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Kentner Structural Calculations 2020.02.20CG il&structural FNGINFFRINr encivgineering&planning 250 4'^ Ave 5 Ste 200 Edmond; WA 98020 Phone:(425)778-8500 Fax: (425) 778-5536 STRUCTURAL CALCULATIONS Kentner Residence 806 Cary Road Edmonds, WA 98020 0212012020 CG Project No.: 19387.10 Proiect Location 806 Cary Road Edmonds, WA 9020 Project Description This project involves the construction of a new two-story single family home with a daylight basement. The proposed center of the structure will be partially supported on existing foundation/basement walls. A new single -story attached garage will be located on the northside at the main floor level. The roof will be framed with premanufactured roof trusses. The floors will be framed with 11-7/8" TJIs. The foundation will be conventional concrete spread footings and basement walls and a slab on grade at the lowest level. New and existing retaining walls will support the west side of the basement as well as the garage slab. The lateral system will utilize plywood shear walls and steel tie -downs. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Roof Dead 15 psf Snow 25 psf Floor Dead 26 psf Live 40 psf Deck Live 60 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category D Seismic Parameters V=Wp*[Sds/(R/le)] = Cs*Wp Sds = 0.85 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Structure Description By Date DTR 2/7/2020 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200° Edmonds, WA 98020 Kentner Res. 19387.10 Gravity Design Loads Roof DL Roofing Material 2.5 psf 5/8 5heathing 1.8 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.2 psf Misc 1.5 psf 13.8 psf U5E 15.0 psf Floor DL Flooring Material 1.0 psf 1.5" gyperete 13.0 psf 3/4 5heathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 11-7/8" TJI @ 12" oc 3.0 psf M/E 1.0 psf Misc 1.5 psf 25.6 psf USE 26.0 psf Roof LL (Snow) 25.0 psf Floor LL 40.0 psf — 0 Description Gravity Design Loads By DTR Date 02/07/20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Kentner Res Job No. Edmonds, WA 98020 19387.10 �m� �2.hMING I�"� �L}N 5_�k vl'VL�t FAR" FM1/Mw� KEY N4AN ��2 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 1,579 1,355 1,175 1,028 906 'I PSaL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSaL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12294 10,298 8,510 ? 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PSiLL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10245 8,581 7,091 r 5,868 4896 4,128 3,518 3,029 2,632 2,307 2,038 PSiLL 7,619 7,619 - - - - - - - - (3) 3x4 HF Stud 15367 12,872 10,637: 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 P11LL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSaL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PSaL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314' 19,614 17764 15,903 14,146' 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - =4x6 HF #2 14,409 11,327 ` 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSaL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809, 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PSaL 10,277 10,277 10,277 - - - - - - - 4x10 HF#2 23,562 18,717 ' 14,972' 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSiLL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PSLL 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 13,835 PSiLL 20,604 20,604 20,604 20,604 20,604 20,604 - - - I - I - Description By DTR Date 11/19/19 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Kentner Res. Job No. 19387,10 O � wi (rj�a I�F/�)� / s � ;s �r � c PTi �� �') Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - - 3 112 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - - - - - 4x8 HF #2 1461 1038 '721 529 405 320 259 214 180 154 132 115 101 - - - - 3 112 x 7 114 LSL 2616 1674 1163 854 654 517 419 i 321 247 195 156 127 104 - - - - 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135i 120 107 - - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10'HF #2 1863 1490 '11084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 3 1/2 x 9 1/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 51/4 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3112 x 91/2 LSL 3634 2907 '2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 31/2 x 9112 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 '1541 1132 867 685 555+ 458 '385 328 283 247 217 192 171 154 139r 51/4 x 9112 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 3112 x11 114 LSL 4301 3441 2867 2458 2001 1581 1281' 1058 1889 758 653 547" 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12`DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 51/4 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 3 1/2 x 11 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 r986 841 725 631' 530 441 372 316 271 3 1/2 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 16261 14021 1221 1063 887 747 635 544 7 x11 718 PSL - - 6160 5280 4620 4107 3663 3027 2543 21671 18691 1628 1411 1176 991 1 842 722 Notes C 4� ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WLL/WDL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) Description Beam Span Table Project Kentner Res. DTR "a1e 11/19/19 eked Date le Sheet No. No. 19387.10 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 815 522 : 362 266 204 160 117 - - - - - - - - - - 3 112 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - - - - - - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 - - - - - - 3 112 x 7 114 LSL 2275 1456 1011 743 522 367 267 201 155 122 - - - - - - 6x8 DF #2 18801 1203 836 614 470 371 301 249 209 1178 153 134 114 - I - - - 211/16 x 91/4 PSL 24051 1924 1603 13741 1193 889 1 648 487 375 295 236 192 158 132 111 - - 4x10'HF #2 16201 1296 942 692 1 530 419 339i 280 236 201 173 151ii 133 113 - - - 31/2 x 91/4 PSL 3130 2504 2087 17891 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5 1/4 x 9 1/4 PSL 4695 3756 3130 26831 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1 1235 965 704 529 407 320 256 209 172 143 121 103 - 3 112 x 9 1/2 LSL 3160 2528 "' 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 19301 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118' 51/4 x 91/2 PSL 4825 38601 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 51441 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 1 203 173 148 31/2 x11 1/4 LSL 3740 2992 12493 2137 1740 1375 1114 866 667 525 420 342' 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12'DF #2 3585 2829 '1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177i 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 17631 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 112 x 11 7/8 LSL 3950 3160 2633 22571 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 34461 3015 2680 2389 1974 1575 1239 '992 807 665 554 467 397 340 7 x11 7/8 PSL - - 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WLL/WDL <= 4.0 5. Table values include the Size Factor (CF) ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Beam Span Table Project Kentner Res. DTR uate 11/19/19 eked Date le Sheet No. No. 19387.10 1-5 t- ENGINEERING 2S0 4th Ave. South Suite 200 Edmonds, WA 98020 42S.778.8S00 www.cgengineering.com 2 F U N It UU MEMBER REPORT floor, Floor: Joist #1 1 piece(s) IS 7/8" T3I0 360 0 12" OC Ovemll Length: 22' 6" AA locations are measured from the outride face of heft support (or left namblever end). All dimensions are horizontal. Design Results Actuala .Has Allowed! Rea It WF beetle Combination (papers) Member Reaction (Its) 736 @ 41/2" 1505 (3.5W) passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 712 @ 51/2' 1705 Passed (42%) 1.00 1.0 D+ 1.0 L (AII Spans) Moment (Ft-Ibs) 3903 @ 11 3" 6180 passed (63%) 1.00 1.0 D+ 1.0 L (AII Spans) Live road Def. (in) 0,461 @ IV 3" 0.725 passed!(L/567) — 1.0 D+ 1.0 L (All Spans Total Load Deg. (In) 0.7 0 @ IV 3" 1.087 Passed (L/343) 1.0 D+ 1.0 L (NI Spans) T3-proTM Rating 35 Any Passed Dellemon candor LL (L/3m) and TL (L/240). Top Was Bodies (to): Top campresslon edge must W traded at 4' 8" me based on loads appOM, unless deml@tl albawise. &Uom rode amed, (Lu): Bottom compression edge must be bared at 21 V a/c based on leads aprTed, doles detailed othonvas. A sW[Wral anaryal, of the desk has nIX been pMorded. Weston analysis N based on [emposite action with a single layer M de[kingj332Edge trat Is aluedMtlembalmers, Additional cmeMeatlans far therm"' Rating wined: Name. Supports among Len911: b,ch; 5vppor6 (Ibs) A[mauriea moral Available aequlred peatl Floor Live To ®I 1-SWd wall-HF 5w 9,J5' 1.75. 293 450 1 743 11/4"Nm Boar 2-SYm wall-NF i50" 4.25" 1.]5' J93 9s0 J93 11/4"Mrs aaaN massed, me memCer send cesl9nea. Vertical Load Location (Sitle) SW['Ing seed m.90) FlamM1lve (1.00) Comments 1-Urdfwm(PSI) 1 0ta2T5• 12• 25.0 40.0 oerauR Loan PASSED System: Fludr Member Type: 1.19 Budding Use: Residential Building once : IHC 2015 Design Metbmalogy: Me Weyerhaeuser Notes weyer center warrems that the smog of Its promote will be In acsoMante With wererlaeuser p cand design name and pub8sbm dal, valves. We arbaeuzer expressly dlztlalms any other warrandes related to the mftwand Use of this software a not Intended to cbcunnent one rceed for a III pv2sAonal as doermined try the, authmlry III jurisdiction. me abroader of recortl, builder ar framer is resrenslble W assure that this calculation Is con mtlbl, wain Use overall project. Accessories (Man Unard, aloe ag Pares add 5guast Blacks) are not designed by this mfiwre. Rmucts Immurement at Wyerhaeuser mcllairs are third pay, damped 0 wstalmold forestry stantla d, Weyerhaeuser Engineered! Lumber Pmdlps have been avalwtM W ICC-ES under evaluation reports ESR-1153 and ESK-1387 and/or tested In accwdart, Win applicable 0.51M Standards. For mrentmde eomadon reports, Weyerhaeuser posted literature and Installation decals refer wxw,wryerhaazer.<omAvaMPmducR/drcuncenbllMary. me product appllra r, Input deign loads,dMeltsbre and support N(rcmatlon lave tcen proNdm by FOReWEB Software Upvapar For4WEb 5oRwere operator lob Notes .irk Pogsed EnglreuVg (4 J&8500 JA Ur1m@25) dirWEtcgergineesing.mm Weyuh usv —V 2/7/2020 6:29:02 PM DTC FortaWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 File Name: Kentner Oanc 1 / t MEMBER REPORT Floor, Floor: Joist #2 1 piece(s) 11 7/8" TJI@ 110 @ 16" OC Oveall Length: 11' 3 15,16" 1. 11'315116" I All legal are measured from the ou6lde fame of left support (or left randlever end). All dimenslans are horizontal. DesiNResul6 Actual a Larmohn Aacuund ResultA�.Iinsid Combination(Pattern) Member Reaction (Ibs) 489 @ 41/2" 1375 (3.50") Pawed (36%1.0 D+ 1.0 L (AII Spans) Shear (Ibs) 458 @ 51/2" 1560 Passed (29%1.0 D+ 1.0 L (AII Spans) Moment (Ft-Ibs) 1231 @ 5' 8" 3160 Passed (39%1.0 D+ 1.0 L (AII SPans)Nve Load Cell, (in) 0.058 @ 5' 8" 0.353 Passed (L/991.0 D+ 1.0 L (AII Spans) Total Iaae Oefi. (In) 0.096 @ 5' V 0.529 Passed (L/991,0 0+ 1.0 L (AII Spans) TJ-Prl Rating 61 Any passed-- IIeMNun cllteda: u-(U36o) on (JNo). Tap Ed, &adng (to): Top wmp fours, edge must be braced It 2" yc Msetl on Imtls appkm, aNer, dHalMl olhmotoo. BoMam Edge Bracing (W): 8mtom compression edge must be broom at III V a/c moral un loads appllM, unless derailed otMrvAse. A sWtNral anuoslz of the deck has not been performed, lkReNon areas 6 based not composite action with a single layer of Mcking 3332ecip Not is gluedAr:dNaNmOown. OddlOonal remadem[iors (m We TJ-Pm'" Ratlng moWtle: None. Supports Womng angM Loadsm supports (Ibs) Awmsmles Total Available' Requlmd Oezd Flovr Live Total 1-.6 oral -HF 5.50" 9.2s" IJS" I96 3112 499 ll/9"Wm El 2-StudwBl-HF 5.50° 1 4.2T 1 1.7s" 1 196 13@ 1 99B EI/4"Wmboard mention. VertIW(Load I —don(Side) 9PacinO O.d (0.9_01 I Floor Llve (1.001 Comments 1-Unlform(PSF) I OW11'315/16" 1 16" 264 40.0 1 eefault Load PASSED stone :Floor Memhr Type: Joist eullding Use: ResWentlal Bu iffo, Cale: HIC 2015 resign MCNadolo3y : Aso Weverhaeuser Notes WeyeMaeuser--mars Not We sid, of Its produc6 will be In aceorWnce who Weyerhaeumer postal design rrlterls and pubehad red, valued. Weyed:aeuser evpresy, disdalms any Mlw wanantles m1. to Me so forno. Use of the; SoRxem, Is not Intend N to drarmrmt the real far defter: profesional as dessmined W We auUmrby, meng luredkllan. The daslgner of rxoM, buddy or reamer is ra,mini t, to asure that Nis tabulation is compat0k Off, Ne overall project. Access ems team Bard, Blwkng Panels and Squad, Bl ks) are not deskJnal by this mftware. Products manufaRur N at WeyM:aeuser fatlllUes an, thus! arry redlfied to sussurable forestry, standards. Wonalmeusr Engineered Wmber Products have been romimRd by ICC-ES uncle, evalua0en repmrs ESR-1153 and 6R-1382 xW/ar tested In aceo ddrum wRh applkabk ASTM standards. W mrrem m]e evaluation repm6, We,sabseumn prodttt domme and installation derails refs to www.weyerhaeuser.cm:/w Npr4uR5/dotumen[-ibrzry. The produc apploWsm, Nput defer load, dMenslom and support mformamm nave hen prnAded W ForteWE85NMaze Opemror ForbWEBSORware Open[ar Iota NORs qrk Rogstatl CG EngNeedng II11 (425) 77"SIO dldv@cgengin Cdng.can WeyerM1aeuser 12 2/7/2020 6:29:22 PM UTC ForteWEB J 3, Engine: V8.0.0.21, Data: V7.3.1.1 File Name: Kentner cone 1 1 1 a 1- u K' t n ° MEMBER REPORT Floor, Floor; Joist 43 1 plial 117/8" T3I® 110 8116" OC Overall Lenglh 16915/16" 16'9 t5/16° 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are redheaded, Design Results maind a Laudon Allowed LDF Leaf: ComBlnation(Paul Member Reaction (Its) 731 @ 41/2" 1375 (3.50') ) 1.00 1.0 0+ 1.0 L (All Spans) Shear (Ibs) 700 @ 51/2" 1560 %J 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Igi 2844 @ 8' V 3160 %) wP..d— 1.00 1.0 0+ to L (All Spans) live Load Ben. (in) 0.270 @ 8' S" 0.536 15) 1.0 D + 1.0 L (At Spans) Total lend Dad. (in) 0.445 @ 6' S" 0.804 33) — 1.0 D+ 1.0 L (All Spans) T3-Pro'" Rating 43 Any — — Deflxtlan dlterle: 11 (WO) and R (L/E40). Tar ed, Burring me, may, mmpresskir call must W bared a13' 3-a/c bash oa leads.11aid, rule. detall d Mheri BHtom We Waring nm) BBdom mmpeas re edge must be dared at 16' T cer basal an bads applies, uMesa detaild olhvwlse. A structural seeing, of the deek Ns url been perfanned. Odee,m alwn515Is based on mmprose apon with a single toga of casks 2332Ed, ads" ghuedMftfl NDam. Adainmal mnsleerafions far the TJ I Fall lnelude: None. supperLS lorelog Length Losds to5uppar6 (Ibs) Arre�Otlea Total Available Required! Dead FloorLlve Total 1-SNd wail -HF 5.50- 4.25" 1.75" 292 1 449 1 741 11/4'Fn good 2-SNd wail-HF 530" 4.25" 1.75" 291 1 449 1 741 It1/4'me gaad ceng oearnea. VertlCal Load Loeatlon(Sid.) Bondng ahead (0.90) Floor Use (1.00) Comment, 1-anlfw'm (PSF) 0W1B 915/It,° In- 26.0 40.0 Default Ladd PASSED System: Floor Member Type: Joist Building Use: Residential Building Code: IBC 2015 Design MMmanoll: MD Weverhaeuser Notes Weyerhaeuser waran6 that the siring aae pmducta will be In area dance with Weyerhaeuser product design call and Wall design values. Weyerhaeuser expressly dledalms any other warran0¢ related to the wM1xare. ease of this asynare Is rwt Intended be Nwmvent the head for a dial p rselonal an determined by the barterer having judsdkfim. The designer of record, builder or framer a responsllde 0 aver¢ that Ws mash ash Is mmpatbk With the overall project. ameswnes(Rim mad, Blocking Panel and Squash Blocks)are not desyned by the mftware. Partners manuboure4 at Weyerhaeuser facifth s are bed-pottyce drial b wspbable formal Aandeads. Weyerherp er Enctora al Winter Pdutls have been evaluated by ICC-Es under evaluation reports E511-1153 and EE1-1387 anNa maird in accordance wlth applIabk MmI4 sRMads. Forcunent code eaaluenre reachs, Weyaheeuttr product IitaaNre and Inatalutlen derails refer In wen'.wry¢+boguser.mm/wmdpMuc[s/tlocumen[-Ildary. The product amputation, Input aesyn lines, dimensions and support MfwmaWn rwve been proNdM W FarteWfB 5ohwme Operator Barrel software openmr lob been, gale Bagsgd CGFng (425)778-857PB500 mnapmeremedre.mm v7eyanpemm Ho 2/7/2020 6:29:44 PM UTC Fort.WEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 File Name: Kellner li.e. 4 I 1 COMPANY PROJECT WoodWorkso Nov. 19, 2019 15:23 1 Deck Joists #1 Design Check Calculation Sheet Wood Works Sizer 11,1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 10.00(12.0") psf Load2 Live Full Area Yes 60.00(12.0") psf Self -weight Dead Full UDL No 3.5 olf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 16.583' 0' 14.192' 16,338' Unfactored; Dead Live 96 441 127 564 Factored: Total 536 691 Bearing: Capacity Joist 1701 1883 Support 4101 4101 Des ratio Joist 0.32 - 0.37 Support 0.13 0.17 Load comb #3 #2 Length 3.50 3.50 Min req'd 1.10 1.05 Cb 1.00 1.11 Cb min 1.00 1.36 Cb support 1.25 1.25 Fcp sun 1 6251 1 62511 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, 2x12 (1-1/2"xl1-1/4") Supports; All - Lumber -soft Beam, D.Fir-L No.3 Floorjoist spaced at 12.0" c/c; Total length; 16.0; Clear span: 14.0', 2.0'; volume = 1.9 cu.ft, Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); El I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Deck Joists #1 WoodWorks(D Sizer 11.1 Analysis vs. Allowable Stress and Deflection using Nos 2015: Page 2 Criterion Analysis Value Design Value Unit Anal sis/Design Shear fv = 40 Fv' = 120 psi £v Fv' = 0.34 Bending(+) £b = 696 Fb' = 782 psi fb/Fb' = 0.89 Bending(-) fb = 64 Fb' = 313 psi fb/Fb' = 0.20 Deflection: 0.25 = L/676 0.47 = L/360 in 0.53 Interior Live Total 0.30 = L/558 0.70 = L/240 in 0.43 Cantil. Live -0.12 = L/199 0.13 = L/180 in 0.90 Total -0.14 = L/165 0.20 = L/120 I in 0.72 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 0.80 - 3 Fb'- 850 1.00 1.00 1.00 0.400 1.000 1.00 1.15 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 533, V design = 454 lbs Bending(+): LC #3 = D+L (pattern: L ), M = 1834 lbs-ft Bending(-): LC #2 = D+L, M = 169 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 2015 CALCULATIONS: Deflection: EI = 231e06 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 = 14.19' Le = 23.25' RB = 37.3; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the [CC 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. 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. Description 41 By lj ZDate V Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 ' t 7 - 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorkso Nov. 19, 2019 15:52 1 Beam #1 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 5.00 8.00 270.0 270.0 pl£ Load2 Snow Partial UDL 5.00 8.00 450.0 450.0 pl£ Load3 Dead Point 5.00 900 lbs Load4 Snow Point 5.00 1500 lbs Loads Dead Triangular 0.00 5.00 0.0 115.0 pl£ Load6 Snow Triangular 0.00 5.00 0.0 190.0 plf Self -weight Dead Full UDL 15.0 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8.25' p' 8L 6' Un£actored: Dead Snow 754 1153 1365 2172 Factored: Total 1907 3537 Bearing: Capacity Beam 5156 5156 Support 7590 7590 Des ratio Beam 0.37 0.69 Support 0.25 0.47 Load comb #2 #2 Length 1.50 1.50 Min req'd 0.55 1.03 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 8001 1 800 Timber -soft, D.Fir-L, No.2, W2 (5-1/2"x11-1/2") Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 8.0'; Clear span: 8.0'; volume = 3.5 cu.ft.; Beam and stringer Lateral support: top= at supports, bottom= at supports; Beam #1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 11.1 Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Desiqn Value Unit Analysis/Design Shear £v = 70 Fv' = 195 psi fv/Fv' = 0.36 Bending(+) £b = 781 Fb' = 999 psi £b/Fb' = 0.78 Live De£1'n 0.05 = <L/999 0.27 = L/360 in 0.20 Total Defl'n 0.09 = <L/999 0.40 = L/240 in 0.22 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.993 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 3537, V design = 2963 lbs Bending(+): LC #2 = D+S, M = 7886 lbs-£t Deflection: LC #2 = D+S (live) LC #2 - D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 906e06 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 = 8.06' Le - 16.00' RB = 8.5 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. } e c,3 Description }r By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 Project lob No. �I( www.cgengineering.com Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 7 FEB 2020, 10:36AM File = R:1_2019 Projects\19387 Kentner Remodel) StructurahEngineering\Gravity\Keniner.ec6 . Steel Bean) Software copyright ENERCALC, INC. 1983-2019,Build:12.19.11:30 DESCRIPTION: Beam #5 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Span = 22.50 ft )plied Loads Beam self weight calculated and added to loadinq Uniform Load : D = 0,280, L = 0.430 k/ft, Tributary Width = 1.0 ft Point Load : D = 0.530, L = 0.8150 k @ 6.330 ft Point Load: D = 0.530, L = 0,8150 k @ 10.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Service loads entered. Load Factors will be applied for calculations. 0.435 : 1 Maximum Shear Stress Ratio = W10x45 Section used for this span 59.635 k-ft Va : Applied 136.976 k-ft Vn/Omega : Allowable +D+L+H Load Combination 10.543ft Location of maximum on span Span # 1 Span # where maximum occurs 0.428 in Ratio = 630>=360. 0.000 in Ratio = 0 <360.0 0.743 in Ratio = 363 >=240. 0.000 in Ratio = 0 <240.0 Load Combination Span Max. " 11 Defl Location in Span Load Combination +D+L+H 1 0.7432 11.186 0.144 W 10x45 10.181 k 70.70 k +D+L+H 0,000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 I-0 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 7 FEB 2020, 10:38AM Steel Beam File = R:L2019 Projects\19387 Kentner Remodell_Structural\EngineeringlGravitylKentnecec6 . Software copyright ENERCALC,INC. 1983-2019,NMI 2.19.11.30. DESCRIPTION: Beam #6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending nra 3,Pi 1 05 86) Span = 18.0 ft Applied Loads Beam self weiqht calculated and added to loadinq Uniform Load : D = 0.130, L = 0.20 k/ft, Tributary Width =1.0 ft Point Load : D = 4.320, L = 5.860 k @ 1.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L+H 0.722 : 1 W10x12 22.540 k-ft 31.207 k-ft +D+L+H 6,531 ft Span # 1 0.502 in Ratio = 0.000 in Ratio = 0.865 in Ratio = 0.000 In Ratio = Max. "" Dell Location in Span 0.8650 8.537 Service loads entered. Load Factors will be applied for calculations. mum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 429 >=360 0 <360 250 >=240. 0 <240.0 Load Combination 0.331 : 1 W10x12 12.410 k 37.506 k +D+L+H 0.000 ft Span # 1 Max. "+" Dell Location in Span 0.0000 0,000 1-I5 COMPANY PROJECT WoodWorkso Feb. 7. 2020 13:41 1 Beam #7 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 707.0 plf Load2 Live Full UDL 430.0 plf Load3 Snow Full UDL 540.0 plf Load4 Dead Point 1.25 1400 lbs Loads Snow Point 1.25 2200 lbs Self -weight Dead Full UDL 0.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 0' 7L, Unfactored: Dead Live Snow 4017 1714 4036 3039 1726 2484 Factored: Total 8329 6197 Bearing: Capacity Beam 9844 9844 Support 14490 - 14490 Des ratio Beam 0.85 0.63 Support 0.57 0.43 Load comb #3 #3 Length 3.00 3.00 Min req'd 2.54 1.89 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 800 800 PSL, PSL, PSL, 5-1/4"x9-1/2" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 7.55; Clear span: 7.6; volume = 2.6 cu.ft. Lateral support: top= full, bottom= at supports; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. Beam #7 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1 Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Value Design Value Unit Anal sis/Design Shear v = 206 Fv' = 334 psi fv/Fv' = 0.62 Bending(+) rAnalysis b = 1876 Fb' = 3335 psi fb/Fb' 0.56 Live Defl'n 9 = <L/999 0.26 = L/360 in 0.36 Total Defl'n 8 = L/518 0.38 = L/240 in 0.46 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr C£rt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 3 Fb'+ 2900 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 3 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 3 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75(L+S), V max = 8123, V design = 6840 lbs Bending(+): LC #3 = D+.75(L+S), M = 12342 lbs-£t Deflection: LC #3 = D+.75(L+S) (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 2015 CALCULATIONS: Deflection: EI = 750e06 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 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. to so l �Mit� ��� ;�C75�+ 1153) 4-1 Description � �K By i Date Checked Date ENGINEERING Scale Sheet No. 2S0 4th Ave. South Suite 200 Edmonds, WA 98020 Job No. Project -' I \ ��✓ re? 42S.778.8500 ] 7 l d www.cgengineering.com COMPANY PROJECT WoodWorks0 Nov. 19, 2019 16:36 1 Beam #8 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] - Magnitude Unit tern Start End Start End Loadl Dead Full UDL 75.0 plf Load2 Snow Full UDL 125.0 plf Self-wei ht Dead Full UDL 19.5 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 22.5' 0' 22. 2' Unfactored: Dead Snow 1059 1406 1059 1406 Factored: Total 2465 2465 Bearing: Capacity Beam 11813 11813 Support 14490 14490 Des ratio Beam 0.21 0.21 Support 0.17 0.17 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 8001 1 800 PSL, PSL, 2.2E, 5-1/4"x11-7/8" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 22.0'; Clear span: 22'; volume = 9.5 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/De ign Shear fv = 53 Fv' = 334 psi fv/Fv' = 0.16 Bending(+) fb = 1298 Fb' = 3338 psi fb/Fb' = 0.39 Live Defl'n 0.41 = L/641 0.74 = L/360 in 0.56 Total Defl'n 0.72 = L/365 1.10 = L/240 in 0.66 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #8 WoodWorksO Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 2420, V design = 2197 lbs Bending(+): LC #2 = D+S, M = 13342 lbs-ft Deflection: LC #2 = D+S (live) LC 42 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1612e06 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. COMPANY PROJECT WoodWorkso Nov. 20, 2019 10:20 1 Beam #10 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 80.0 plf Load2 Dead Point 2.50 755 lbs Load3 Snow Point 2.50 1153 lbs Self -weight Dead Full UDL 15.0 if Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 9.456' 0' 9' Unfactor ed: Dead Snow 1010 862 637 291 Factored: Total 1872 928 Bearing: Capacity Beam 10312 10312 Des ratio Beam 0.18 0.09 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.54 0.50* Cb 1.00 1.00 Cb min 1 1.001 1 1.00 "Minimum bearing length setting used: 1/2" for end supports Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Hanger Total length: 9.0% Clear span: 8.998': volume = 4.0 cu.ft.; Beam and stringer Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Design Shear fv = 42 Fv' = 195 psi fv/Fv' = 0.21 Bending(+) fb = 393 Fb' = 1006 psi fb/Fb' = 0.39 Live Defl'n 0.02 = <L/999 0.30 = L/360 in 0.08 Total Defl'n 0.05 = <L/999 0.45 = L/240 in 0.12 ElI WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #10 WoodWorksO Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS' Shear : LC #2 = D+S, V max. = 1854, V design = 1761 lbs Bending(+): LC #2 = D+S, M = 3968 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 906e06 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 [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks° Nov. 25, 2019 10:15 1 Beam #11 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial UDL 0.23 2.-3 260.0 260.0 plf Load2 Snow Partial UDL 0.23 2.23 175.0 175.0 plf Load3 Live Partial UDL 0.23 2.23 200.0 200.0 plf Load4 Dead Point 2.23 1010 lies Loads Snow Point 2.23 892 lbs Self -weight Dead Full UDL 15.0 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 5.705' 0' 5.25' Unfactored: Dead Live Snow 1086 324 836 523 76 406 Factored: Total 1955 930 Bearing: Capacity Beam 10312 10312 Des ratio Beam 0.19 0.09 Load comb #3 #4 Length 3.00 3.00 Min req'd 0.57 0.50* Cb 1.00 1.00 Cb min 1 1.001 1 1.00 'Minimum bearing length setting used: 1/2" for end supports Timber -soft, D.Fir-L, No.2, 6x12 (5-112"x11-1/2") Supports: All - Hanger Total length: 5.26; Clear span: 5.248'; volume = 2.3 cuff. Beam and stringer Lateral support: top= full, bottom= at supports; ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #11 WoodWorks@ Sizer 11.1 Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 36 Fv' = 195 psi fv/Fv' = 0.18 Bending(+) 1 fb = 291 Fb' = 1006 psi fb/Fb' = 0.29 Live Defl'n 0.01 = <L/999 0.17 = L/360 in 0.03 Total Defl'n 0.01 = <L/999 0.26 = L/240 in 0.05 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb1+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D+S, V max = 1921, V design = 1519 lbs Bending(+): LC #4 = D+S, M = 2942 lbs-ft Deflection: LC #4 = D+S (live) LC #4 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 906e06 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 NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. COMPANY PROJECT WoodWorks® Nov, 19, 2019 16:44 1 Beam #12 Design Check Calculation Sheet Wood Works Sizer 11,1 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 100.0 plf Load2 Dead Point 3.00 1060 lbs Load3 Snow Point 3.00 1406 lbs'. Self-wei ht Dead Full UDL 12.9 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 6.5' 0' 6. 42' Unfactored: Dead Snow Factored: Total 936 761 849 645 1698 1493 Bearing: Capacity Beam 10312 10312 Support 15180 15180 Des ratio Beam 0.16 0.14 Support 0.11 0.10 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc sup 8001 1 800 Minimum bearing length setting used: 1/2" for end supports Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length? 6,0 ; Clear span: 6,0 ; volume = 2.2 cu.ft.; Beam and stringer Lateral support: top= full, bottom= at supports; El I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #12 WoodWorks® Sizer 11.1 Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Anal sis/Design Shear fv = 45 Fv' = 195 psi fv/Fv' = 0.23 Bending(+) fb = 610 Fb' = 1006 psi fb/Fb' = 0.61I. Live Defl'n 02 = <L/999 0.20 = L/360 in 0.11 '.. Total Defl'n 04 =<L/999 0.30 = L/240 in 0.15 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS'. Shear : LC #2 = D+S, V max = 1675, V design = 1583 lbs Bending(+): LC #2 = D+S, M = 4209 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 511e06 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 [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. DESCRIPTION: Beam #16 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed: 7 FEB 2020, 1:48PM Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending D(0.92) L(O 43) S(0.82) Span = 22250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.920, L = 0.430, S = 0.820 k/ft, Tributary Width =1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.677 : 1 Maximum Shear Stress Ratio = W14x43 Section used for this span 117.602 k-ft Va : Applied 173.653 k-ft Vn/Omega : Allowable +D+0.750L+0.750S+H Load Combination 11.125ft Location of maximum on span Span # 1 Span # where maximum occurs 0.366 in Ratio = 729>=360 0.000 in Ratio = 0 <360 0.848 in Ratio = 315 >=240. 0.000 in Ratio = 0 <240.0 Load Combination Span Max. "2 Defl Location in Span Load Combination +D+0.750L+0.750S+0.5250E+H 1 0.8482 11.189 0.253 W 14x43 21.142 k 83.570 k +D+0.750L+0.750S+H 0.000 It Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 1-4 COMPANY PROJECT WoodWorks® Nov. 20, 2019 09:03 1 Beam #20 Design Check Calculation Sheet WoodWorks Sizer 11,1 Loads: Load Type Distribution Pat- Location [£t] Magnitude Unit tern Start End Start End Loadl Dead Point 7.00 1060 lbs Load2 Snow Point 7.00 1406 lbs Self -weight Dead Full UDL 13.0 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 14.458' 0' 14' Unfactored: Dead Snow 638 726 604 680 Factored: Total 1364 1284 Bearing: Capacity Beam 7875 7875 Des ratio Beam 0.17 0.16 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.52 0.50* Cb 1.00 1.00 Cb min 1.00 1 1.00 "Minimum bearing length setting used: 1/2" for end supports PSL, PSL, 2.2E, 3-112"x11-718" Supports: All - Hanger Total length: 14.0`, Clear span: 13.998% volume = 4.0 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Design Value Unit Analysis/Design Shear £v = 49 Fv' = 334 psi £v/Fv' = 0.15 Bending(+) £b = 1304 Fb' = 3338 psi £b/Fb' = 0.39 Live Defl'n 0.13 = <L/999 0.47 = L/360 in 0.28 Total De£1'n 0.24 = L/709 0.70 = L/240 in 0.34 Beam #20 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks@ Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1,15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ -900 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E ' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 1364, V design = 1351 lbs Bending(+): LC #2 = D+S, M = 8940 lbs-£t Deflection: LC #2 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1075e06 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 [CC 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. Ell TZ-�L�* 441 �r � s Description 2�u �, By f Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 . project s Alm ® ems- m - Job No. (< � www.cgengineering.com COMPANY PROJECT WoodWorks® Nov. 20, 2019 09:13 1 Beam #22 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [£t] Magnitude Unit tern Start End Start End Loadl Dead Point 7.00 180 lbs Load2 Live Point 7.00 500 lbs Self-weiqht Dead Full UDL 6.0 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 11.708' 0' 11.25' Unfactored: Dead Live 105 199 142 301 Factored: Total 304 443 Bearing: Capacity Beam 3938 3938 Des ratio Beam 0.08 0.11 Load comb #2 #2 Length 3.00 3.00 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1 1.001 1 1.00 'Minimum bearing length setting used: 1/2" for end supports LVL, 2.OE, 260OFb, 1-3/4"x11-718", 1-ply Supports: All - Hanger Total length: 11.25% Clear span: 11.248% volume = 1.6 cu.ft. Lateral support: top= full, bottom= at supports, Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear £v = 32 Fv' = 285 psi £v/Fv' = 0.11 Bending(+) £b = 561 Fb' = 2603 psi fb/Fb' = 0.22 Live Defl'n 0.05 = <L/999 0.38 = L/360 in 0.13 Total De£1'n 0.07 = <L/999 0.56 = L/240 in 0.13 71 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam #22 WoodWorksO Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV C£u Cr C£rt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ -600 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 max = 443, V design = 437 lbs Bending(+): LC #2 = D+L, M = 1924 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 488e06 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 [CC 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. 5outh 5uite 200 project 1 Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020-$=�7� 425.778.8500 I ® -'- project Job No. _ www.cgengineering.com Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 DESCRIPTION: Canopy Beam Project Title: Engineer: Project ID: Project Descr: Printed: 25 NOV 2019, 1:11 PM CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 032 Span = 8.50 ft )plied Loads Beam self weiqht calculated and added to loading Uniform Load : D = 0.0250, S = 0.0320 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.084 : 1 Maximum Shear Stress Ratio = 0.018 Section used for this span C6x8.2 Section used for this span C6x8.2 Ma: Applied 0.589 k-ft Va : Applied 0.2771 k Mn / Omega: Allowable 6.987 k-ft Vn/Omega : Allowable 15.521 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.250ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 10,263>=120. Max Upward Transient Deflection 0.000 in Ratio = 0 <120.0 Max Downward Total Deflection 0.020 in Ratio = 5037 >=120. Max Upward Total Deflection 0.000 in Ratio = 0 <120.0 Overall Maximum Deflections Load Combination Span Max. "' Defl Location in Span Load Combination +D+S+H 1 0.0202 4.274 Max. "+° Defl Location in Span 0.0000 0,000 I —� 250 4th Ave. South Suite 200 project Edmonds, WA 98020 I �1 425,778.8500 www.cgengineering.com Job No. COMPANY PROJECT WoodWorks® Nov. 25, 2019 13:24 1 Canopy Post Support Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [£t] Start End Magnitude Start End Unit Loadl Dead Axial (Ecc. = 0.00") 500 lbs Load2 Snow Point 9.00 500 lbs Load3 Snow Point 11.50 -500 lbs Load4 Snow Axial (Ecc. = 0.00") 500 lbs Self -weight Dead Axial 95 lbs Lateral Reactions (lbs): 17' W � m o N 9 17' Unfactored: Dead Snow 74 -74 Factored: R->L -74 Load comb #2 L->R 74 Load comb #2 #1 Canopy Post Support LSL, LSL, 1.3E, 3-1/2"x5-112" Support: Non -wood Total length: 17.0% Clear span: 17'; volume = 2.3 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 17.0 =17.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Desiqn Value Unit Analysis/Design Shear £v = 33 Fv' = 460 psi fv/Fv' = 0.07 Bending(+) fb = 450 Fb' = 1955 psi £b/Fb' = 0.23 Axial fc = 57 Fc' = 394 psi £c/Fc' = 0.14 Axial Bearing fc = 57 Fc* = 2110 psi £c/Fc* = 0.03 Combined (axial compression side load bendi g) Eq.3.9-3 = 0.29 Live Defl'n 0.24 = L/853 1.70 = L/120 in 0.14 Total De£1'n 0.24 = L/853 1.70 = L/120 in 0.14 71 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Canopy Post Support WoodWorks® Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# Fv' 400 1.15 - 1.00 - - - - 1.00 - 2 Fb'+ 1700 1.15 - 1.00 1.000 1.00 - 1.00 1.00 - 2 Fc1835 1.15 - 1.00 0.187 - - - 1.00 - 2 E' 1.3 million - 1.00 - - - - 1.00 - 2 Emin' 0.67 million - 1.00 - - - - 1.00 - 2 Eminy' 0.67 million - 1.00 - - - - 1.00 - 2 Fc" 1835 1.15 - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 426, V design = 426 lbs Bending(+): LC #2 = D+S, M = 662 lbs-£t Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Axial LC #2 = D+S, P = 1095 lbs Combined LC #2 = D+S; (1 - £c/FCE) = 0.86 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 = 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. WoodWorks analysis and design are in accordance with the [CC 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 - Columns (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. Description pJ By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 � — I project � i J � r� � � Job No. 425.778.8500 p_ www.cgengineering.com Use menu item Settings > Prindng & Title Block Title Kentrter Page: 1 to set these five lines of information Job # 1 Dsgnr: DTR Date: 25 NOV 2019 for your program. Description.... 4' Wall - Backfill This Wall in File: R:\ 2019 Projects\19387 Kentner Remodel\_Structural\Engineering\kentner retaining RetalnPro (c) 1967.2016, Buiid 11.16.03.31 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To, CG ENGINEERING Criteria SDiI Data r Retained Height = 4.00 it Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure _ 35.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 270.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Friction = 0.450 Soil hei height t Soil height to ignore � • � for passive pressure = 0.00 in !, Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary e Wall Stability Ratios Overturning = 2.23 OK Sliding = 1.54 OK Total Bearing Load = 1,192 Ibs ...resultant ecc. = 5.04 in Soil Pressure @ Toe = 11060 psi OK Soil Pressure @ Heel = 0 psf OK Allowable - 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,484 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.1 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 437.51bs less 100% Passive Force = - 135.0 Ibs less 100% Friction Force = - 536.6 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Vertical component of active lateral soil pressure NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 it Load Type = Wind(W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction J _ Design Height Above Ftc ft= Wall Material Above "Hit" _ Deslgn Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level ibs= Moment... Actual Service Level ft-#= Strength Level ft-#= Moment..... Allowable = Sheac....Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Wall Weight psf= Rebar Depth 'd' in = MasonryData 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 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK 0.00 Concrete -RFD ASO -RFD 8.00 # 5 15.00 Center 0.142 448.0 597.3 4,191.8 9.3 82.2 100.0 4.00 fm S psi= Fs psi= Solid Grouting = Modular Ration' _ 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 Title Kentrter Page: 2 to set these five lines of information Job # 1 Dsgnr. DTR Date: 25 NOV 2019 for your program. Description.... 4' Wall - Backfill This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_Structural\Engineering\kentner retaining RetalnPro(e) 1987.2016, Build 11.16.03.31 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Llcense To : CG ENGINEERING Concrete Stem Rebar Area Details 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 Reinf Area 0.768 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 0.001 Bbh: 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 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 it Toe Heel Heel Width = 1.67 Factored Pressure = 1,484 0 psf Total Footing Width = 2.34 Mu': Upward = 300 84 ft-# Footing Thickness = 12.00 in Mu': Downward = 40 356 ft-# Mu: Design = 260 273 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.07 3.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 15.00 in fc = 2,500 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: Not req'd: Mu < phi'S'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.61 in2 Min footing T&S reinf Area per foot 0.26 in2 rft 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 summaa of Overturnin & Resistin Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-# Ibs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 441.5 1.84 811.6 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 = 2.23 Vertical Loads used for Soil Pressure = 1,192.5 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) = 400.0 1.00 401.3 Earth @ Stem Transitions= Footing Weight = 351.0 1.17 410.7 Key Weight = Vert. Component Total = 1,192.5 Ibs R.M.= 1,623.E ' 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 Title Kentner Page: 1 to set these five lines of information Job # 2 Dsgnr: DTR Date: 25 NOV 2019 for your program. Description.... 6' Wall - Backfill This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_ StructuraREngineering\kentner retaining RetainPro (c) 1987-2016, Build 11.16.03.31 License: KW-0605B761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: CG ENGINEERING Criteria rSoil Data � %•� -' Retained Height = 6.00 it Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 it Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 35.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 270.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Footini Friction = 0.450 Soil height to ignore ~ for passive pressure = 0.00 in Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in j Design Summary Wall Stability Ratios Overturning = 3.05 OK Sliding = 1.56 OK Total Bearing Load = 2,675 Ibs ...resultant ecc. = 5.10 in Soil Pressure @Toe = 1,127 psf OK Soil Pressure @ Heel = 238 psf OK Allowable - 2.000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,577 psf ACI Factored @ Heel = 334 psf Footing Shear @ Toe = 3.9 psi OK Footing Shear @ Heel = 5.6 psi OK Allowable = 75.0 psi Sliding Cabs Lateral Sliding Force = 857.5 lbs less 100% Passive Force = - 135.0 Ibs less 100% Friction Force = - 1,203.8 Ibs Added Force Req'd = 0.0 ibs OK ....for 1.5 Stability = 0.0 ibs OK 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 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 Stem Construction _ Design Height Above Ftc ft= Wall Material Above "Ht" _ Design Method = Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs= Moment... Actual Service Level it-#= Strength Level ft-#= Moment... -Allowable = Shear..... Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Wail Weight psi= Reber Depth'd' in= Masonry Data Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg 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 OK 0.00 Concrete LRFD ASO LRFD 8.00 # 5 15.00 Center 0.481 1,008.0 2,016.0 4,191.8 21.0 82.2 100.0 4.00 I'm S psi= Fs psi= Solid Grouting = Modular Ratio'n' _ 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 Title Kentner Page : 2 to set these five lines of information Job # 2 Dsgnr. DTR Date: 25 NOV 2019 for your program. Description.... 6' Wall - Backfill This Wallin File: R:\_2019 Projects\19387 Kentner Remodel\ Structural\Engineering\kentner retaining RetainPro (c) 1987-2016, Build 11.16.03.31 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) : 0.1217 in2/ft (4/3)' As : 0.1623 in21ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(4)/60000 : 0.16 h2/11 Min Stem T&S Reinf Area per ft of stem Height: 0.192 m2/11 0.0018bh : 0.0018(12)(8) : 0.1728 in2lft 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 m2/11 #5@ 19.38 in 95@ 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 = 2.92 Factored Pressure = 1,577 334 psf Total Footing Width = 3.92 Mu': Upward = 736 1,452 ft-# Footing Thickness = 12.00 in Mu': Downward = 90 2,468 it-# Mu: Design = 646 1.016 ft-# Key Width = 0.00 in Actual 1-Way Shear = 3.86 5.55 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 15.00 in fc = 2,500 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: IA@ 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 remi'Area 1.02 in2 Min footing T&S reinf Area per foot 0.26 in2 i t 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-# Ibs it it-# Heel Active Pressure = 85T5 2.33 2,000.8 Soil Over Heel = 1,487.2 2.79 4,154.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = ' Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 857.5 O.T.M. 2,000S Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions _ = Footing Weight = 588.0 1.96 1,152.5 Resisting/Overturning Ratio = 3.05 Key Weight = Vertical Loads used for Soil Pressure = 2,675.2 Ibs Vert. Component - Total = 2,675.2 Ibs R.M.= 6,106.7 ' Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings > Printing & Title Block Title Kentner Page : 1 to set these five lines of information Job # 3 Dsgnr. DTR Date: 7 FEB 2020 for your program. Description.... 9' Wall - Backfill This Wall in File: R:\_2019 ProjecW19387 Kentner Remodel\ Stmctuml\Engineering\Retaining Walls\k RetalnPro (c) 1987-2016, Build 11.16.03.31 License: Kw-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: CG ENGINEERING Criteria SDil Data r �W�W Retained Height = 9.00 it Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 it Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 0.00 in Passive Pressure = 270.0 psf/ft Water height over heel = 0.0 it Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads J Surcharge Over Heel - 0,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.11 OK Sliding = 1.55 OK Total Bearing Load = 5,714 Ibs ...resultant ecc. = 8.15 in Soil Pressure @ Toe = 1,732 psf OK Soil Pressure @ Heel = 283 psi OK Allowable - 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,425 psf ACI Factored @ Heel = 396 psf Footing Shear @ Toe = 6.3 psi OK Footing Shear @ Heel = 9.0 psi OK Allowable = 75.0 psi Sliding Cal - Lateral Sliding Force = 1,750.0 Ibis less 100 % Passive Force= - 135.0 Ibs less 100% Friction Force = - 2,571.2 Ibs Added Force Req'd = 0.0 Ibs OK --for 1.5 Stability = 0.0 Ibs OK 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 Lateral Load Applied tD Stem Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0lbs ...Height to Top = 0.00 it Footing Width = 0.00 it .-Height to Bottom = 0.00 it Eccentricity = 0.00 in Load Type = Wind (W) Wall to Fig CL Dist = 0.00 it (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 it Wind on Exposed Stem = 0.0 psf at Back of Wall - (Service Level) Poisson's Ratio = 0.300 Stem Construction Bottom Stem OK Design Height Above Ftc it= 0'00 Wail Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 10.00 Rebar Placed at = Edge Vfb/FB+fa/Fa S = 0.698 Total Force @ Section Service Level Ibs = Strength Level Ibs= 2,268.0 Moment....Actual Service Level ft-#= Strength Level it-#= 6,804.0 Moment..... Allowable = 9,7455 Shear..... Actual Service Level psi= Strength Level psi= 30.5 Shear..... Allowable psi= 82.2 Wall Weight psf= 100.0 Reber Depth 'd' in= 6.19 Masonry Data I'm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Short Tenn 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 Title Kentner Page : 2 to set these five lines of information Job # 3 Dsgnr: DTR Date: 7 FEB 2020 for your program. Description.... 9' Wall - Backfill This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\ Structural\Engineering\Retaining Walls\k RetafnPro (c) 1987-2016, Build 11.16.03.31 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) : 0.2576 in2/ft (4/3)' As : 0.3435 in2/ft Min Stem T&S Reinf Area 1.728 in2 200bd/fy : 200(12)(& 1875)/60000 : 0.2475 In21 t Min Stem T&S Reinf Area per it of stem Height : 0.192 in2lft 0.0018bh: 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.2576 Intl t #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 in2l t #6@ 27,50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 it Toe Heel Heel Width = 4.67 Factored Pressure = 2,425 396 psf Total Footing Width = 5.67 Mu': Upward = 1,153 7,003 it-# Footing Thickness = 12.00 in Mu'. Downward = 90 10,962 ft-# Mu: Design = 1,063 3,959 it-# Key Width = 0.00 in Actual 1-Way Shear = 6.27 8,97 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 it Toe Reinforcing = # 5 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd: Mu - phi 5'lambda'sgrt(fc)'Sm Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 3657 in, #9@ 46 Key: No key defined Min footing T&S reinf Area 1.47 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 2037 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-# Ibis ft it-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 3,963.3 3.67 14,538.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 1,750.0 O.T.M. 5,833.3 Resisting/Overturning Ratio = 3.11 Vertical Loads used for Soil Pressure = 5,713.8 Its 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) = 900.0 1.33 1,200.0 Firth @ Stem Transitions Footing Weighl = 850.5 2.84 2.411.2 Key Weight = Vert. Component - Total = 5,713.8 Ibs R-M = 18,149.9 ' 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 Title Kentner Page: 1 to set these five lines of information Job # 4 Dsgnr: DTR Date: 25 NOV 2019 for your program. Description.... 4' Wail -permanent w/ slab Surcharge Loads Surcharge Over Heel = 40.0 psi 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 - 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios LSoil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Paccivn Prncc,rrn = 27n n n f/ft Lateral Load Applied to Stem Lateral Load = 0.0 #/it ...Height to Top = 0,00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 40.000 Total Seismic Force = 200,000 Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0,00 Overturning = 1,37 Ratio < 1.5! Wall Material Above "Ht" = Concrete Slab Resists All Sliding! Design Method = _RFD ASO LRFD Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Total Bearing Load = 1,233 Ibs ...resultant em, = 9,57 in Soil Pressure @ Toe = 2,206 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 2.667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,089 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.1 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 75.0 psi Sliding Calm Lateral Sliding Force = 641.1 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 = 0.00 ft 0.00 in = 0.00 ft Line Load O.O ft 0,300 Thickness S = 8,00 Reber Size = # 5 Reber Spacing = 15.00 Reber Placed at = Center Design Data fb/FB+fa/Fa = 0.258 Total Force @ Section Service Level Ibs = Strength Level Ibs= 689.5 Moment... Actual Service Level ft-#= Strength Level ft-#= 1,080.2 Moment..... Allowable = 4,191S Shear..... Actual Service Level psi= Strength Level psi= 14.4 Shear.....Allowable psi= 82.2 Wall Weight psf= 100.0 Reber Depth'd' In= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Short Tenn 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 Title Kentner Page : 2 to set these five lines of information Job # 4 Dsgnr, DTR Date: 25 NOV 2019 for your program. Description.... 4' Wall - permanent wl slab This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_Structural\Engineering\kentner retaining RetainPro (c) 1987.2016, Build 11.16,03.31 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) : 0,0652 in2/ft (4/3)' As : 0.0869 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 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 : 0.1728 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 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths I Footing Design Results Toe Width = 0.67ft Toe Heel Heel Width = 1,67 Factored Pressure = 3,089 0 psf Total Footing Width = 2.34 Mu': Upward = 555 0 ft-t# Footing Thickness = 12.00 in Mu': Downward = 40 389 ft-# Mu: Design = 514 389 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.07 6,79 psi Key Depth = 0,00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 15.00 in fc = 2,500 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'Iambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0,61 in2 Min footing T&S reinf Area per foot 0.26 in2 ft 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 Summa of Overturning & Resistin 2Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 437.5 1,67 729.2 63.6 2.50 159A 140.0 2.50 350.0 641.1 O.T.M. 1,238.3 Resisting/Dverturning Ratio = 1.37 Vertical Loads used for Soil Pressure = 1,232.6 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over Heel = 441.5 1,84 811.6 Sloped Soil Over Heel = Surcharge Over Heel = 40.1 1.84 73.8 Adjacent Footing Load = Axial Dead Load on Stem = 'Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 1.00 401.3 Earth @ Stem Transitions= Footing Weighl = 351.0 1.17 4107 Key Weight = Vert. Component - Total = 1,232.6 His R.M.= 1,697.3 '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 Title Kentger Page : 1 to set these five lines of information Job # 5 Dsgnr. DTR Date: 25 NOV 2019 for your program. Description.... 6' Wall - permanent w/ slab This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_Structural\Engineering\kentner retaining RetainPro (c) 1967-2016, Build 11.16.03.31 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: CG ENGINEERING Criteria Soil Data ;<zX Retained Height = 6.00 ft Allow Soil Bearing = 2,667.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/ft - Height of Soil over Toe = 0.00 in Passive Pressure = 270.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoii Friction = 0.450 �. Soil height to ignore for passive pressure = 0.00 in Surcharge Loads J Surcharge Over Heel = 40.0 psf 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 Eccenidcity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used - 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.94 OK Slab Resists All Sliding I Total Bearing Load = 2,765 Ihs ...resultant ex. = 10,13 in Soil Pressure @ Toe = 1,652 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,313 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.8 psi OK Footing Shear @ Heel = 11.9 psi OK Allowable = 75.0 psi Sliding Cates Lateral Sliding Force = 1,221.0 Ihs Vertical component of active lateral soil pressure NOT considered in the calculation of soil bearing Load Factors - Buiiding Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 201SACI 1.200 1.600 1.600 1.000 1.000 Lateral Load Applied to Stem ( Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.011b: ...Height to Top = 0.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Load Type = Wind (W) Wall to Fig CL Dist = 0.00 ft (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall (Service Level) Poisson's Ratio = 0.300 Uniform Seismic Force = 56.000 Total Seismic Force = 392.000 Stem ConstructionLi Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD ASO LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 15.00 Rebar Placed at = Center fb/FB + fa/Fa S = 0.809 Total Force @ Section Service Level Ihs = Strength Level Ibs= 1,466.2 Moment Actual Service Level ft-#= Strength Level ft-#= 3,390.5 Moment.....Ailowable = 4,191.8 Shear..... Actual Service Level psi= Strength Level psi= 30.5 Shear..... Allowable psi= 82.2 Wall Weight psf= 100.0 Rebar Depth 'd' in = 4.00 Masonry Data I'm psi psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASO I-,. = fc=r=.,du psi= 3,000.0 Fy psi= 60,000.0 Use menu item Settings> Printing & Title Block Title Kentger Page : 2 to set these five lines of Information Job # 5 Dsgnr: DTR Date: 25 NOV 2019 for your program. Description.... 6' Wall - permanent wl slab This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\-Structural\Engineering\kentner retaining ReteinPlo (C)1967.2016, Build 11.16.03.31 License: Kw-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2047 in2/ft (4/3)' As: 0.2729 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 h2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area: 0.2047 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 ft Toe Heel Heel Width = 2.92 Factored Pressure = 2,313 0 psf Total Footing Width = 3.92 Mu' : Upward = 1,041 547 ft-# Footing Thickness = 12. 00 in Mu': Downward = 90 2,630 ft-9 Mu: Design = 951 2,083 ft-9 Key Width = 0.00 in Actual 1-Way Shear = 5.81 11.92 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 15.00 in fe = 2,500 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'Iambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.02 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 is .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ihs ft 11-9 Ibs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,487.2 2,79 4,154.2 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 90.1 2.79 251.8 Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 274.4 3.50 960.4 Total 1,221.0 O.T.M. 3,273.1 Resisting/Overturning Ratio = 1.94 Vertical Loads used for Soil Pressure = 2,765.3 Ihs 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. 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 = 588.0 1.96 1,152.5 Key Weight = Vert. Component - Total = 2,765.3 Ihs R.M = 6,358.5 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cajculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Criteria Retained Height = 9.00 It Wall height above soil = 0.00 it Slope Behind Wail = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Surcharge Loads J Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0lbs Axial Live Load = 0.0 ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used - 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 2.02 OK Slab Resists All Sliding I Total Bearing Load = 5,874 Ibs ...resultant ecc. = 14.68 in Soil Pressure @ Toe = 2,430 psi OK Soil Pressure @ Heel = 0 psi OK Allowable - 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,401 psi ACI Factored @ Heel = 0 Psi Footing Shear @ Toe = 8.9 psi OK Footing Shear @ Heel = 19.3 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 2,437.3 Ibs Title Kentner Page: 1 Job # 6 Dsgnr. DTR Date: 7 FEB 2020 Description.... 9' Wall - permanent w/ slab Allow Soil Bearing = 2,667.0 psi Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Pvcdvc P--'- v 97n n ,. fie Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ..Height to Top = 0.00 it Footing Width = 0.00 it ..Height to Bottom = 0.00 it Eccentricity = 0.00 in Load Type = Wind (W) Wall to Fig CL Dist = 0.00 it (Service Level) Footing Type Line Load Base Above/Below Soil _ 0 0 it on Exposed Stem = 0.0 psi at Back of Wall (Service Level) Poisson's Ratio = 0.300 Uniform Seismic Force = 80.000 Total Seismic Force = 800.000 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 Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Concrete Design Method = 1-RFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 7.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.802 Total Force @ Section Service Level Ibs = Strength Level Ibs= 3,171.3 Moment Actual Service Level ft-#= Strength Level it-#= 10,868.7 Moment.....Aliowable = 13,547.3 Shear..... Actual Service Level psi= Strength Level psi= 42.7 Shear..... Allowable psi= 82.2 Wall Weight psf= 100.0 Rebar Depth'd' in= 6.19 Masonry Data fin psi= Fs psi= Solid Grouting = Modular Ration' _ 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 Title Kentner Page: 2 to set these five lines of information Job # 6 Dsgnr: DTR Date: 7 FEB 2020 for your program. Description.... 9' Wall - permanent w/ slab This Wail in File: R:\_2019 Projects\19387 Kentner Remodei\_Stwctural\Engineering\Retaining Wails\k RetxlnPro (c) 1987-2016, Build 11.16.03.31 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 313-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.4115 in2/ft (413) " As : 0.5487 in2/ft Min Stem T&S Reinf Area 1.728 in2 2001bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.192 in2lft 0.0018bh : 0.0018(12)(8) : 0.1728 in2lft Horizontal Reinforcing Options: One layer of : Two layers of: Required Area: 0.4115 in2/ft #4@ 12.50 in #4@ 25.00 In Provided Area : 0.5314 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.0059 in2lft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results I Toe Width = 1.00 it Tpg Heel Heel Width = 4.67 Factored Pressure = 3,401 0 psi Total Footing Width = 5.67 Mu' : Upward = 1,583 3,730 it-# Footing Thickness = 12.00 in Mu': Downward = 90 11,475 it-# Mu: Design = 1,493 7,745 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.92 19.31 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft ToReinforcing = # 5 @ 10.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd: Mu � phi'S"lambda"sgrt(fc)'Sm Heel: #4@ 9.26 in, #5@ 14.35 in, 96@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: No key defined Min footing T&S reinf Area 1.47 in2 Min footing T&S rein£ Area per foot 0.26 in2 rft 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 fibs it it-# Ibs ft it-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 3,963.3 3.67 14,538.7 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Adocent Footin9 Load = Surcharge Over Heel = 160.1 3.67 587.4 Aftcent Footin Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 560.0 5.00 2,800.0 Total 2,437.3 O.T.M. 9,269.7 Resisting/Overturning Ratio = 2.02 Vertical Loads used for Soil Pressure = 5,873.9 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. 9 Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 900.0 1.33 1,200.0 Earth @ Stem Transitions = Footing Weight = 850.5 2.84 2,411.2 Key Weight = Vert. Component - Total = 9,873.9 ibs R.M.= 18,737.3 ' 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 Title Kentner Page: 1 to set these five lines of information Job # 7 Dsgnr, DTR Date: 25 NOV 2019 for your program. Description.... 4' Wall - Garage top slab brace This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_StructurahEngineering\kentner retaining RetainPro (c) 1987.2016, Build 11.16.03.31 License: KW-06058761 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To, CG ENGINEERING Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil - O.00ft Equivalent Fluid Pressure Method Total Wall Height = 4.00 ft At -rest Heel Pressure = 35.0 psf/ft Top Support Height = 4.00 If Passive Pressure = 270.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingliSoil Frictior = 0.450 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.01bs -Used To Resist Sliding & Overturning Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind (W) Fooling Type Line Load (Strength Level) Base Above/Below Soil - 0.0 ft Axial Dead Load = Axial Live Load = 0.0 Ibs 0.01bs Wind on Exposed Stem = 0.0 P psf _ at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.130 g Added seismic per unit area = 40.0 psf Stem Weight Seismic Load Fp/ Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,233 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ece. = 1.16 in Wall Weight = 100.0 psf fc = 3,000 psi Soil Pressure @ Toe = 5Z7 sf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 527 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 789 psf ACI Factored @ Heel = 475 psf Footing Shear @ Toe = 0.1 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 75.0 psi Reaction at Top = 197.2 ibs Reaction at Bottom = 462.4 ibs Sliding Stability Ratio = 1.49 Ratio < 1.t Sliding Cates Lateral Sliding Force = 462.4 Ibs less 100% Passive Force= - 135.0 lbs less 100% Friction Force = - 554.71bs Added Force Req'd = 0.011bs OK ....for 1.5 Stability = 4.011bs NG 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 Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 4.00 It 1.82 If 0.00 If Reber Size = # 5 # 5 # 5 Rebar Spacing = 15.00 in 15.00 in 15.00 in Rebar Placed at = Center Center Center Rebar Depth 'd' Design Data = 4.00 in 4.00 in 4.00 in fb/FB + fa/Fa = 0.000 0.091 0.000 Mu....Actua1 = 0.0 ft-# 382.1 ft-# O.Oft-# Mn' Phi..... Allowable = 4,191.8 ft-# 4,191.8 ft-# 4,191.8 ft-# Shear Force @ this height = 304.8 Ibs 453.811bs Shear..... Actual = 6.35 psi 9.45 psi Shear..... Allowable = 82.16 psi 82.16 psi Other Acceptable Sizes & Spacings: Toe: # 5 @ 15.00 in -or- Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Heel:# 5 @ 15.00 in -or- Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Key: No key defined -or- No key defined Use menu item Settings> Printing & Title Block Title Kentner Page : 2 to set these five lines of information Job # 7 Dsgnr. DTR Date: 25 NOV 2019 for your program. Description.... 4' Wall - Garage top slab brace This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_Structuml\Engineering\kentner retaining RetalnPro (c) 1987-2016, Build 11.16.03.31 License: KW-06058761 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Top Support Vertical Reinforcing As (based on applied moment) : 0 in2lft (4/3)' As: 0 in2/ft 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft 0.0018bh: 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 ln2/ft Provided Area . 0.248 in2/ft Maximum Area : 0.6503 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.768 1n2 Min Stem T&S Reinf Area per If of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 12.50 In #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As (based on applied moment), 0.0231 in2/ft (413)' As: 0.0308 in2/ft Min Stem T&S Reinf Area 0.419 in2 2001bd/fy: 200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area perft of stem Height: 0.192 in21ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2lft Horizontal Reinforcing Options: One layer of: Two layers of. Required Area : 0.1728 in2ft #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 Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (413)' As : 0 In2/ft Min Stem T&S Reinf Area 0.349 in2 2001bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area perft 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 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths &Dimensions Footing Design Results Toe Width = 0.67 ft Toe S.>d Heel Width - 1.67 Factored Pressure = 789 475 psf Total Footing Widtf = 2.34 Mu': Upward = 170 262 ft-# Footing Thickness = 12.00 in Mu': Downward = 40 389 ft-# Key Width = 0.00 in Mu: Design = 130 127 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.07 2.02 psi Key Distance from Toe = 0.00 It Allow 1-Way Shear = 75.00 75.00 psi fc = 2.500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.61 in2 Min. As % = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 At Cover @ Top = 2.00 in @ Btm.= 3.00 in 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 Use menu item Settings > Printing & Title Block Title Kenner Page : 1 to set these five lines of information Job # 8 Dsgnr. DTR Date: 25 NOV 2019 for your program. Description.... 6' Wall - Garage top slab brace Soil Data Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method At -rest Heel Pressure = 35.0 psf/ft P�eci„n Prneer�ro = 97n n nef/fl Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing LoaLLLLJ Surcharge Over Heel = 40.0 psi Lateral Load = 0.0 #/it Adjacent Footing Load = 0.0lbs -Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 it Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 it Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base Above/Below Soil _ 0.0 it Axial Dead Load = Axial Live Load = 0.0 Ibs 0.0Ibs Wind on Exposed Stem = O.O psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.130 g Added seismic per unit area = 60.1 psf Stem Weight Seismic Load Fp / Wp Weight Multiplier = 0.000 g Added seismic per unit area = O.O psf Design Summary L Concrete Stem Construction Total Bearing Load = 2,765 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.79 in Wall Weight = 100.O psf fc = 3,000 psi Soil Pressure @ Toe = 705 sf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel p = 705 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 761 psf ACI Factored @ Heel = 932 psf Footing Shear @ Toe = 1.7 psi OK Footing Shear @ Heel = 10 psi OK Allowable = 75.O psi Reaction at Top = 425.9 Ibs Reaction at Bottom = 878.6 Ibs Sliding Stability Ratio = 1.57 OK Sliding Calcs Lateral Sliding Force = 878S Ibs less 100 % Passive Force= - 135.0 Ibs less 100 % Friction Fome= - 1,244A Ibs Added Force Req'd = 0,0I1bs OK ....for 1.5 Stability = O.O lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2015,ACi Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 6.00 it 2.72 it 0.00 it Rebar Size = # 5 # 5 # 5 Rebar Spacing = 15.00 in 15.00 in 15.00 in Rebar Placed at = Center Center Center Reber Depth 'd' = 4.00 in 4.00 in 4.00 in Design Data fb/FB+fa/Fa = 0.000 0.297 0.000 Mu....Actual = 0.0 it-# 1,245.0 it-# O.Oft-# Mn' Phi.....AilowablE = 4,191.8 it-# 4,191.8 it-# 4,191.8ft-# Shear Force @ this height = 65BO Ibs 990.5lbs Shear.....Actual = 13.65 psi 20.64 psi Shear.....Allowable = 82.16 psi 82.16 psi Dther Acceptable Sizes & Spacings: Toe: # 5 @ 18.00 in -or- Not mq'd: Mu < phi'5'lambda'sgrt(fc)*Sm Heel:# 5 @ 15.00 in -or- Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Key: No key defined -or- No key defined Use menu item Settings > Printing & Title Block Title Kenner Page : 2 to set these five lines of information Job # 8 Dsgnr: DTR Date: 25 NOV 2019 for your program. Description.... 6' Wall - Garage top slab brace This Wall in File: R:\_2019 Projects\19387 Kenner Remodel\_Stmctuml\Engineering\kentner retaining RetninPro (c) 1987-2016, Build 11.16.03.31 License: KW-06058761 Restrained Retaining Wall Code: IBC 2U15,ACI 316-14,ACI 53o-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Top Support Vertical Reinforcing As (based on applied moment) : 0 h2/11 (4/3)' As: 0 in2Jft 2001bd/fy: 200(12)(4)/60000: 0.16 in2/ft O.00181bh : O.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 In2/ft Provided Area : 0.248 in2/ft Maximum Area : O.6503 in2111 Mmax Between Ends Vertical Reinforcing As (based on applied moment) : O.0752 in2/ft (413)' As : 0.1002 in2/ft 2001bd/fy : 200(12)(4)/60000 : O.16 in2/ft O.0018bh : O.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 in2/ft Provided Area: 0.248 in2/ft Maximum Area : 0.6503 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.152 in2 Min Stem T&S Reinf Area perft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of #4@ 12.50 in #4@ 25.00 In #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.629 in2 Min Stem T&S Reinf Area per it of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of #4@ 12.50 in 94@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (413)' As : 0 in2/ft Min Stem T&S Reinf Area 0.523 in2 2001bd/fy : 200(12)(4)/60000 : O.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 in2Jft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Strengths & Dimensions Footing Design Results Toe Width = 1.00 it Heel Width - 2.92 Factored Pressure = 761 932 psf Total Footing Width = 3.92 Mu': Upward = 388 2,191 ft-# Footing Thickness = 12.00 in Mu': Downward = 90 2,630 it-# Key Width = 0.00 in Mu: Design = 298 440 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 1.68 3.02 psi Key Distance from Toe = a00 it Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60000 psi Footing Concrete Density = 156.00 pcf Min footing T&S reinf Area 1.02 in2 Min. As % = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 fit Cover @ Top = 2.00 in @ Burn, 3.00 in 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 Use menu item Settings > Printing & Title Block Title Kentner Page : 1 to set these five lines of information Job # 9 Dsgnr. DTR Date: 7 FEB 2020 for your program. Description.... 9' Wall - Garage top slab brace This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_ Structuml\Engineering\Retaining Walls* RetainPro (c) 1987.2016, Build 11.16.03.31 License: KW-06058761 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To : CG ENGINEERING Criteria LSoil DData ---- Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 9.00ft At -rest Heel Pressure = 35.0 psf/ft = I Top Support Height = 9.00 ft Passive Pressure = 270.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingIISoil Fdctior = 0.450 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads h FUniform Lateral Load Applied to Stem ® Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base Above/Below Soil _ 0.0 ft Axial Dead Load = Axial Live Load = 0.0 lbs 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.130 g Added seismic per unit area = 90.1 psf Stem Weight Seismic Load Fp/ Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary -JFConcrete Stem Construction Total Bearing Load = 5,284 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ece. = 4.27 in Wall Weight = 100.0 psf fc = 3,000 psi Soil Pressure @ Toe = 1 022 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,022 psi OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 720 psf ACI Factored @ Heel = 1,733 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 75.0 psi Reaction at Top = 930.9 Ilbs Reaction at Bottom = 1,752.9 Ibs Sliding Calcs Lateral Sliding Force = 1,752.9 lbs 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 Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem OK Stem OK Design Height Above Ftc = 9.00 it 4.08 ft 0.00 it Rebar Size = # 5 # 5 # 5 Rebar Spacing = 10.00 in 10.00 in 10.00 in Rebar Placed at = Center Center Center Rebar Depth 'd' = 4.00 in 4.00 in 4.00 In Design Data fb/FB +fa/Fa = 0.000 0.674 0.000 Mu....Actual = 0.0 ft-# 4,101.4 ft-# O.Oft-# Min' Phi..... Allowable = 6,083.7 ft-# 6,083.7 it-# 6,083.7 it-# Shear Force @ this height = 1,427.5 lbs 2,182.8lbs Shear..... Actual = 29.74 psi 45,47psi Shear..... Allowable = 82.16 psi 82.16 psi Other Acceptable Sizes & Spacings: Toe: # 5 @ 18.00 in -or- Not req'd: Mu < phi'5'lam1bda'sgrt(fc)'Sm Heel:# 5 @ 15.00 in -or- Not req'd: Mu < phi 5'lambda'sgrt(fc)'Sm Key: No key defined -or- No key defined Use menu item Settings > Printing & Title Block Title Kentner Page : 2 to set these five lines of information Job # 9 Dsgnr: DTR Date: 7 FEB 2020 for your program. Description.... 9' Wall - Garage top slab brace This Wall in File: R:\_2019 Projects\19387 Kentner Remodel\_Structural\Engineering\Retaining Walls\k RetamPro (c) 1987.2016, Build 11.16.03.31 License: KW.06058761 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Top Support Vertical Reinforcing As (based on applied moment) : 0 in2/ft (4/3)' As: 0 in2/ft 2001bd/fy : 200(12)(4)/60000 : 0.16 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.1728 In2/ft Provided Area : 0.372 4n2/ft Maximum Area: 0.6503 in2/ft Mmax Between Ends Vertical Reinforcing As (based on applied moment) : 0.2476 in2/ft (4/3)'As: 0.3301 in2/ft 2001bd/fy : 200(12)(4)/60000: 0.16 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : 0.2476 in2/ft Provided Area : 0.372 in2/ft Maximum Area: 0.6503 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.728 in2 Min Stem T&S Reinf Area per it of stem Height: 0.192 in2/ft Horizontal Reinforcing Options: One layer of : Two layers of: #4@ 12.50 In #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.944 in2 Min Stem T&S Reinf Area per fit of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3)' As: 0 In2/ft Min Stem T&S Reinf Area 0.784 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 44@ 12.50 in #4@ 25.00 in Provided Area: 0.372 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 Strengths & Dimensions Toe Width = 1.00 it Heel Width - 4.17 Total Footing Width = 5.17 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Factored Pressure = 720 1,733 psf Mu': Upward = 393 7,224 it-# Mu'. Downward = 90 8,788 ft-# Mu: Design = 303 1,564 ft-# Actual 1-Way Shear = 1.63 1.30 psi Allow 1-Way Shear = 75.00 75.00 psi Min footing T&S reinf Area 1.34 in2 Min footing T&S reinf Area per foot 0.26 in2 eft 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 Seismic Analysis Design Per 2015 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category Seismic Design Category D - From Computer Program: SS = 1.275 Lat. = 47.819 Short & 1-Sec Period Mapped St = 0.500 Long. _ -122.374 ! Aceleration Parameters (MCE) SMS = FaSs = 1.28 Fa = 1.000 ASCE 7-10 (Eq. 11.4-1) SMt = FvSt = 0.75 Fv = 1.500 ASCE 7-10 (Eq. 11.4-2) SDS = (2/3)SMS = 0.850 ASCE7-10 (Eq. 11.4-3) SDI = (2/3)SMt = 0.500 ASCE 7-10 (Eq. 11.4-4) Ta = Cthn" = _ 0.24 Ct = hn = 0.02 27.15 75 ASCE 7-10 (Table 12.8-2) ASCE 7-10 (Table 12.8-2)�- — _ R Factor = IE Factor = 6.5 1.0 (Light -Framed Wood Shear Wall) (Non -Essential Facility) ASCE 7-10 (Table 12.2-1) ASCE 7-10 (Table 1.5-2) Seismic Base Shear 0.037 0.131 0.323 W W W (Minimum Force) j(Governing Force) (Maximum Force) ASCE 7-10 ASCE 7-10 ASCE 7-10 (Eq. 12.8-5) (Eq. 12.8-2) (Eq. 12.8-3) V = 0.044SDSl = V = (SDSIW)/R = �V = (SD1_lW)/RTa = _ Description Seismic Base Shear By MBB Date 11/22/19 Checked Date ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Seale NTS Sheet No. - project Kentner Residence Job No. 19387.10 L\TC Hazards by Location Search Information Address: 806 CaryRd, Edmonds, WAGB020, USA Coordinates: 47.8190117,-122.37406420000002 Elevation: it Timestamp: 2019-11-21 T23.28:3T874Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.0 1.0 2.0 3c 4.0 5.0 6.0 7.0 Period (s) Design Horizontal Response Spectrum S-(g) 0.80 0.60 0.40 0,20 0.00 0.0 1.0 2.0 3.0 4.0 5.0 &0 7.0 Period (a) Basic Parameters Name Value Description Sg 1.275 MCER ground motion (period=0.2s) SI 0.5 MCER ground nation (period=1.0s) SMs 1.275 Site -modified spectral acceleration value SMf 0.75 Site -modified spectral acceleration value SDg 0,85 Numeric seismic design value at 0.2s SA SDI 0.5 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.Os CRs 0.982 Coefficient of risk (0.2s) CRI 0.948 Coefficient of risk(1.0s) PGA 0.518 MCER peak ground acceleration F-A 1 Site amplification factor at PGA PGApp 0.518 Site modified peak ground acceleration TL 6 Long -period transition period is) SSRT 1.275 Probabilistic risk -targeted ground motion (p.2s) SsUH 1,299 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Sao 1.569 Factored deterministic acceleration value (0.2s) S1RT 0.5 Probabilistic risk -targeted ground motion(1.0s) S1 UH 0.527 Factored uniform -hazard spectral acceleration (2%probability of exceedance in 50 years) SID 0.625 Factored deterministic acceleration value(1.0s) PGAd 0.604 Factored deterministic acceleration value (PGA) The m,u,lls indicated here DO NOT,. ft-t any stale orlocal amendments to the values or any delineation lines made during the building code adopfiou process. Users should confirm any output oblainad 1- this tool,01, the local Authority Having Jurisdiction before proceeding tuth design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this vrebsm is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application Without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knoviedge In the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this websfte. Users of the information from this website assume all liability arising from such use. Use ofthe output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building ads described by latitudellongitude location In the report 3_z Seismic Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k Diaphragm DL Area wDr Story wi, h;` wx, hxk Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew;,hik Fx Fx Roof Framing 20 1670 I 33.4 17� 568 0.47 5.0 5.0 2nd - Lower Roof 20 2160 43.2 8 ' 346 0.29 3.0 8.0 2nd - Floor 1 36' ] 1000 36.0 8 ' 288 0.24 2.5 10.5 E = 112.6 - 1201 1.00 10.5 - Base Shear (ULT) 14.7 kips Base Shear (ASD) 10.5 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Includinq Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p Fx Fx Roof Framing 1.3 i _ 6.5 _ 6.5 2nd - Lower Roof 1.3 3.9 10.4 2nd - Floor 1.3 3.3 13.7 E = 13.7 _ Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm w; E wi F; E F; E F; , wpx F, (Min) F, (Max) _ Fpx Level (kips) (kips) (kips) (kips) E w; 0.2Spsiwp. 0.4spsiwpxGovern Roof Framing 33.4 33.4 5.0 ............................. 5.0 5.0 4.1 8.1 5.0 3rd Framing 43.2 76.6 3.0 &0 4.5 5.2 10.5 5.2 2nd Framing 36.0 112.6 2.5 10.5 3.4 4.4 8.7 4.4 Description .Seismic &Diaphragm Force Distribution By MBB Date 02/11/20 Checked Date ENGINEERING scale sheet No. NTS 250 4th Ave. South Suite 200 project Kentner Residence Job No. Edmonds, WA 98020 19387.10 .. i. YE, per.... ... ... __ .. ... .... r rA 3 •� J _ p o e .- Flouv- co DK- Description P�1, r�Ur•�(.t. .6 ��or By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South 1I)TS Suite 200 Edmonds, WA 98020V7 project d E a (�,/ c Job No. 425.778.8500 www.cgengineering.com 61, Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= D 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= 27.17 Mean Roof Height (feet) hmean= 25.17 Building Length (feet) L= 46.17 Building Width (feet) W= 71.33 End Zone Width, a (feet) a= 4.617 Figure 28.6-1 Roof Angle Angle= 5.0 Design Wind Pressure, PS30A ps30a= 19.2 Figure 28.6-1 Design Wind Pressure, PS30B PS30B= -10 Figure 28.6-1 Design Wind Pressure, p530c Ps30c= 12.7 Figure 28.6-1 Design Wind Pressure, Ps30D ps30D= -5•9 Figure 28.6-1 Design Wind Pressure, ps30E PS30E= -23.1 Figure 28.6-1 Design Wind Pressure, PS30F Ps30F= -13.1 Figure 28.6-1 Design Wind Pressure, PS30G ps30G= -16 Figure 28.6-1 Design Wind Pressure, PS30H ps30H= -10.1 Figure 28.6-1 Design Wind Pressure, ps30EOH ps30EOH= -32.3 Figure 28.6-1 Design Wind Pressure, ps30GOH ps30GOH= -25.3 Figure 28.6-1 Height/Exposure Adjustment, A Amax 1.61 Topo. Effect Coeff., KZt KZt= 1.00 Vasd = Vult*V0.6 Section 1609.3.1 ULT ASD p,=A*Kzt*ps30 =A*Kzt* s30*O.6 30.9 -16.1 18.6 -9.7 p530a= PS30B= Ps30c= 20.5 12.3{ ps30D= -9.5 -5.7 PS30E= -37.2 -22.3 Ps30F= -21.1 -12.7 ps30G= -25.8 -15.5 p53oH= -16.3 -9.8 ps30EOH= -52.1 -31.2 ps3000H= -40.8 -24.5 ?s"506 = PS-arj �3 V (AI,16) Description By Date MBB 11 22 2019 Checked Date ENGINEERING wind summary Scale Sheet No. NTS 250 4th Ave South project Job No. Edmonds, WA 98020 Kentner Residence 19387.10 Data use subject to license. TN audio ' . YJ,' "w o r. -A•r. , -.. M © DeLorme. Topo North AmericaT'" 10. VA +ne.a°E� h h 2 www.deforme.com 1" = 3,645.8 ft Data Zoom 12-2 `( Topo North AmericaTM 10 VVA 300.1 ft 5t�� ors 1evv�r 1�r�ls �9 ��k=e,c� 200 ft 100 ft Oft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 300.1 ft Avg Grade: 1 Climb Elev: 355.6 ft Desc Elev: 55.4 ft Max. Elev: 300.1 ft Min. Elev: -0.4 ft Climb Dist: 1.8 mi Desc Dist: 2,928.9 ft ru Scale 1 : 62.500 © DeLorme. Topo North AmericaT11 10. MN(76.3°E( o h h z www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 2 ' Data use subject to license. TN Scale 1 : 6z,5uu * a v. � i M © DeLorme. Topo North AmericaTM 10. MN (16.3-E) 6 x z www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North AmericaTM 10 �P 4�GrF<L m CO REST. DELL � DR rn �� I47° 49.140' E' DR V122° 22.440' Dv rn�7 LAND WAY m ERS- a m t- rance 1 a �1227TH PL SWIj 0 is (A J 449.5 ft 400 ft 5\�� ,�S %1A1f C7 300 ft 200 ft S� } 100 ft Oft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 410.1 ft Avg Grade: 2 Climb Elev: 472.0 ft Desc Elev: 61.9 ft Max. Elev: 449.5 ft Min. Elev: -0.3 ft Climb Dist: 1.5 mi Desc Dist: 3,659.1 ft Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America TM 10. MN (76.3°E) 0 % , ,% 2 ° www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 �' , 52 e)�O I -- , 14x rv� ...... ...... r ... o- - stua— 1-41 AS' e SSoV- _ Z a A _- �'S3'®p G E�•tr1 C'��_ _ �"i<'�ti 2`�t.�11 �,��i ps"'op — Description QC1��t`t`� �1flt� By Date 11 -1 112-11 } Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South N-\-1S Suite 200 Edmonds, WA 98020 project �Z-C �' rt C-[ 4C, Job No. 42S.778.8500 10\ 65-1, 1 C> www.cgengineering.com ---- ----- --- ---- - -- - -- -- 11-- ---- - - -- - - -- -- - -------------------- ,�2sF A : E 36 s1 A _ 125 sf C, cuE�-6nj=� -, fruba .nr ..Fc--- T Srv..KR FAL tR,EF.t (UR EL P. 30 sf6sf 73 sf 19 sf�� cs nnz`u e,w an,c� r w 41 si 150 sf 42 sf .• SiTG. rI.• ED O P9 CFt< �PGS^.a t:.S:E�•.3RE2 �Ylr, Cv _5o`2j' 11 yW PAUrtnL f a PER �G£iiJ�. A SiFLKrLR.0 SOUTH ELEVATION V — �) I RC ( �� 0 Description �By Date �l�r f F4i24� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020� 425.778.8500 www.cgengineering.com U� JfJtr�ourri 1 �� _ w �.J �n Y�dcb_. Y? ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com Checked Date Scale „ Sheet No. z Job No. 10t� ,ka Upper Floor Shear Walls -Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 5.0 kips (Story Shear) Story HT - 8 Fx (wind) = 1.8 kips (Story Shear) Wall HT = 8 Max h1w .-. 3,5...:,:V Wx = 149.1. PLF seismic Sue = 0.85 Wx= 54.9 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ EQ Wind SW Reduced Gross Gross (0.6-0.748os)D 0.6 • DL Net Uplift E 33.3 5.0 1.8 d Input Cell w/ Formula Checked Date X-Direction ENGINEERING Seale NTs Sheet No. 250 4th Ave. South suite 200 `� 1 Project Kentner Residence Job No. Edmonds, WA98020 19387.10 Line Mark Length Width 2wih Shear Shear Callout HD Length Uplift Uplift Hold-down Line Load Line Load Endi End' Endi End' End End' End End' B 1 18,75. 16.665 i 1.0 133 35 SW6 18.3 2.3 0.9 0.8 '.0.8 1.0 1.0 1.5 1.5 MST37 MST37 2.5 0.9 C 1 6,67; 16.665 S 1.0 373 98 SW3 6.2 3.2 1.2 0.3 0.3 0.3 0.3 3.0 3.0 MST48 MST48 2.5 0.9 Shearv2ils: 1/7' sheathing w/ HF studs Holdovm Table (Floor Clear Span 16") Nil - 0 plf Nil 0 kips Input Cell SW6 Bd@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf 9W2 8d@2o.c. 595 plf 2SW4 8d(@4"o.c, 706 plf 2SW3 8d@3"o.c. 910 plf kips 25W2 8d@2"o.c. 1190 plf Re -Galt 1200 plf = - None - 0OS kips MST37 (2)-2x HF 2.345 kips MST48 (2)-2x HF 3.640 kips M9T60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips Re -Galt - 6.5 kips Description Upper Floor Shear Walls By MBB Date 02/11/20 Holdovm Table (Floor Clear Span 16") Nil - 0 plf Nil 0 kips Input Cell SW6 Bd@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf 9W2 8d@2o.c. 595 plf 2SW4 8d(@4"o.c, 706 plf 2SW3 8d@3"o.c. 910 plf kips 25W2 8d@2"o.c. 1190 plf Re -Galt 1200 plf = - None - 0OS kips MST37 (2)-2x HF 2.345 kips MST48 (2)-2x HF 3.640 kips M9T60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips Re -Galt - 6.5 kips Description Upper Floor Shear Walls By MBB Date 02/11/20 Upper Floor Shear Walls -Walls Below the Roof Framing Y- Direction Walls Fy (EQ) = 6.5 kips (Story Shear) Story HT = 8 Fy (vnnd) = 2.5 kips (Story Shear) Wall HT = 8 Max My 3.5 WY- 180 PLF seismic Sos= 0.85 WY = 70 PLF vind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ EQ Wind SW Reduced Gross Gross (0.64.14s,,)o 0.6`DL NetU lift Hold-down Line Line Line Mark Len th Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i End' End 11 End I End I End' End i End' Load Load 2 A 4 21 1.0 945 262 2SW2 3.5 8.6 3.4 0.3 0.3 0.4 0.4 8.3 8.3 L 0.0 , 0.0 3.8 1;5 3 A 9.5.,'.. 14.915 : 1.0 282 78 SW4 9.0 2.4 0.9 0.8 0.8 1.0 1.0 1.6 1.6 MST37 MST37 2.7 1.0 E 35.9 6.5 2.5 i.. input Cell Input Cell w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA9802o Description Upper Floor Shear Walls By MBB Date 02/11/20 Y-Direction Checked Date Scale NTS Sheet No. '!) ® � P) Project Kentner Residence Job No. 19387.10 Main Floor Shear Wails -Wails Below the Upper Floor Framing X -Direction Wails Fx (EQ) _ 5.6 kips (Story Shear) Story HT = Fx (wind) - 6.8 kips (Story Shear) Wall HT - �85 Max h/w ,,..- Wx = 77 PLF seismic Sos = Wx= 94 PLF wind E ....... ...... ,... I Input Cell w/ Formula Description By Date Main Floor Shear Walls MBB 02/11/20 Checked Date 'M X-Direction ENGINEERING Scale Sheet No. NTS 260 4th Ave. South Suite 200 3 `" VI Project Kentner Residence Job No. Edmonds, WA 98020 19387.10 Line Load From Above EQ Gross Uplift Wind Gross EQ Wind Net Uplift From Above Governing NetU lift EQ Line Load Wind Line Load Wail Line Wall Mark SW Length Trib Width EQ 2wlh EQ Shear Wind Shear SW Callout Reduced HD Length (o.sa.l4se,10 0.6`DL Hold-down EQ Wind End t End End i End' End i End End I End' End i End A 1 2 8.5 8,5 10.25 - 0.0 - 0.0 - 1.0 1.0 46 46 40 40 SW6 SW6 8.0 '. 8.0 0.4 0.4 -Uplift 0.5 0.5 0.3. 0.3 0.3 0.3 0.4 0.4 0.4. 0.4 0.0 0.0 0.0 0.0 0.2 0.2 0.2 0.2 None None None None 0.8 - 1.0 - B 1 20.67 26.915 2.5 0.9 1.0 220 119 SW6 20.2 2.0 1.5 1.0 1.0 1.3 1.3 0.0 0.0 1.0 1.0 HDU2 HDU2 4.6 3.4 C 1 29.5 125.79 2.5 0.9 1.0 152 81 SW6 `29.0 1.4 1.0 1.0 1.0 1.2 1.2 0.0 0.0 0.4 0.4 None None 4.5 3.3 D 1 2 13.5 .... 13.__. 9.125 - 0.0 - 0.0 - 1.0 1.0 26 26 23 23 SW6 SW6 13.0 12.5 0.2 0.2 0.3 0.3 0.7 0.7 0.7 0.7 0.9 0.8 0.9 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 None None None None 0.7 - 0.9 - Nil - 0 kips nput Cell SW6 6d(aj6"o.c, 242 Pit None - 0.5 kips SW4 6d�a14"o.c. 350 pit HDU2 (2}2x HF 2.215 kips SW3 6d@3"o.c. 455 pif HDU4 (2}2x HF 3,3 kips SW2 fid@7'o.c. 595 pit HDUS (2j-2x HF 4.1 kips 2SW4 8d@4"o.c. 706 pit HDUS 4x DFil2 TO kips 25W3 6d(aj3"o.c. 910 Pit HDU11 6x6 DF#1 9.5 kips 2SW2 fid@2"o.c. 1190 pif HDU14 6x6 DF#1 14.4 kips Re -Galt 1200 pif kips kips Re -Galt - 14.5 kips Nil - 0 kips nput Cell SW6 6d(aj6"o.c, 242 Pit None - 0.5 kips SW4 6d�a14"o.c. 350 pit HDU2 (2}2x HF 2.215 kips SW3 6d@3"o.c. 455 pif HDU4 (2}2x HF 3,3 kips SW2 fid@7'o.c. 595 pit HDUS (2j-2x HF 4.1 kips 2SW4 8d@4"o.c. 706 pit HDUS 4x DFil2 TO kips 25W3 6d(aj3"o.c. 910 Pit HDU11 6x6 DF#1 9.5 kips 2SW2 fid@2"o.c. 1190 pif HDU14 6x6 DF#1 14.4 kips Re -Galt 1200 pif kips kips Re -Galt - 14.5 kips Main Floor Shear Walls -Walls Below the Upper Floor Framing Y - Direction Walls fy (EQ) _ : 7.2 kips (Story Shear) Story HT = 9 fy (wind) - 5.1 kips (Story Shear) Wall HT = 8 Max h/w 3.5 Wy= 157 PLF seismic Ste= 0.65 WY = 111 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wail Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross (0.6-0.14so,)o 0.6 • DL From Above Net U lift Hold-down Line Line Line Mark Len th Width Eq Wind 2w1h Shear Shear Caliout HD Length Uplift Uplift End 1 End I End 11 End J End 11 End J End 11 End 11 End i I End Load Load 2 A 10 : 23 3.8 1.5 1.0 382 149 SW3 9.5 :: 3.6 2.0 0.2 0.2 0.2 0.2. 0.0 0.0 3.4 3.4 HDU5 HDU5 7.4 4.0 8 4.67 - - - 1.0 382 149 SW3 4.2 3.8 2.1 0.1 0,1 0.2 0.2 0.0 0.0 3.7 3.7 HDU5 HDU5 - - C 4.67 ': - - - 1.0 382 149 SW3 4.2 3.8 2.1 0.1 . 0.1 0.2 0.2 0.0 0.0 3.7 3.7 HDU5 HDU5 - - 3 A 6 23 2.7 1.0 1.0 232 95 SW6 5.5 :.. 2.3 1.3 0.2 0.2 0.3 0.3. 0.0 0.0 2.1 2.1 HDU2 HDU2 6.3 3.6 8 6 - - - 1.0 232 95 SW6 5.5 2.3 1.3 0.4 0.4 0.5 0.5 0.0 0.0 1.8 1.8 HDU2 HDU2 - - C 6,33 - - - 1.0 232 95 SW6 5.8 2.3 1.3 0.5 0.5 0.7 0.7 0.0 0.0 1.7 1.7ffHDU2HDU2D 8.75I - - - 1.0 232 95 SW6 8.3 2.2 1.3 0.6 0.6 0.8 0.8 0.0 0.0 1.6 1.6 - a--y __... £.._...' 46.0 6.5 2.5 13.7 7.6 Input Cell Input Cell w/ formula Description Main Floor Shear Walls By MBB Date 02/11/20 Checked Date Y-Direction ENGINEERING Scale Sheet No. NTS 250 4th Ave. South Sulte 200 Project Kentner Residence Job No. Edmonds, WA98020 19387.10 Ckl�c P� vj70 ')A pev4-Ov-p,If.' sr�e�r cown4t �rr�Jrn+�G Ur\A S elh� d � Zi S N segry n \��q\Y S �\) 4in Flow- Ala\\ 7- C,> �.5t,/( 2 fi = 520Ao slnea-ivNc6 C� = O .5i r wOr "LM 3 �' a4 wU \! kkmv = l�(n` � `i(9m3 5 ( si e� Co l.O Of Ullow f2-.}I,0) = Description eV-bvGt�-f6 W S By MDate 12l2— Il Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 e �' (�l�trg r -c- 425.778.8500 www.cgengineering.com I 0- OJ - C(3- -- () - C) OM(9 k-z- Y-zA- Y' \)?- si- 4 p C ,- [\10 (_ C -1 - \ 0 C(,Z- /7— h rD h Des 3,c)?o- - no 2n to �- �5t-Wa Description o U, of By M 6b Date 0 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 Y V- (k 2 2 425.778.8500 www.cgengineering.com WoodWorks' COMPANY PROJECT SOFTIVARE FOR WOOD DESIGN Nov. 27, 201911:52 Stud Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Location (ftl Magnitude Unit Start End Start End q z Wind Full Area 29.30(12.011) psf w d Dead Axial UDL (Ecc. = 0.92") 208 plf 1plf Self -weight Dead Axial UDL 29 Lateral Reactions (lbs): 17' 0 N O (D O 0' 17' Unfacto red: Dead 1 -1 Wind Factored: 249 249 R->L -1 Load comb #1 L->R 150 149 Load comb 113 #2 Lumber Stud, Hem -Fir, Stud, 2A (1-112"A-112") Support; Lumber Stud Bottom plate, Hem -Fir Stud; Bearing length = stud thickness; continuous lower support Spaced at 12,0" c1c; Total length 17.0; Clear span: 16.875; volume = 1.0 cu.ft, Pinned base; Load face = width(b); Ke x Lb; 1,0 x 0.0 = 0,0 [ft]; Ke x Ld 1,0 x 17,0 = 17,0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 27 Fv' = 240 psi fv/Fv' = 0.11 Bending(+) fb = 1020 Fb' = 1242 psi fb/Fb' = 0.82 Axial fc = 29 Fc' = 239 psi fc/Fc' = 0.12 Combined (ax al + eccentric s side load bending) Eq.15.4-1= 0.95 Axial Bearing fc = 29 Fc* = 720 psi fc/Fc* = 0.04 Support Bearinq fcp = 29 Fcp = 506 psi fcp/Fcp = 0.06 Live Defl'n 1.32 = L/154 1.70 = L/120 in 0.78 Total Defl'n 1.35 = L/150 1.70 = L/120 in 0.80 Additional Data: FACTORS: F/E(psi)CD C14 Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 675 1.60 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 3 Fc' 800 0.90 1.00 1.00 0.332 1.000 - - 1.00 1.00 1 Fc'comb B00 1.60 - - 0.196 - - - - - 3 E' 1.2 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.44 million 1.00 1.00 - - - - 1.00 1.00 3 Fc* 800 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS; Shear : LC #2 = .6D+,6W, V max = 150, V design = 150 lbs Bending(+): LC 03 = D+,6W, 11 = 643 lbs-ft Deflection: LC #2 = .6D+,6W (live) LC #3 = D+,6W (total) Axial LC #1 = D only, P = 237 lbs Eq.15.4-1 LC #3 = D+,61-1 fb= 1008 Fb' 1242 FcE= 263 Pxe/S=fc(6xe/d)= 25 Support LC #1 = D only; R = 237 lbs, Cap = 4176, Lb = 1.5011, Cb = 1.25 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 = 25.Oe06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow,,,) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1, Wood Works analysis and design are in accordance with the [CC 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.