateral Resisting System Response Modification Coeff. System Overstrength Factor Deflection Amplification Factor Horizontal Irregularities Vertical Irregularities Analysis Procedure Equivalent Lateral Force Design Structure Type for Period Building Period Coefficient Building Period Coefficient Building Height Building Period, Ta=Cth„x Cs=SDS/(R/IE) Max Cs=SD1/(T*R/IE) Min. Cs=0.044*SDs*IE Min. Cs=0.5*S1/(R/IE), SDC E&F Seismic Response Coeff., Cs Type II IE= 1.00 S.C.= C 2015 IBC Table 1604.5 Section 1613.3.2 ASCE 7-10 Table 1.5-1 Table 1.5-2' Table 20.3-1 Ss= 1.271 Figure 1613.3.1(1-6) Figure 22-1 S1= 0.496 Figure 1613.3.1(1-6) Figure 22-2 (Source: http://geohazards.usgs.govldesignmapsluslapplication.php) Fa= 1 Table 1613.3.3(1) Table 11.4-1 F,= 1.5 Table 1613.3.3(2) Table 11.4-2 SMs= 1.271 Section 1613.3.3 Section 11.4.3 SM1= 0.744 Section 1613.3.3 Section 11.4.3 SDs= 0.847 Section 1613.3.4 Section 11.4.4 SD1= 0.496 Section 1613.3.4 Section 11.4.4 SDC= D Table 1613.3.3(1-2) Section 11.6 Wood Shear Walls R= 6.50 Table 12.2-1 Oo= 3.0 Table 12.2-1 Cd= 4.0 Table 12.2-1 --- NA Table 12.3-1 --- NA Table 12.3-2 --- ELF Table 12.6-1 All Other Structural Systems Ct= 0.02 x= 0.75 hn= 25 Ta= 0.224 Cs= 0.130 Max Cs= 0.341 Min. Cs= 0.037 Min. Cs= N.A. Cs= 0.130 Section Table 12 Table 12 Table 12 Section 12.8.2.1 Eqn. 12.8-2 Eqn. 12.8-3 Eqn. 12.8-5 Eqn. 12.8-6 Section 12.8.1.1 Description By Date DTR 6 19 2017 Checked Date Seismic Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Z- I Edmonds, WA 98020 76th Ave W Townhomes 17206.10 0 � o � c O . U � � pt .n � C � T � � � � � C � o. � o � o r7 ��a � ��M 1.6 N � L = N .� � N � � N � O � � � i- C �N r�-I N � tQ o � O = �. � �, � _ � 0 � ^ � V � tp �� O 3 n `�' t� ti N .� d' V) � _ � Y/ � � � O.� � _ y � � O � O = N U ci 3 c .�+ �� = i cn N � W � V Q a � C � L 'G Q � � m Y V ��/ LL �'' O (!) v c m O N C N 0 U U t� 'o rr� vl L rr R U 7 O. a.+ w� W �� O L a 1 r�rn rV�^ v/ J t� .-i O O :. .z ri � I� d' N t0 .-i O rl l0 N d' �" � 0 C .D C C � � .0 i-. V_ N ❑. v � a� `0 � � � i i � O � C L U i J-� �_ � � � � � o a o. � � c o a � � a� v +� �- � .emu V C � O V N C � � o v � � � +� C v = v � E � � 'x v � � o % � � � w � � C U cn C N � � L � � W � L � � � � t � C .+-� � � m N u� N v a �� � :� � 3 ° a O � � i -v = � � z O C O 01 O :u V � �p :4+ N N �.�� o •� ,_, � L � •— V L .Ia. i � � � � ii N fi ei - d. v F� �— :y y, z7 0 H 0 d �B �c ,c; _ - s5 L O a �_ a i- dj O � � � � � � 3 � o a � x Y � L a� c � i U � � 3 o m v � � u .� ,� O L n u 3 L 0 > v N ia=+ � � V In m � 0 o a v � C7 � � Q � O v �� o u � ;v a v o a � � � N c c � O C _ � � V 1= � L � Q � C � VI y i p L a� v 7 @ O aL-+ V Q �6 a `o �i' m U Y N U .N n M N O m a .@ m 'c .� m Q E a� s Q >, `m Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 30 Mean Roof Height (feet) hmean= 25 Building Length (feet) L= 100 Building Width (feet) W= 36 End Zone Width, a (feet) a= 3.6 Figure 28.6-1 Roof Angle Angle= 25.0 Design Wind Pressure, Ps30A PS30A= 24.1 Figure 28.6-1 Design Wind Pressure, Ps30B Ps30B= 3.9 Figure 28.6-1 Design Wind Pressure, Ps30C Ps30c= 17.4 Figure 28.6-1 Design Wind Pressure, Ps30D Ps30D= 4 Figure 28.6-1 Design Wind Pressure, PME Ps30E= -10.7 Figure 28.6-1 Design Wind Pressure, Ps30F PMF= -14.7 Figure 28.6-1 Design Wind Pressure, Ps30G Ps30G= -7.7 Figure 28.6-1 Design Wind Pressure, Ps30H PMH= -11.7 Figure 28.6-1 Design Wind Pressure, Ps30EOH Ps30EOH= -19•9 Figure 28.6-1 Design Wind Pressure, Ps30GOH PS30GOH= -17 Figure 28.6-1 Height/Exposure Adjustment, A Amax 1.00 Topo. Effect Coeff., K, KZt= 1.00 Vasd = Vult*V0.6 Section 1609.3.1 ULT ASD Ps=Mzt*ps30 =A*Kzt* s30*O.6 24.1 14.5 ps30A= Ps30B= 3.9 2.3 Ps30c= 17.4 10.4 Ps30D= 4.0 2.4 PS30E= -10.7 -6.4 Ps30F= -14.7 -8.8 Ps30G= -7.7 -4.6 Ps30H= -11.7 -7.0 Ps30EOH= -19.9 -11.9 Ps30GOH= -17•0 -10.2 Description By Date CM DTR 6 19 2017 Checked Date ENGINEERING Wind Summary Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 76th Ave W Townhomes 17206.10 Z Data use subject to license. TN* Scale 1 : 62,500 © DeLorme. Topo North America 10. T MN (16E) 0 v % h 1 / Ph 2 - TRI IV www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 2 H 32ND AVE W S1 M:3Atl 1ST.£ , s 32ND AVE'�W' • , 5 ;, �,,, } 4 a`; • 1 v 3RD�PL:W ' 33RD AVE Wi ,,. '� `. �', . „�Pq� —� � m ms� M 3AV ONZ£ `'', ss�� ,�'2i {_, gktlM dOd a IO�f P'� , t 2�R 35TH AVE W 3 Mf".3AV H.Lt£ 0 .E o pP� 3'fi m 37TH . W ik r �E .. N m ,iti-1 �i P 36THaAVE�W � y FL W 39TH PL-, �\203RD�PL SW ��s M 3nd H18�E /� o K 40TH38EJT pL jE o 3 M 3AV H16£ > 41ST AVE W �� 3_ H4-..2 M_3uN~iil�xrm 9£ iahory _f Ls_"� '2ti D,YeMa Hs3• �3aA =P1 g2, 1£(b.1� MW/S�> l _E .o � @N LF E ai W a��Cm Q15� Cs�rn zti MtH Id-H 9bS `Vf E' @�M L ri11rn Qc c Wrn 3's$0i�T �C, 48THHAVE 8TH AVE ,�t�4 LtrnwS 86THr'Pr—N --- IM"3AV Hl8b ��4.9T'H r;5 � ,� .--� >' •� s S 49TH'PL W {_ � SOTH_AVE W SOTH� ��� W 50TH PLOW M 64 y 0 5�D AUE W a 52ND�AVE52ND AVE a` 53RD AV,E a +•�rn1 53RD PL W 3J ¢ `o�1��sd� O��M �SS-•t j=� M 3�baH1bS / NAVE _U) V�-W (av�7 LVIO) '_�PI�UJ N r> PL W y,�L G.� to 58TtN 5 .. AVE W '^ t n XI AU W Z > 60TH AVE W-� c L1_ E �) t �M 3AV �1109 14TN-AVE NE"w 61ST'AUE W 61ST PL W, ik v' 63RD PL�W 615T¢ PL63RD AVE W — , to v „ y °� 3N 3A1{ HlZ�T. 64TH AVE W M NZ9 m Z9 Cam' Q4' r y, misia,r m d ��� 3/1V 4N ,5 O" 2� 7 .- 3N 3Atl_HlTT � E m t O � Sol n =; 6 > o x 65TH PL 3 oNt.!. F M �Ab Hl � _ ; _ 6 AVE W `� v�� 66-T.H. _AV 59 n1 n� 68THt AVE N..,.., M S%I b y �' 3N 3AV H1L z ;;-'j_ �4 M3In 68TiH AVE W 7v _ld H1L9'- Il9 W;llOC7 69TH PL-W �-- o - m z J o 3RD A(VE NE N •� CO > O ai X Co _1_-y `,£1 M 3Ab N L69� t I w W t- .; M 1dTF110� �� M 3Ab H10L N 7• Q o E W i M 3AV HlOL �¢ Z p, r o . } W S� Co "r v, T M 3Atl ONZL 0 • 73RD AVE Wui z >'74TH AVE W Hlb Z ' x a? '2z� ,Ty Tr <> .. 76TH AV = •�i zao cald, M 3AV H19L 77 77TH AVE C�78TH PL W �� I �) 1LL AVE p m y "T '' ''3E °' t M ld-Hl -H18L M ld H chi N ' z n a a 3 1 80TH PL ) vt o F 1STAVEW rnlr id' i2ND AVE"' a- M 3A STS H10` a � �.• z w FFi , n d 8 E w .O, - = i- M ld dbE8 84TH�A�/IE� a_ O m z,; r fV w �cn x�a z--� oco E _ 85 �.� a o m N 3/�V ,N,V,WIIHM-z OT r0 > 86TH-AVE W Lo v 00 t- cV 86TH PL Wt N y�Q�v�. FJ r N j y _� t= n N 87-T PL W g Fn N 3Atl N30NIl > I88TH AVE W 1 . N to sa 6 7\ M.3Ad HJL8 �lw' a 89SH AVE W J O n = Z N 3AV NO1SNtlA3 AVE W" �MAPLEWOOD DR gza O/ N V �' 9SST�AVE'Wi N3 91ST�UE W` o N 9d N01Atld " '0 W o y, r p�s1r2TH PL-N-SKY �'DR. �Iis9�.° ^ ss� -M3AV NZ6 ,., NyA E-W� 210 3 JIS 3c� 95TH PL'W 4) a AAA V SSTAVE NW �,.�� Z, H�l-ZT,� N' A 1rST rn r� Z�� _ E 0 m O _cc ti�� �'w�� 3�tlJIdWAI N' 3 ro 97TH PL.'t J� N3�1y I 8-T.HAVE N W1mw -1 ' 7y N 3AV'H16 N 3 16 S�3Ab H16 N N tibJ jrf�J MN 2i31 H10T Z ' 118'.w 3 1 (� O F-� F ` .: tl):=' /NN ' io_t» a t/'H1L p ¢ ti E ^ O , t -• : ¢ ri to =LJ-Pri'-••�,»...._.., S AVS _ 106TH AVE1Vi/C= �: o o�N MN ld Hl£T r� N;3Atl Hl9 a z�h c n V (D t� v . E r w �_ M�ld,H190i !d N,.zTs MNiid Hlb 3 a v� aM' 3AV H180T �0---rq—,` 3RD_AVE$ a���n o u-Jj m N �1 E c�) LL7�w3 z . TI}M R LN (_L( Z/- - 20T'.H-9VE NW 3 c RtlM SONOW03 �j RD N1Z139W71 a z z N 2 uj 0 0 PARK bt _ °N TKAR�j{�oOWAX= M ���H1bTIUJ �� o 4'd foo IHDN4 p ' MN 3AV H19Z � O 0 0 0 O v CD LO t z � 1` LO 4 m Y 0 U a� E Q 0 O Z O t1 F� ai 0 J N 0 L I fD to u Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k = 1.0 Diaphragm DL Area wog Story wi -hk wx,hXk Shear Sum Level (psf) (ft2) (kips) Elev. (h) (k-ft) Ewi.hik Fx Fx Roof Framing 20 4125 82.5 27 2228 0.40 11.7 11.7 3rd Framing 28 3945 110.5 19 2099 0.38 11.0 22.8 2nd Framing 30 j 3945 118.4 10 1184 0.21 6.2 29.0 E = 311.31 - 5510 1.00 29.0 - Base Shear (ULT) 40.6 kips Base Shear (ASD) 29.0, kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level P FX FX Roof Framing i 10 11.7 11.7 3rd Framing 1.0 11.0 22.8 2nd Framing 1.0 6.2 29.0 E = 29.0 _ Diaphragm Forces -Vertical Distribution i Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm Wi Ew; F; E F; E F;=wPX F,(Min) F,(Max) FPx Level (kips) (kips) (kips) (kips) E wj 0.2soslwpx OASpsiw, Govern Roof Framing 82.5 82.5 11.7 11.7 11.7 10.0 20.0 11.7 3rd Framing 110.5 193.0 11.0 22.8 13.0 13.4 26.7 13.4 2nd Framing 118.4 311.3 6.2 29.0 11.0 14.3 28.7 14.3 Descril ENGINEERING 250 4th Ave. South project Suite 200 Edmonds, WA 98020 Seismic & Diaphragm Force Distribution 76th Ave W Townhomes DTR I--'- 06/21/171 e NTS Sheet No. No. 17206.10 UFF4- Fln!:�Z Ab Mz-\AML A B 2-ce 3 Cl 5 I Ifl��ll IIIIIIII_' is ■ 0 0 O I F- 1 F 7 L J -1 F -1 F -1 F -1 F 7 F -1 F -1 Li OLI I I-J LL'I I L-1 I z II L -1 L -1 L -1 L -1 L -1 L -1 L -1 L Izn antr .0-M Fx (EQ) = 111 kips (Story Shaw) Fx (wind) = 2.5l kips (Story Shear) Wx= 325'. PLF seismic Wx= i71'.: PLF wind Story HT 13 Wall HT 8 , - r„, Maxh/w I 8.5 SOS = 0,847�. X. Direction Walls EQ I Wind EQ Wind I Govemtna FI rl I Wind 1 Wail Wall SW Trb EQ EQ Wild SW Reduced Gross Gross (0.64.14sd)OL 0.6'DL NetU I'dt Hold-down Line Line End Endj End I( End End End- Endi End Line Mark Length Width 2w1h Shear Shear Callout HD length Uplift Uplift Load Load A 1 7.8 IS, 1.0 129 20 SWO 7.3 1.8 04 02 O.2 0.2 F0.2 1.0 1.0 MST37 MST37 5.9 1.3 - - 0.0 NA 20 2 7.2 - 1.0 129 20 SWO 01 1.8 0.4 0.1 0.1 0.2 0.2! 1.7 1.7 MST37 MST37 - - _ - 0.0 NA 20 - - 3 15.5 '. - 1.0 129 20 SWO 15.0 1.7 0.4 O.3 0.3 0.4 OA 1.4 1.4 MST37 MST37 - - - 0.0 NA 20 4 7.2 - 1.0 129 20 SWO 0.7 1.8 0.4 OA 0.1 0.2 :0.21 1J 1.7 MST37 MST37 - - - 0.0 NA 20 5 78 - 1.0 129 20 SWe 7.3 1.8 0.4 0.2 0.2 0.2 '0.2: 1.0 1.0 MST37 MST37 - - B 1 -3,3: 18 ___: 0.8 203 33 SW4 24 3.3 0.7 0.2 i0.2 0,3 "0,3 3.1 3.1 MST48 MST48 5.9 1.3 2 ,.7.3 ,. - 1.0 214 33 SWO 8,8 3.0 0.6 0.5 ::0.5 OA O.O 2.5 2.5 MST48 MST48 - - 3 3.0 - 0.8 285 33 SW4 2.5 3.3 0.7 0.2 :.0,2 0.2 IO-2 3.2 3.2 MST48 MST48 - - 4 3.4 -; - 0.9 250 33 SW4 2.9 3.3 0.7 0.2 i0.2 0.3 10.37 3.0 3.0 MST48 MST48 - - 5 7.3 - 1.0 214 33 SWO 018 3.0 0.0 0.5 0.5 0.6 0.6 2.5 2.5 MST48 MST48 - - 8 3.0 - 0.8 285 33 SW4 2.5 3.3 0.7 0.2 `,0.2 0.2 10.2 3.2 3.2 MST48 MST48 - - 36.0 Shearwalis: 1/2' sheathing vd HF studs Nit 0 pit SWO 8d@O'o.c. 242 pit SW4 8d@4'o c. 350 pit SW3 8d@3'o.c. 455 pit SW2 8d@2'o.c 505 pit 2SW4 8d@4'o,c. Toe pit 2SW3 8d@3'o.c. 010 pif 2SW2 8d@2'o.c. 1190 pit ReCalc - 1 1200 pit Hoidown Table (Floor ClearSpai = 16') Kit 0 kips None - OL kips MST37 (2}2x HF 2345 kips MST48 (2}2x HF 3,040 kips WT60 (2}2x HF 5A05 kips MST72 (2}2x HF 0.475 kips kips kips kips kips ReCdo - 6.6 kips Input Cell �.I Input Cell w/ Formula 11.7 2.5 w .. Upper Floor Shear Walls Ly DTR Late 07/12/17 X-Direction Checked Date >� ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 76th Ave W Townhomes - - Edmonds,WA98020 li 17206.10 .upper Floor:unear Wails'- Walls Below the Root Fral»Ina Y- Direction Walls Fy (EQ) = 11.7I kips (Story Shear) Story HT = 13 F (wind) 0-8,.. kips (Story Shear) Wall Fir8 Maxh/w 3.5 Wy= 117 PLF seismic SeS= 0.85 Wy= 88 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Tr00 EQ EQ Wind SW Reduced Gross Gross 10.6a.1".)DL 0.8'DL Net Uplift Hold-down Line Line Line Mark Length Width 2w/h Shear Shear Callout HO Length Uplift Uplift End i End- End i End' End i End End i End' Load Load 1 A B 7.8 9.7 + 12'5 `;. - 1.0 1.0 84 84 35 35 SW8 SW8 7.3 9.2 1.2 1.1 0.7 0.7 0.2 02 ':0.2 :02 0.2 0.2 i0.2 `.0.21. 1.0 1.0 1.0 1.0 MST37 MST37 MST37 MST37 1.5 - 0.9 - 2 A �;W% 25 1.0 89 37 SWe 32.5 I! 1.2 0.7 0.7 !I0.7 0.8 I'O.8'. 0.4 0.4 None None 2.9 1.7 3 A 33 25__...,. 1.0 89 37 SW8 32.5 1.2 0.7 0.7 Y01 0.8 i'.0.8 0.4 0.4 None None 2.0 1.7 4 A "33' 25 1.0 89 37 SW0 32.5 1.2 0.7 0.7 '.:0.7 0.8 I'0.0 `. 0.4 0.4 None None 2.9 1.7 5 A B 7-8 9.7 ''.. 12.5 '. - 1.0 1.0 84 84 35 35 SW8 SW0 7.3 9.2 1.2 1.1 0.7 0.7 0.2 02 '0.2 f0.2 0.2 O.2 O.2r' '0.2 1,0 1.0 1.0 1.0 MST37 MST37 MST37 MST37 1.5 - 0.9 - E 100.0 11.7 6.8 NINERIN 280 4th Ave. South Suite 200 Edmonds, WA 98020 Input Cell Input Cell w/ Formula Floor Shear Walls Y 76th Ave Bic; okcd to NTS No. 17206.10 2-- 11k-, MainFbor Shear Walle-WelIs'Bebwthe l3 er Fbar Framin X- Direction Walls IF z (EQ) = 11.0, kips (Story Shear) Story HT8 Fx(wind)= 3.4'. kips(Slory Shear) Wall HT '8 Max h1w Wx= 306 PLF seismic I Ism 0.85 Wx= 95 PLF wind Sheawaiis: 1/2' sheathing 1d HF studs Nil 0 pit SWO 8d@O'o.c. 242 pit SW4 8d@4'o.c. 350 pit SW3 8da3'o.c. 455 pit SW2 8d@2'o.c. 595 pit 2SW4 8d@4'o.c. 706 pit 2SW3 8d@3'o.c. 010 pit 2SW2 8d@2'o.c. 1190 pit ReLac - 1200 pit ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table (Floor ClearSpal = t O') Nil 0 kips None - 0,5 kips MST37 (2}2x HF 2.345 kips MT48 (2}2x HF 3.040 kips HDU8 4x DF#2 7.5 kips WT72 (2)-2x HF 0.475 kips kips kips kips kips Re-Cac - 6.5 kips 76th Walls Input Cell Input Cell w/ Formula M No. 07/12/17 17206.10 Main Floor Shear Walls -Walls Below the Upper Floor FramingY- Direotion Walls Story hrF = 9 Wall FIT = 8 Mazhhv 3.5 Sos = 0.85 EQ Wind EQ Wind Net Uplift; Governing EQ Wind E(I EQ Wind SW Reduced Gross Gross (0.64.14sa)00.6'DL From Above NetU lift Hold-down Line Line 2wfh Shear Shear Callout HD Length Uplift Uplift End i End j End i End' End i Endj End i End' End i End' Load Load Fy (EQ) = 11,0 kips (Story Shear) FY (wind) _-=.-9.11 kips (Story Shear) W - y = 110 PLF seismic WY = 91 PLF wind Line Load Wall Wall SW Trio From Above '.' Line Mark Length Width EQ Wintl `' 1 A B "7.8. 9.7.E _ 12.5 , - 1,5 - 0.9 '; - 1.0 1.0 162 162 81 81 SW6 SW6 7,3 9.2 > 1.6 1.5 1.1 1.1 0.6 V 0.0 0.7 0.7 0.9 0.7 0.9 1,01 1.10 1.0; 1.0. 2.0 1.8 2.0 1.8 MST37 MST37 MST37 MST37 2.8 - 2.0 - 2 A 33 25 _' 2.9 17 - 1.0 172 86 SW6 $2.5 ,: 1.6 1.1 2.4d 2.4 3.0r 3,0 0.4 ', OA 0.0 0.0 None None 5.7 4.0 3 A '33 25 _ ': 2.9 1,7 [ 1.0 172 86 SW6 32,5 1.6 1.1 2.4 2.4 3.0.: 3.0 0.4 0.4- 0.0 0.0 None None 5.7 4.0 4 A 33 ' 25 =- 2.9 1,7 J: 1.0 172 86 SW6 32.5 -: _. 1.0 1.1 2.4 2.4 3.0- 3.0 0.4: 0.46 0.0 0.0 None None 5.7 4.0 5 A B 7,8 ; 9,7 12.5 - IS 1.5 - 0,9 '- - 1.0 1.0 162 162 81 81 SW6 SW6 7.3 9,2 1.6 1.5 1.1 1.1 0.6:. 0.7': 0.0 0.7 0.7 0,9i 0.7 0.9 1.0,'. 1.0' 1,0:' 1.0 2.0 1.8 2.0 1.8 MST37 MST37 MST37 MST37 2.8 - 2.0 - E 100.0 11.7 6.0 22.7 15.9 CENGINEERING 260 4th Ave. South Sulte 200 Edmonds, WA 98020 ' _� Input Cell Input Cell w! Formula Main Floor Shear Walls DTR 07/12/17 Checked Date Y-Direction Scale Sheet No. NTS Project Job No. ve W Townhomes 2- )� 17206.10 Fx (EQ) = 0,2 kips (Story Shear) Fx wind = 3,4:kiE jStoryShear Wx= 172 PLF seismic Wx= 94 PLF wind Story FIT =� ' 10 Wall Ffr=� 11 Sos = 0.85 t. X • Direction Walls z db.0 24.1 ti.s 30.3 9.7 SheavMls: 1/2' sheathing wf HF studs Nil 0 plf SWO 8d@6'o.c. 242 pif SW4 8d@4'o.c. 350 plf SW3 8d@3'oc. 455 pit SW2 8d@2'o.c. 505 plf 2SW4 8d@4'oc. 706 pff 2SW3 8d@3'o.c. 010 pff 2SW2 Sd@Yoc. i180 pi( Re-Caic t21M pif 2504th Ave. South Project Suite 200 Edmonds, WA 98020 Holdown Table Nil - 0 kips None - 0.5 kips HDU2 (2}2x HF 2.216 kips HDU4 (2}2x HF 33 kips HDU5 (2)-2x HF 4.1 kips HDU8 4x DF92 7.0 kips HDU1I OxO DF#1 0.5 kips HDU 14 OxO DF# I 144 kips kips kips Re-Calc - 14.6 kips Lower Floor Shear Walls Townhomes Input Cell Input Cell w/ Formula DTR _07/12/17 A Date Sheet No. NTS 17206.10 Lower FborSheer Wake-WaIW Bebyr thelMain FbonFremin Story r = 1 H0 Wall HT= 0 Maz h/w 3.5 Scs= 0.85 EQ EQ Wind 2w/h Shear Shear SW Callout Reduced HD Length Y- Direction EQ Gross U I'ift Walls Wind Gross Uplift EQ Wind (0.so.fo5a)o 0.6•DL Endi Endj End, End' Net Uplift Governing From Above NetU I'ift Hold-down - Endj Endi Endj Endi Endj EQ Line Load Wind Line Load Fy (EQ) = 0,2. kips (Story Shear) Fy(wind)= 9,t!. kips (Story Shear) Wy- e2 PLF seismic Wy= 91 PLF wind Line Load Wall Wall SW Trio From Above -'. Line Mark Length Width EQ Wind,.. 1 A B " 7.8 '9,7` 12.5 - '. 2.8 - 2:0 : - 1.0 1.0 200 206 128 128 SWe SWe 7,3 9.2 2.2 2.2 1.9 1.9 0.8. 0.7 0.0 0,7 O,7 0,9 s. 0,7 0,9 2,0 1,8 ; 2.0 1.8 3.6 s-= 3.3 3.6 3.3 HOL15 HDU4 HDUS HOU4 3.6 - 3.1 - 2 A 33 '-25 -. 5.7 4.0 1 1.0 219 135 SWe 32.5 '' 2.2 1.9 2.45 2.4 3.0 3,0 0.0^. 0.0.'-. 0.0 0.0 None None 7.2 8.3 3 A 33 25 5.7 CO:1.0 219 135 SW8 32.5 - 2.2 19 2.4 2.4 3,01. 3.0 0,0'. 0.0:1 0.0 0.0 None None 7.2 6.3 _ 4 A 33 25 5.7 4.0 1.0 219 135 SW8 32,5 2.2 1.9 2A 2.4 3.0..' 3.0 O.0 is 0.0I 0.0 0.0 None None 7.2 6.3 5 A B 7.8 ,9.7 12.5 - 2.8 - 2,0 I. - 1.0 1.0 200 20e 128 128 SW8 SW8 7.3 '. 912 2.2 2.2 1.9 1.0 0.0:: 0.7 0,0 0.7 O,7 0.9:. 0.7 0,9 2,01 1.0_ 2.0' 1.8 3.6 3.3 3.0 3.3 HDUS HDU4 HDUS HOW 3.6 - 3A - E 100.0 22.7 15.9 Input Cell Input Cell w/ Formula 28.9 25.0 Description Lower Floor Shear Walls By DTR Date 07/12/17 Y-Direction Checked Date �"+�/ i �i.�1$." lNEIN 250 4th Ave. South Suite 200 Edmonds, WA 98020 Scale NTS SheetNo. 2.-- Project 76th Ave W Townhomes Job No. 17206.10 36'-W m A-17