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REVIEWED BLD STRUCTURAL CALCSil PROJECT: MIREL ROGOJAN, JOB # LB19-52 BY: Mikhail Lefelman DATE: 09.30.19. ISHEET 1 OF 98 VERTICAL, LATERAL AND FOUNDATION ANALYSIS for House Plan: MIREL ROGOJAN (206) 992-6916 Client: MIREL ROGOJAN (NEW RESIDENCE) Location: 21705 96 AVE. W. EDMONDS, WA 98020 Table of Contents Page No. Design Criteria Lateral Analysis Vertical Analysis Foundation Design Shearwall & Holdown Schedules Typical Details Miscellaneous THE STAMP VALID IN RED INK ONLY 2-4; 5-32; 33-93; 22;27;35; 94; 94-98; RECEIVED THESE CALCULATIONS APPLY FOR THE�� VERTICAL, LATERAL AND FOUNDATION DESIGN ONLY. THE SITE WAS INVESTIGATED BY NELSON GEOTECHNICAL ASSOCIATES, INC., Ph: (425) 486-1669 PROJECT No: 1130119, September 25, 2019. V ML Engineering LLC 14607 N.E. 61 Street + Redmond, WA 98052' (425) 558-9982 * Email. miefelman@frontier.com `� C Jr.— 1 �ic� P 2or 9g DESIGN CRITERIA #LB19-52 PER 2015 INTERNATIONAL BUILDING CODE DESIGN LOADS: ROOF DEAD LOAD = 15 psf BASIC WIND SPEED = 110 MPH 3-second gust ROOF SNOW LOAD = 25 psf EXPOSURE "B" FLOOR DEAD LOAD = 10 psf FLOOR LIVE LOAD = 40 psf TYPE OF STRUCTURE - RESIDENCE SITE/PROJECT SPECIFIC VALUES: Roof slope. 5112: 22 6dgr Mean roof height = 25.00 ft Occupancy Category 11 per Chapter 26 of ASCE7-10: Wind Pressure Per ASCE7-10, 28.4.1 Design Wind Pressure for Low -Rise Buildings, (Envelope prosedure) Walls 1 & 4 Root 2 & 3 p = ghltGCpn - (GCpi)) (Eq. 28.4-1) (GCpf) = 0.53 1 -0.69 (windward pres i (GCpi) = external pressure coefficient. (Fig. 28.4-1) I(GCpf) = 0,43 1 0.48 (leeward pres ) (GCpi) = internal pressure coefficient. (Table 26.11.1) Walls 1E & 4E Roof 2E & 3E qh = velocity pressure evaluated at mean roof (GCpf) = 0.8 _ -1.07 (windward pres ) height h using exposure. (GCpi) = 0.64 0.69 1 (leeward pres.) qh=00o256•Kz'Kzt'Kd"V2 (Eq. 27.3-1) (GCpi) = 0.18 0.18 (internal pres.) 0.00256 = numerical coefficient; Kd = wind directionality factor; Kz = velocity pressure exposure coefficient; Kzt = topografic factor; v = basic wind speed (3-second gust) Risk Category 2 Horizontal Desiqn Pressure for MWFRS after Wind load on components Figure 30.4-1 p wall inward = ghx(1 + 0.18) Figure 30.4-1 p wall outward = ghx(1.4 + 0.18) Fig. 30.4-26 p eave outward = ghx(2.2 + 0,18) Fig. 30.4-213 proof main outward = ghx(0.9 + 0.18) Fig. 30.4-26 p roof main inward = ghx(0.5 + 0.18) Fig. 30.4-2C p eave outward = ghx(2.0 + 0.18) Fig. 30.4-2C proof main outward = ghx(1.0 + 0.18) Fig. 30.4-2C p roof main inward = ghx(0.7 + 0.18) (Table 26.6-1) Kd = 0.85 (Table 28.3-1) (Fig.26.8-1) Kzt= 1.00 (Fig. 26.5-1A) V = 110 MPH 0.6"W factor for Allowable Stress Design loads combination. 1 & 4) 1 Roof (Building Surfaces 2 & 3) 1 9.6 psf min. 13.05 psf 17.47 psf 26.32 psf 11.94 psf 7,52 psf 24.11 psf 13.05 psf 9.73 psf O.K. TO USE TABLE 30.7-2 OF ASCE 7-10 FOR COMPONENTS max 7/12 slope max 7/12 slope max 7/12 slope max 12/12 slope max 12/12 slope max 12112 slope 4.8 psf min, 13o,- D r ` IRS DESIGN CRITERIA #LB19-52 PER 2015 INTERNATIONAL BUILDING CODE Earthquake per Chapter 11 &12 of ASCE 7-10, Equivalent Lateral Force Procedure: Seismic base shear: V = Cs*W V = 0.1298 X W (Equations 12.8-1) Cs = Sds /(Ril) 0.1298 (Equations 12.8-2) Cs = Sdi /(T*R/1) Max. 0.3526 (Equations 12.8-3) Ta = CI * (hn)°'0 0.2169 (Equations 12.8-7) Cs = 0.01 Min. 0.0100 (Equations 12.8-5) R - The response modification factor 6.50 (Table 12.2-1) W - The effective seismic weight of the structure. I - The occupancy important factor. 1.00 (Table 1.5-2) System overstrength Factor 3 (Table 12.2-1) Site class (Soil property unknown. $11.4-2) "D" (Chapter 20)) Cs - Seismic Response Coefficient Ta - Approximate Fundamental Period hn - The height in ft above the base 24 ft Ci - The coefficient 0.02 (Table 12.8-2) Ss - Mapped spectral response acceleration at short periods 1.27 (Section 11.4.1) S1 - Mapped spectral response acceleration at 1 second period 0.50 (Section 11.4.1) www.eadesi-qn.Cr.LJSQS.Qov/html/design-lookup-D6.html ZIP CODE 98020 Latitude 47.802425 Longitude-122.361479 Fa - Site coefficient N.A. (Table 11.4-1) Fv - Site coefficient N.A. (Table 11.4-2) Sds = 2/3 x Fa x Ss = 0.844 "D" (Eq'ns 11.4-1 & 11.4-3) Sd1 = 2/3 x Fv x S1 = 0.497 "D" (Eq'ns 11.4-2 & 11.4-4) SEISMIC DESIGN CATEGORY "D" GOVERN ndard Design Information (Unless noted otherwise on plans): Lumber grade: HF#2 or better, HF#3 @ studs Horizontal roof sheathing: 7/16" CDX Plywood, APA index 24/16 w/ 8d @ 6" o.c.at edges/ 12" o.c. at field. (155plf allowable diaphragm shear w/o blocking) Horizontal floor sheathing: 3/4" T&G APA rated Sturd-l-Floor plwd w/ 8d @ 6" o.c. at edges/ 12" o.c. at field. (165plf allowable diaphragm shear w/o blocking) Shear walls: See shear wall schedule: Anchor Bolts: MASA or MASAP mudsill anchors @ 4'-0" o.c. typical or 5/8" diam. X 10"L @ 60" o.c., w/ 7" min. embedment unless noted otherwise. 14607 N.E. 61 Street * Redmond, WA 98052 * (425) 558-9982 * FAX (425) 895-1337 File: CRITERIA-IBC-07.xis t U.S. Seismic Design Maas Page 4-4_'r /'//ar 9 9 OSH PD LB19-52 ROGOJAN Latitude, Longitude: 47.802425,-122.361479 P«,e St 21 Dth St SW ',,. 21 G, h PISW Pacific Salmon � 217tir St SW a m n > z> fir St o 218111 PI SW Ul 2 i Hit, St "Go�'gle Map data C2019 Date 9/17/2019, 10:00:36 PM Design Code Reference Document ASCE7-10 Risk Category If Site Class D - Stiff Soil Type Value Description Ss 1.266 MCER ground motion. (for 0.2 second period) S, 0.495 MCER ground motion. (for 1.0s period) SMs 1.266 Site -modified spectral acceleration value SM, 0,745 Site -modified spectral acceleration value Sos 0.844 Numeric seismic design value at 0.2 second SA SD, 0.497 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fo 1 Site amplification factor at 0.2 second F 1.505 Site amplification factor at 1.0 second PGA 0.512 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.512 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.266 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.284 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SSD 1.509 Factored deterministic acceleration value. (0.2 second) S1RT 0.495 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.521 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.603 Factored deterministic acceleration value. (1.0 second) PGAd 0.57 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.986 Mapped value of the risk coefficient at short periods littps://scismicmaps.org/ 9/ 17/2019 zd N {� k 43 N, , k � 0 FT � .n ? IYir'.� PROJECT: MIREL ROGOJAN I JOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 ISHEET OF SEISMIC LOAD CALCULATION SEISMIC DESIGN CATEGORY D R = 6.5 Earthquake per Chapter 11 & 12 of ASCE 7-10, Equivalent Lateral Force Procedure Cs = 0.1298 V=pxCsxWx0.7 SEISMIC: V= 0.1298 X W (See design criteria) Story weight Redundancy Factor p=1.3 Wr = 2317 SF @ (15 + 10) psf = 57,925 # Wuf = 2448 SF @ (10 + 15) psf = 36,720 # Total W = 94,645 # Vertical Distribution Floor w h w x h % Roof 57925 18 1042650 74% Upper 36720 10 367200 26% Total 94645 1409850 100% therefore story shear: Dead Loads: Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 15 psf (partition) Snow load reduced to 80%. Less 30 psf need not be included = Vr = 8,268 # Vuf = 2,912 # Total 11,179 # 25 psf 25 psf 25 0 psf Story shear before vertical distrib. % of correction V second fir = 6842 # 121 % V first fir = 4337 # 67% Total base 11179 # shear ZOJECT MIREL ROGOJAN JOB # LB19-52 (: Mikhail Lefeiman DATE:09.17.19 ISHEET OF Horizontal Vertical Dead Seismic Vertical Distributed Load from Total load Line Surface Dimensions Projected Loading weight (W) distribution seismic load above incl floor Remark Line (ft) Area w =Axw(#) W above a b (ft2) (psf) # % # # # 1 2 3 4 6 7 8 9 10 11 12 13 16 SECOND FLOOR SIDE/SIDE A Roof 12 35 420 25 10500 121% 1653 0 1653 A Roof 2.5 17.25 43 25 1078 11578 B Roof 12 16 192 25 4800 121% 792 0 792 B Roof 2.5 12 30 25 750 5550 C Roof 18 51 918 25 22950 121% 3276 0 3276 C 22950 D Roof 6 51 306 25 7650 121% 1820 0 1820 D Roof 4 51 204 25 5100 12750 E Roof 4 25.5 102 25 2550 121% 364 0 364 E 2550 F Roof 4 25.5 102 25 2550 121% 364 0 364 F 2317 2550 8268 1 2 3 4 1 7 8 9.0 10 11 12 13 15 16 SECOND FLOOR FRONT/REAR 1 Roof 6 47 282 25 7050 121% 1006 0 1006 1 7050 2 Roof 6 47 282 25 7050 121% 1649 0 1649 2 Roof 4 45 180 25 4500 11550 3 Roof 4 45 180 25 4500 121% 2068 0 2068 3 Floor 8.5 47 400 25 9988 14488 4 Roof 8.5 47 400 25 9988 121% 2485 0 2485 4 Floor 6.75 44 297 25 7425 17413 5 Roof 6.75 44 297 25 7425 121% 1060 0 1060 5 2317 7425 8268 LZ d 1 PROJECT: MIREL ROGOJAN I JOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 I ISHEET OF FIRST FLOOR SIDE/SII A Floor 12 51 612 C Floor 20 51 1020 D Floor 8 51 408 Floor 4 51 204 E Floor 4 25.5 102 F Floor 4 25.5 102 2448 B Floor 16 12 192 Roof 1 12 12 25 15300 67% 15300 25 25500 67% 25500 25 10200 67% 25 5100 15300 25 2550 67% 2550 25 2550 67% 2550 25 4800 67% 10 120 4920 1213 2445 3658 2022 2661 4683 1213 2434 3647 202 364 566 202 364 566 8268 13121 390 792 1182 L 1 2 3 4 1 6 1 7 8 9 10 11 12 13 15 16 FIRST FLOOR FRONPREAR 1 Floor 6 48 288 25 7200 67% 571 1006 1577 1 7200 2 Floor 6 48 288 25 7200 67% 952 1649 2600 2 Floor 4 48 192 25 4800 12000 3 Floor 4 48 192 25 4800 67% 1855 3190 5046 3 Floor 15.5 48 744 25 18600 23400 5 Floor 15.5 48 744 25 18600 67% 1475 2423 3898 5 2448 18600 8268 13120 V ML Engineering LLC 14607 N.E. 61 Street' Redmond, WA 98052' (425) 558-9982' FAX (425) 895-1337 File: Prot-New-ASC E7-05 xls n PROJECT: MIREL ROGOJAN I JOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 ISHEET OF WIND LOAD CALCULATION Design Wind Pressure Per ASCE7-10, 28.4.1 for Low-rise buildings, (Envelope prosedure): (See design criteria) 110 MPH Wind pressure H < 60ft EXP "B" 0-30ft Walls, zones (1 & 4) Roof, zones(2 & 3) Walls, zones (1 E & 4E) Roof, zones(2E & 3E) Total lWindward JTotal JWindward Total lWindward Total lWindward 10.62 1 -7.85 1 4.80 1 7.30 15.92 1 10.84 4.80 1 9.84 Projected Vertical Vertical Wind In case Line Surface Dimensions Projected Loading windward Total load Line ft) Area Total only a b h (ft2) (psf # 1 2 3 4 5 6 7 8 9 10 SECOND FLOOR SIDE/SIDE A Roof 4.5 10 4.25 31 4.80 9.84 148 A Roof 4.25 4.5 6 26 4.8 7.3 126 Wall 4 4 9 36 15.92 10.84 573 Wall 4 4 6 24 10.62 7.85 255 Total 117 1102 B Roof 4 10 3 21 4.80 9.84 101 B Roof 3 3 5 15 4.8 7.3 72 Wall 4 4 9 36 15.92 10.84 573 Wall 4 4 5 20 10.62 7.85 212 Total 92 958 C Roof 4.5 4.5 18 81 4.8 7.3 389 C Wall 4 4 18 72 10.62 7.85 765 Total 153 1153 D Roof 4.5 4.5 5 23 4.80 9.84 108 D Roof 4.5 4.5 5 23 4.8 7.3 108 Wall 4 4 5 20 10.62 7.85 212 Wall 4 4 5 20 15.92 10.84 318 Total 85 747 E Roof 3 0 5 8 4.80 9.84 36 E Wall 4 4 4 16 15.92 10.84 255 Total 24 291 F Roof 3 0 5 8 4.80 9.84 36 F Wall 4 4 4 16 15.92 10.84 255 Total 24 291 PROJECT: MIREL ROGOJAN JOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 ISHEET a O 1 2 3 4 1 5 1 6 7 8 9 10 SECOND FLOOR FRONT/REAR 1 Roof 0 3.5 7.5 13 4.80 9.84 63 1 Wall 4 4 6 24 15.92 10.84 382 Total 37 445 2 Roof 3.5 4.75 3 12 4.80 9.84 59 2 Roof 4.75 4.75 7 33 4.8 7.3 160 Wall 4 4 3 12 15.92 10.84 191 Wail 4 4 7 28 10.62 7.85 297 Total 86 707 3 Roof 4.75 4.75 14 67 4.8 7.3 319 3 Wall 1 1 7 7 10.62 7.85 74 Wall 4 4 14 56 10.62 7.85 595 Total 130 988 4 Roof 4.75 4.75 5 24 4.8 7.3 114 4 Roof 4.75 3 7 27 4.8 7.3 130 Roof 3 2.5 2 6 4.80 9.84 26 0 Wall 4 4 *2 48 10.62 785 510 Wall 4 4 2 8 15.92 10.84 127 Wall 1 1 7 7 10.62 7.85 74 Total 119 982 5 Roof 2.5 0 8.5 11 4.80 9.84 51 5 Wall 4 4 7 28 15.92 10.84 446 Total 39 497 PROJECT: MIREL ROGOJAN JJOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 ISHEET F13 1 2 3 4 1 5 1 6 7 8 9 10 FIRST FLOOR SIDE/SIDE A Wall 9.5 9.5 10 95 15.92 10.84 1512 A Wail 9.5 9.5 2 19 10.62 7.85 202 Total 114 1714 C Wall 9.5 9.5 20 190 10.62 7.85 2018 C Total 190 2018 D Wall 9.5 9.5 7 67 10.62 7.85 706 D Wall 9.5 9.5 5 48 15.92 10.84 756 Total 114 1462 E Wall 9.5 9.5 4 38 15.92 10.84 605 E Total 38 605 F Roof 9.5 9.5 4 38 15.92 10.84 605 F Total 38 605 1 2 3 4 5 6 7 8 9 10 FIRST FLOOR FRONT/REAR 1 Wall 9.5 9.5 6 57 15.92 10.84 907 1 Total 57 907 2 Wall 9.5 9.5 3 29 15.92 10.84 454 2 Wall 9.5 9.5 7 67 10.62 7.85 706 Total 95 1160 3 Wall 9.5 9.5 19.5 185 10.62 7.85 1967 3 Total 185 1967 5 Wall 9.5 9.5 6.5 62 10.62 7.85 656 5 Wall 9.5 9.5 9 86 15.92 10.84 1361 Total 147 2017 V ML Engineering LLC File:Prot-New-ASCE7-05.xis 14607 N.E. 61 Street * Redmond, WA 98052 * (425) 558-9982 * FAX (425) 895-1337 PROJECT: MIREL ROGOJAN I JOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 I ISHEET I I OF WIND SPEED 110 mph exp "B" Seismic Design Category "D" To simplify design dead toad is disregarded. COMBINED WIND & SEISMIC ANALYSIS SECOND FLOOR SIDE/SIDE Govern seismic/wind I h/w I END CONDITIONS' Wall jWorS I V abv V flr V total Sectionj Cosin.1 LengthLengthl Shearl multiplier -I I multiplier I e li I Mabv I Mot I T L/FR R/BK A S 0 1653 1653 a 1 2.8 295 112 2.86 P1-3 8.0 0 6612 2361 (2)-CS16 to bm (2)-CS16 to bm b 1 2.8 295 1 12 2.86 P1-3 8.0 0 6612 2361 (2)-CS16 to bm MST48 to wall 5.6 6 W 0 958 958 a 1 2.4 200 1.20 3.33 P14 8.0 0 3832 1597 CS16 to wall CS16 to bm b 1 2.4 200 1,20 3.33 P14 8.0 0 3832 1597 CS16 to bm CS16 to hdr 4.8 C S 0 3276 3276 a 1 15 99 1.00 2.00 P1-6 8.0 0 11913 794 CS16 to bm CS16 to bm b 1 9 99 1.00 2.00 P1-6 8.0 0 7148 794 CS16 to bm del C 1 9 99 1.00 2.00 P1-6 &0 0 7148 794 CS16 to bm del 33 D S 0 1820 1820 a 1 7 260 1.00 2.00 P1-4 8.0 0 14560 2080 (2)-CS16 to hdr (2)-CS16 to hdr 7 E S 0 364 364 a 1 3 61 1.09 2.67 P1-6 8.0 0 1456 485 CS16 to wall CS16 to wall b 1 3 61 1.09 2.67 Pt-6 8.0 0 1456 485 CS16 to wall CS16 to wall 6 F S 0 364 364 a 1 4 46 1.00 2.00 P1-6 8.0 0 1456 364 CS16 to wall CS16 to wall b 1 4 46 1.00 2.00 PI -6 &0 0 1456 364 CS16 to wall CS16 to wall 8 PROJECT: MIREL ROGOJAN JOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 I ISHEET I I OF SECOND FLOOR FRONT/REAR I V abv V flr V total Section Cosin. Len th Shearl seismic/wind hlw I I Type H Mabv Mot T END CONDITIONS" Wall Govern multiplier -I I multiplier UFR R/BK 1 S 0 1006 1006 a 1 15 36 1.00 2.00 P1-6 8.0 0 4311 287 1 PDL b 1 5 36 1.00 2.00 P1-6 8.0 0 1437 287 PDL PDL c 1 8 36 1.00 2.00 P1-6 8.0 0 2299 287 PDL PDL 28 2 S 0 1649 1649 a 1 18 50 1.00 2.00 P1-6 8.0 0 7196 400 PDL PDL b 1 11 50 1.00 2.00 P1-6 8.0 0 4397 400 CS16 to bm CS16 to wall c 1 4 50 1.00 2.00 P1-4 8.0 0 1599 400 CS16 to wall CS16 to hdr 33 3 S 0 2068 2068 a 1 18 80 1.00 2.00 P1-6 8.0 0 11454 636 PDL PDL b 1 8 80 1.00 2.00 P3-6 8.0 0 5090 636 CS16 to wall 1 26 4 S 0 2485 2485 a 1 15 96 1.00 2.00 Pt-6 &0 0 11469 765 PDL DET b 1 7 96 1.00 2.00 P1-6 8.0 0 5352 765 CS16 to bm CS16 to bm c 1 4 96 1.00 2.00 Pt-4 8.0 0 3058 765 CS16 to wall CS16 to hdr 26 5 S 0 1060 1060 a 1 17.5 31 1.00 2.00 P1-6 8.0 0 4301 246 PDL PDL b 1 17 31 1.00 2.00 P1-6 8.0 0 4179 246 PDL PDL 34.5 PROJECT. MIREL ROGOJAN I JOB # LB19-52 BY. Mikhail Lefelman DATE:09.17.19 I ISHEET I I OF FIRST FLOOR SIDE/SIDE Side/Side V abv V flr V total Section Cosin. Len th Shearl seismic/wind I h/w Type H I Mabv I Mot I T END CONDITIONS" Wall Govem multiplier -I I multiplier I L/FR R/8K A W 2060 1714 3774 a 1 1.875 686 1.10 2.75 P2-3 5.0 0 6433 3431 STHD14 STHD14 b 1 1.75 686 1.10 2.75 P2-3 5.0 0 6004 3431 STHD14 STHD14 c 1 1.875 686 1.10 2.75 P2-3 5.0 0 6433 3431 STHD14 STHD14 5.5 C S 2662 2022 4684 a 1 17 187 1.00 2.00 P1-4 9.0 0 28665 1686 STHD10RJ PDL b 1 8 187 1.00 2.00 P1-4 9.0 0 13489 1686 STHD10RJ STHD10RJ 25 D S 2434 1213 3647 a 1 4.5 405 1.00 2.00 131-3 9.0 0 16413 3647 STHD14 STHD14 b 1 4.5 405 1.00 2.00 131-3 9.0 0 16413 3647 STHD14 STHD14 9 E W 291 605 896 a 1 3 149 1.14 3.00 P1-6 9.0 1456 5488 1829 STHD10 STHD10RJ b 1 3 149 1.14 3.00 P1-6 9.0 1456 5488 1829 STHD10RJ STHD10RJ 6 F W 291 605 896 a 1 5 90 1.00 2.00 P1-6 9.0 1456 5488 1098 STHD10RJ STHD10RJ b 1 5 90 1.00 2.00 P1-6 9.0 1456 5488 1098 STHD10RJ STHD10 10 B W 958 1151 2109 a 1 3 352 1.14 3.00 P1-3 9.0 9491 3164 STHD14 STHD14 d 1 3 352 1.14 3.00 P1-3 9.0 9491 3164 STHD14 STHD14 6 6.- PROJECT: MIREL ROGOJAN JJOB # LB19-52 BY: Mikhail Lefelman DATE:09.17.19 I ISHEET T I OF FIRST FLOOR FRONT/REAR I V abv V fir V total Section Cosin. Len th Shear seismiciwind h/w T H Mabv Mot T END CONDITIONS' Wall Govern multi tier —I multiplier I L/FR R/BK 1 S 1006 571 1577 a 1 6 53 1.00 2.00 P1-6 9.0 0 2839 473 PDL PDL b 1 24 53 1.00 2.00 P1-6 9.0 0 11354 473 PDL 1 30 2 S 1649 952 2601 a 1 8 242 1.00 2.00 131-4 9.0 0 17421 2178 HDU5 HDU5 b 1 2.75 242 1.19 3.30 P1-3 9.0 0 5988 2178 STHD10 1 10.75 3 S 3190 1855 5045 a 1 23 219 1.00 2.00 P1-4 9.0 0 45407 -699 1 PDL 23 5 S 2423 1475 3898 a 1 15 150 1.00 2.00 P1-6 8.0 0 17990 -443 1 PDL b 1 11 150 1.00 2.00 P1-6 8.0 0 13192 242 PDL PDL 26 ANCHOR BOLTS USE 5 / 8 " 0 Anchor Bolts @ 5' - 0" o.c. Unless Noted Otherwise (U.N.O.) v(11)=830x1.6=1328#/5=265p1f V ML Engineering LLC 14607 N.E. 61 Street ` Redmond. WA 98052 ' (425) 558-9982 ' FAX (425) 895-1337 `END CONDITIONS Pdl Dead load govern at the end of shear wall. 1 Perpendicular Exterior Wall @ corner (min) V = Hx240plf. 2 Perpendicular Interior Wall (min) 5-16d nails = 5xl42 = 710#. 3 Perpendicular Interior Wall (min) 8-16d nails = 8x142 = 1136#. File: Prot-New-ASCE7-05. xls LZR 1 3-:52 P. do 6�4-9,q, /" / le,6 Z- le 06 O-J,4,,V POOF r-lq4mlkl/ls PZ-4-A/ se-1 &,5 L 0 3,9,f- lileTz-F e-N ._j L-A s 9- 52 . I't L /Q - L R a60JA ,V UPPER FL00/2 S/aleF/-�R VALLS C `A-FFI,21. Drt/G �J sc� �c, //g'I ,(z9�98 � (I'l-6 P1-6kz 1-6� <8 N P. 12 e"cgp T- 6 ^ V P 1--6 5 � /�? 04111z,9? L,9 s 8--.52 P-t l l2 F-L kDCgVJ 4 N UPPER F1-00R FRAIL111V6, CZ-A7—Fee -L 61VI-Y scat E: /8'� i dui SjE." MaT,6 S d t/ PA-.6.,6' „3 0 9 1r 101 P—WN M 6 LB s g-52 P.2�o M!/,q,�FL MA 11V F/,rog S 9, R vz,41-1-s C L A•7C-1V14 ,L D NL Y S f 4 4! C7// srN� i d ryp, C � - REq �1 .STHs soR.1 Ty/4, 3 TYP. / 4' P1 �G KI i 2 - dPft/G t. Pi-3 M g 4. _ - j174 Al CL to �41 <, in 76 10 PS 3 - Ps 3 s P2_ 13 P2-3 P2-3 ASV 52 22 vF. --9 4,6) It' Oki MA/4/ F4001? F1�Ajv1,V,6 akd ae761,V,9A a��v, .4 4 SE� MOTE S 6W /P,4 64- /113w!g 9 AC4 112 7-YO J97\ t4 s,-poJoRi ryo 40 ry p 14' ryp, ry-P, =�Jfl; FTT I rD A 4� -S ry LP ryp 371 -77 j! Hil /4Z\ 7YP 7Y/O LU A fly - - - - - - - - - - iL, W�-] AM667 PC. A3 7Y, � ,.:' Sri � � '7 le 41, srmr-) (14Y-REO'D PROJECT: -J.r4 Al JOB# 4-1'1 !a_155 BY: DATE- Og• 2 3 •J } SHEET 23OF -r ;6p, LZtA,o' md D St 6 �.✓ . G ,i r� -� i 40, vy F r Zf� *• A T' S'; PAVv; TR./ _r_0Ie_r.c_ s_A7 _,Z;1-1g�- ,� Dip 0)2146 s7 ►�k 7 zei '?,E I° � G 7/2 k 5 !-�+ . - A' i DF 7, >r - I nr 7/9�+S�. v- /�� cam► �. V ML Engineering LLC 14607 N.E. 61st Street' Redmond. WA 98052' Ph: (425) 558-9982' E-mail: mlefelman@frontier.com o< t� �41 6' f� PROJECT: ?aC,a._i 4 /U JOB # Z- t3 -1 ' �2 BY: _l 11jC YA /L DATE: d9 ,-� 9 SHEET Gn 4 OF 9 5 V 4CI'b T 74,fY 7 --Tlx—��'�� .I ____—_—. ADD. —__ -y��-- I {� 3 -r�-r� 4� o��. /1.__---•-- 4* i� .-sir 1f 't 7p,,O 1,A?,,A , ,D.41y f-�.T� � �o�. �F„TENS I�ti �-�' Fes 'S7 ll4;00se . ! 4)�--FA T%'!<' ? ai° nc� J'/S7f l 3 S � C. r�+ � i � r ..1 � ram• �T' K/�%'r I� ,� r' aaw , I T �f, - :a�r. r� r 12'.�3:a 2 2/s V ML Engineering LLC 14607 N.E 61st Street' Redmond. WA 98052' Ph: (425) 558-9982 ' E-mail: mlefelman@frontier com (Y PROJECT: ��f f �l.��t'%,1 R� JOB#_P BY: MilDATE:��3, —�� SHEET OF �: 4 144 , /'7 �35ram; 19"�, r 14-' ,� e>' ee �r� f---- ✓° y�-7 y �� ----- je i i_4, . d /cam ? p G .Aa t p✓ -3: 9. _116 -�5 I /,�.,4/, / r✓JO ,Q `1 < L?41�f.�� . Cr 1'lc� 07 ';�� 3i x I/ ` = f.✓ t.� tom, V ML Engineering LLC 14607 N.E. 61st Street' Redmond, WA 98052 ' Ph (425) 558-9982 " E-mail: mlefelman@frontier com e_ 8 It 7_J ' ZA y 4. ;r PROJECT: M I P F L JOB # 4-6 1 9- `a BY: �IGI� �I �r L �F �'/�1 4l� DATE: ��r 2 i �, SHEET 126OF �A � s T i i (�' 1�t S J 57 fi�,o X,, 8 i 5 i,,-1 2 x T 12 x _s/z t , ply / � , c r. l � ,d,7�= _ -4 s I ! 1 i t� r r I I r l r � • r 1 . r r V ML Engineering LLC 14607 N.E. 61st Street' Redmond, WA 98052 ' Ph: (425) 558-9982 " E-mail: mlefelman@frontier.com r,pADi PROJECT: 1y ( PAL R06 0 J-1 'y JOB # Z- f3 -f 6- '5F BY: ll� H.4. /�- L EF �G,t7,4 fE/ DATE: 2 ' -� SHEET OF _ n t�F-1 i � w � l i �� t 1�--- �r<�<�7.0 6-3 J 2 VIC 896 1 ellaWO >e 0 Q I ,.t 1J elk,, # t V ML Engineering LLC 14607 N.E. 61st Street' Redmond, WA 98052 ` Ph: (425) 558-9982 " E-mail: mlefelman@frontier.com if r 2 gor--9.8 LB19-52 MIREL ROGOJAN RESIDENCE ROOF FRAMING PLAN (LATERAL ONLY) NOTE: - COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - ALL EXTERIOR WALLS AND GABLE ENDS TO BE P1-6, (U.N.O.) - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. i DESIGN GIRDER TRUSS AS STRUT TO TRANSFER LATERAL LOAD FROM UPPER TO LOWER CHORD 80pif 2O ADD CS16 STRAP W/(13)-8d EACH END FROM TRUSS BOTTOM CHORD TO WALL TOP PLATE, SEE DET."3/S1". 3 LOCATE HEADER BELOW SINGLE WALL TOP PLATE. 4 PROVIDE BLOCKING BETWEEN THE TRUSSES L =10' (5 BAYS) W/SHEATHING PER P1-6. SEE DETAIL "5/S2". 185 SHEATHE TRUSS PER P1-6 at L=6ft, SEE DETAIL "6/S2". 6 ADD DSC2 STRUT FROM GIRDER TRUSS TO WALL TOP PLATE, SEE DET."7/S2". 7 ADD CS16 STRAP W/(13)-8d EACH END FROM BEAM TO RIM JOIST. PROVIDE BLOCKING BETWEEN THE TRUSSES L =8' (4 BAYS) W/SHEATHING PER P1-6. SEE DETAIL "5/S2". 9SHEATHE TRUSS PER P1-6 at L=4ft, SEE DETAIL "6/S2". L819-52 MIREL ROGOJAN RESIDENCE 9 UPPER FLOOR SHEARWALLS (LATERAL ONLY) NOTE: - COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - ALL EXTERIOR WALLS AND GABLE ENDS TO BE P1-6. (U.N.O.) - ALL POSTS LOCATED IN SHEAR WALLS TO BE NAILED AS EDGE NAILING PER SHEAR WALL SCHEDULE. - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. t1 (2)-CS16 W/(13)-8d EACH END TO BEAM BELOW; SEE DET."12/S2". 2 MST48 W/(17)-16d EACH END TO WALL BELOW, SEE DET."13/S2". 3 S16 W/(13)-8d EACH END TO WALL BELOW, SEE DET."14/S2". 4O HOLD BACK STUDS TO ALLOW FOR CONTINUOUS SHEARWALL SHEATHING WHERE NOTED, 5 CS16 W/(13)-8d EACH END TO BEAM BELOW, SEE DET."12/S2". 6 CS16 W/(13)-8d EACH END TO HEADER BELOW, SEE DET."15/S2". 7 CS16 W/(13)-8d EACH END TO BEAM BELOW. SEE DET."16/S2". 8 (2)-CS16 W/(13)-8d EACH END TO HEADER BELOW, SEE DET."15/S2". 9 CS16 W/(13)-8d EACH END TO BEAM BELOW, SEE DET."17/S2". 10 CS16 W/(13)-8d EACH END TO BEAM BELOW, SEE DET."l8/S2". LB19-52 MIREL ROGOJAN RESIDENCE �3Dox�y� UPPER FLOOR FRAMING (LATERAL ONLY) NOTE: - COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. PROVIDE 4x8 BELOW RAFTERS AS TIE W/HUC48 HANGERS AND MST37 STRAP W/(18)-16d EACH END FROM BEAM TO RIM JOISTS 2� LOCATE 2x JOIST OVER THE WALL, NAIL FLOOR SHEATHING TO JOISTS W/8d @ 6" O.C. ADD A35 @ 16" O.C. RIM JOIST TO WALL TOP PLATE SEE DET. "25/S3". OLOCATE 2x JOIST OVER THE WALL, NAIL FLOOR SHEATHING TO JOIST W/8d @ 4" O.C. ADD A35 9 16" O.C. JOIST TO WALL TOP PLATE, DET. "26/S3". 4O PROVIDE CS16 STRAP W/(13)-8d EACH END FROM JOIST TO JOIST. 5O LOCATE FLOOR JOIST FLUSH W/RIM JOIST, NAIL FLOOR SHEATHING W/8d @ 6"o.c., PROVIDE CS16 STRAP W/(13)-8d EACH END TO SPLICE THEM.. 6� PROVIDE CS16 STRAP W/(13)-8d EACH END FROM BEAM TO RIM JOIST. 7� LOCATE 2x BLOCKING OVER THE WALL, NAIL FLOOR SHEATHING TO BLOCKING W/8d @ 4" O.C. ADD A35 @ 16" O C. BLOCKING TO WALL TOP PLATE, SEE DET. "29/S3". OPROVIDE MST37 W/(21)-16d EACH END FROM BEAM TO WALL TOP PLATE, SEE DET."30/S3". 9 ADD CS16 STRAP W/(13)-8d EACH END FROM BEAM TO BEAM. 10 PROVIDE CS16 W/(13)-8d EACH END FROM BEAM TO WALL TOP PLATE, SEE DET."30/S3". 11 ADD CS16 STRAP W/(13)-8d EACH END FROM DBL JST TO RIM JST. i'31ar3g LB19-52 MIREL ROGOJAN RESIDENCE MAIN FLOOR SHEARWALLS (LATERAL ONLY) NOTE: - COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - ALL EXTERIOR WALLS AND GABLE ENDS TO BE P1-6, (U.N.O.) - ALL POSTS LOCATED IN SHEAR WALLS TO BE NAILED AS EDGE NAILING PER SHEAR WALL SCHEDULE. - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. - SEE PLAN AND SHEAR WALL SCHEDULE FOR ANCHOR BOLT SPACING AND SHEARWALL REQUIREMENTS. USE 5/8"dx10" ANCHOR BOLTS AT 5-0" o.c. 12" MAX. FROM THE ENDS. With 7" MIN. EMBEDMENT INTO CONCRETE w/3" X 3" X 1/4" PLATE WASHERS (U.N.O.) - FOLLOW "SIMPSON STRONG TIE" CATALOG INSTRUCTION FOR INSTALLATION OF ALL CONNECTORS. 1� PROVIDE CS16 STRAPS @ GARAGE HEADER TO BLOCKING AT SHEAR WALL, SEE DET. "37/S4". 2� HOLD BACK STUDS TO ALLOW FOR CONTINUOUS SHEARWALL SHEATHING WHERE NOTED. OHDU5 WITH 5/8"d CAST IN PLACE ANCHOR PER HOLDOWN SCHEDULE TO CONCRETE, SEE DET "41/S4". LB19-52 MIREL ROGOJAN RESIDENCE MAIN FLOOR FRAMING AND FOUNDATION PLAN (LATERAL ONLY) NOTE: - COMMON ABBREVIATIONS: U.N.O. = UNLESS NOTED OTHERWISE - NOTES ON THE PLAN HAVE PRIORITY OVER DETAILS AND SCHEDULES. - SEE PLAN AND SHEAR WALL SCHEDULE FOR ANCHOR BOLT SPACING AND SHEARWALL REQUIREMENTS. USE 5/8"dx10" ANCHOR BOLTS AT 5'-0" o.c. 12" MAX. FROM THE ENDS. With 7" MIN. EMBEDMENT INTO CONCRETE w/3" X 3" X 1/4" PLATE WASHERS (U.N.O.) - FOLLOW "SIMPSON STRONG TIE" CATALOG INSTRUCTION FOR INSTALLATION OF ALL CONNECTORS. cl) LOCATE 2x BLOCKING BETWEEN FLOOR JOISTS, NAIL FLOOR SHEATHING TO BLOCKING W/8d @ 4"o.c., ADD A35 @ 16"o.c. TO BLOCKING AND SILL PLATE, SEE DET. "34/S4". 205/8"d CAST IN PLACE ANCHOR PER HOLDOWN SCHEDULE TO CONCRETE FOR HDU5 HOLDOWN, SEE DET. "41/S4". 0 RAISE CONCRETE STEM WALL TO A MINIMUM OF 40" ABOVE GARAGE SLAB, DET. "37/S4". IEA dx (2)-5/8"12" ANCHOR BOLTS & 3x6 SILL PLATE, DET. "57/S5". B 5/8"dx10" ANCHOR BOLTS @ 2'-6" O.C. & 2x SILL PLATE, DET. "1/S1". C 5/8"dx10" ANCHOR BOLTS @ 3'-6" O.C. & 2x SILL PLATE, DET. "1/S1". D (3)-5/8"dx10" ANCHOR BOLTS & 2x SILL PLATE, DET. "1/S1". (4)-5/8"dx10" ANCHOR BOLTS & 2x SILL PLATE, DET. 1/S1". L8 4 a -:52 P.-3 A?lP-6L- 2v&oJAA-1 Roo,L: LIE /2 7-leA I- eM�41) -S AIV7r= C e ALL "'L RAISA-D C"U-V6 F� _5 IL LB Z 9-52 MIRI=L IQO6CJ,4N u P A5 /l? F Z-vay� FA2 A M l A16 s Cam. ,voT s d/(-a�9 8 �q r6 _ �� 2x4FLa' i xc Lop,oJ LaPpo�� f Ft/2. 2 f' i � f '' {( C�� C HGRZ� 7 ! �_ - � m B —-.. - - M2D_ - BM SN�R" 13MSE . nl Ul u 11, a0C. FA' �'f �i1{'PclZ F Kn7�r ,,,�, cep: •.fin i':v+ ----•— •- -- /-?3y or90 rz4,Ssr7y t�M6CF� �b H3 oe ,• 2� #lr (i) l' n,C . FpiN - Nf�• :rcr. it V4 - - _, y :. 7 :• � :' f 1 roc::. ., , , - uC/ITF i /�a/( ,.•,ca � ,yf: V4 rw 03 \D r r --,_ A o jj Nb`,,Y vu/,OB R5+`�66z i� � B 1 � _ s b •n3 ± �- I ni r..• ra f a Ar 1 ca 5TMbr4 �'A ,A'>,• � A5' SEE it/v S CA-, ��-�-6� ", 3919 #L1319-52 MIREL ROGOJAN RES. ROOF FRAMING (VERTICAL) DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY -TRUSS MANUFACTURER NOTE: GIRDER TRUSSES LABELED AND CAL'D FOR REACTIONS ONLY. PROVIDE (2)-2X POST U.N.O. RAFTERS TYP.: 2xl2 HF #2 Cad 16" O.C. RJ1: 2x10 HF #2 @ 24" O.C. NOTE: PROVIDE LSSU210 HANGERS FOR SINGLE AND LSSU410 FOR DBL JOISTS @ ALL FLUSH FRAMED ENDS (U.N.O.) RAFTERS Cal OVERFRAMING: 2x4 HF #2 (cD 24" O.C. NOTE: BRACE DOWN TO FRAMING BELOW Cad 48"o.c. HEADERS: 4 x 10 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERSU.N.O H1: 4x8DF#2 H2: 4x10DF#2 BEAMS: NOTE: PROVIDE Q 2 X POST @ ALL BEAMS U.N.O. BM1(F): 6 x 12 DF #2 BM2(F): 6 x 8 DF #2 (L=9'-0") BM3: 3 1/2 x 9 1/4 2.0E PSL BM4: 4 x 10 DF #2 BM5(F): (2) 2 x 10 HF #2 COLUMNS: Cl: (4) 2 x 6 HF C2: (3)2x4HF C9: 4 x 4 DF HANGERS: HGR1: LSU26 #L819 52 MIREL ROGOJAN RES UPPER FLOOR FRAMING (VERTICAL) DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF RAFTERS RJ4.: 2x6 HF #2 0) 24" O.C. RJ3: 2x6 HF #2 @ 24" O.C. NOTE: PROVIDE LSU26 HANGERS (a) ALL FLUSH FRAMED ENDS (U.N.0.) RJ2: 2x6 HF #2 @ 24" O.C. NOTE: PROVIDE INVERTED LSU26 HANGERS (al ALL FLUSH FRAMED ENDS (U.N.O.) FLOOR JOISTS TYP.: 2 x 12 HF #2 Cad 16" O.C. FLR. JST 1: 2 x 12 HF #2 @ 12" O.C. NOTE: PROVIDE LUS210 HANGERS FOR SINGLE AND LUS210-2 FOR DBL JOISTS @ ALL FLUSH FRAMED ENDS HEADERS: 4 x 10 DF # 2 U.N.O. NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H3: 6x10DF#2 H4: 6x12DF#2 H5: 4x10DF#2 H6: 5 1/4 x l l 7/8 2.0E PSL (L=12'-7") H7: N.A. H8: 4 x 10 DF #2 H9: 6x12DF#2 BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. BM6(F): (3) 2 x 12 HF #2 BM7(F): (3) 2 x 12 HF #2 BM8(F): 5 1/4 x 14 2.0E PSL BM9(F): (3) 2 x 12 HF #2 BM10(F): 5 1/8 x 16 1/2 GLB 24F-V4 (L=25ft) BM11(F): (2) 2 x 12 HF #2 BM12: 5 114 x 11 1/4 2.0E PSL BM13: 5 1/4 x 11 1/4 2.0E PSL BM14: 5 1/4 x 11 1/4 2.0E PSL BM15: 5 1/4 x 11 1/4 2.0E PSL BM16: 4x8DF#2 #LB19-52 MIREL ROGOJAN RES BM17: 4x8DF#2 BM19(F): (2) 2 x 12 HF #2 BM20: 4 x 8 DF #2 AS TIE W/ HUC48 HANGER AND MST37 STRAP AT ENDS BM21(F): (2) 2 x 12 HF #2 BM22(F): (2) 2 x 12 HF #2 BM23(F): (2) 2 x 12 HF #2 BM24(F): (2) 2 x 12 HF #2 COLUMNS: Cl: (4)2x6HF C3: (3) 2 x 6 HF C4: (2) 2 x 6 HF C5: 6x6DF C6: 4 x 6 DF C7: 4 x 4 HF P.T. C8: 8x8DF TRIMMERS: T1: (2) 2 x 6 HF T2: 4 x 6 DF T3: 6x6DF HANGERS: HGR2: HUS212-2 HGR3: HU212-3 W/(22)-16d TO GLB HGR4: HWU5.50/14 TOP FLANGE HGR5: HU212-3TF HGR6: HUC48 POST CAPS: PC1: LPC6Z PC2: AC4 PC3: CCQ5-8SDS2.5 POST BASES: PB1: CBSQ44-SDS2 PB2: CBSQ88-SDS2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO POST BELOW FOR ALL POINT LOADS ABOVE Po19 ~ 9� #LB19-52 MIREL ROGOJAN RES MAIN FLOOR FRAMING & FOUNDATION (VERTICAL) DESIGN LOADS: DL = 10 PSF LL = 40 PSF FLOOR JOISTS TYP.: 2 x 12 HF (aD- 16" o.c. NOTE: PROVIDE LUS210 HANGERS FOR SINGLE AND LUS210-2 FOR DBL JOISTS @ ALL FLUSH FRAMED ENDS BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. BM18: 4x10DF#2 BM26: 4 x 10 DF #2 BM26: 6 x 10 DF #2 NOTE: PROVIDE 4 x 6 DF #2 POSTS @ ALL BEAMS U.N.O. COLUMNS: C5: 6x6DF C6: 4 x 6 DF C9: 4 x 4 DF HANGERS: HGR7: LB212AZ TOP FLANGE HANGER NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION BELOW FOR ALL POINT LOADS ABOVE ISOLATED FOOTING SCHEDULE Allowable soil beanna caoacity 2000osf CAJ,LOUT SIZE REINFORCEMENT CAPACITY A 18" x 18" x 10" 3 - #4 EA. WAY 4000# B > 24" x 24" x 10" 3 - #4 EA. WAY 7000# C >X 30" x 30" x 12" 4 - #4 EA. WAY 11000# D 36" x 36" x 12" 5 - #4 EA. WAY 16000# E 42" x 42" x 15" 7 - #4 EA. WAY 22000# F > 48" x 48" x 15" .8 - #4 EA. WAY 28000# PROJECT: A11PAL V 06ajA X,-' JOB # L-JSa J ` 52 BY: /'' f�e *IAI L Lf,4�Z_'IA t/ DATE: 4)2, f 3, SHEET OF 'V - ;PTI ©' DL' ..3. Psi j ,0/_ 460 - o�f - - -- - f !- - �- - �Y � y _74 �Sa -- -- --Dz � a 7 auk :x 925 .. I se fl. p,s2a,,V x4 12 �10 DLL 0"-0 0/1 V ML Engineering LLC l 14607 N.E. 61st Street' Redmond, WA 98052' Ph: (425) 558-9982 " E-mail: mlefelman@frontier.com S t 2 PROJECT: Mil L R060-JA A/ JOB # BY: M l/C f% 6.�C L,E�G�-1,4 v DATE: �-� 3 . �- SHEET OF P' , �D L 47'� �96� /l,a3 �j p•ks I 0+G 15 ! i ! 1 ;�a`,dgr` 2/41 1 93sz i a f 2-5"-f Ir YI V ML Engineering LLC 14607 N.E. 61st Street' Redmond, WA 98052' Ph (425) 558-9982' E-mail: mlefelman@frontier.com t PROJECT: I !It -=I- �'Q O--� JOB # L3 29 -32 BY: )� Ile HAIL L�,� EL AI // DATE: � 3' -13 -12 SHEET OF 9 A ' 2r:�ID Ts;�aS� '1 ;s - ! f'j'� �� 1 �! 70T,�9-� '�a ', D; "d `.? 6 .2 x s L:1-66-0,e J ;! ; Ii! 1%r �► �42 SG t 1 . V ML Engineering LLC 14607 N E 61st Street' Redmond, WA 98052 ' Ph (425) 558-9982 ` E-mail- mlefelman@frontier.com PROJECT: JOB # BY:�f►�k�� r"�L�� /Ll DATE: � 3-� �� SHEET OF c 41 ---- gyp% 1Ua Nlf Pit GAG/ a' OL 12, f v 7 _j I Al H ki4% .S, 5 20 of V ML Engineering LLC 14607 N.E 61st Street * Redmond WA 98052' Ph: (425) 558-9982 * E-mail: mlefelman@frontier.com i PROJECT: I AFC- p646O—J A 141 BY: M//,/ Z10'A,v JOB # DATE: SHEETS OF Ile 4 -� f !S4 t 'gyp 3.- 6 ¢ p, 73 Z.zr 3 r err F' ,4 7. R 42 G ele I� i IA- V ML Engineering LLC 14607 N E 61st Street' Redmond, WA 98052 ` Ph. (425) 558-9982 ` E-mail mlefelman@frontier.com PROJECT. M) Q EL JOB # BY: DATE: 0�.1 13SHEET 4 " OF J 3 :. b4--� Is qJ0 9�� :Q2 4--2X,6. 31 �- A167j a%L /j i pz � /� J S Ps - J35'��' ' H1 2 -12 12 2� VIt p.211-3 , S -:fr' { 2� r 2 S 707 I I 03 lrar s743, V ML Engineering LLC 14607 N E. 61st Street' Redmond, WA 98052 ` Ph: (425) 558-9982 ` E-mail: mlefelman@frontier.com L 7 PROJECT: BY: ..J1✓e, �t 4r9%tnn� JOB # DATE: 1 SHEETS OF 1 21 ! I I � � I� � I � � I ri 8' 'f' • i ,I/ I �. ear-+�—�—i I _... .._...... _ �-�—w�—.�•-!i /j— /^' _.._-_.. _� � _._ _.� .��_ - _�._ , — _ __ _. 15-71-5 e ' • i I , llp I ��4L 77 -Y 6 t ! t r $- a 244 *2it V ML Engineering LLC 14607 N.E 61 st Street* Redmond, WA 98052*Ph:(425)558-9982*E-mail:mlefelman@frontier.com PROJECT: /fit %�L�L )V D(10 pJ/I Al JOB # L G 1 13— 52 BY: 14 M � F- L�'%/S t-DATE dg' Jt/r 4 g SHEETOF P" ii j, �G 2-71 1447=`#�i ' �� 3, ��° 2, 90 _ c�cly,A,T. 7-7y�3 0 ! I - YK- Grt . I Q /y / / S7 7 S7,f A P V ML Engineering LLC 14607 N E 61st Street' Redmond, WA 98052 *Ph: (425) 558-9982' E-mail: mlefelman@frontiercom Ij PROJECT: V112F41 10v6,12J.4 jt/ JOB # L' 6 9 9^S2 M l i,"H Al & FFIgY "A Q e. 2'e2, 19SHEET OF BY: 14" DATE: 121 4' J 21 l i L, V ML Engineering LLC 14607 N E. 61 st Street ` Redmond; WA 98052 " Ph. (425) 558-9982 ' E-mail: mlefelman@frontier.com PROJECT: I41P F 6 JOB # L Q s2 BY: 14IR )I L/-i,DATE:6 -q, 16 19, SHEET OF __�.1__.--- - --- ----._ - ----------- --; . - --�-T--- - yam- 27 rZ 'fa t I I 1 1 i 11 4- V ML Engineering LLC 14607 N.E. 61st Street' Redmond, WA 98052 ` Ph: (425) 558-9982 " E-rnail: miefelman@frontier.com COMPANY PROJECT V ML Engineering LLC LB19-52 Wood W©r k so ROOF SOFTWARE FOR N'000 OEYlGY Sep. 30, 2019 19:47 Sep. 0, 2019 RAFTER TYP.wwb 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 No 20.0 plf Load2 Snow Full. UDL Yes 33.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : _ - --- 17'-8.14" — - - --- -- - -- - -- - - - 1' 17'-6" Unfactored: Dead 186 164 Snow 306 272 Factored: Total 492 136 Bearing: Length 2.50 2.50 Min re 'd 1 10,65-10.72 "Minimum bearing length governed by the required width of the supporting member - Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Roof joist spaced at 16.0" ctc; Total length: 17'-8.14", Clear span: 0'-10.75", 16-4.39"; volume = 2.1 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2016 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 34 F'v' = 172 psi fv/Fv' = 0.20 Bending(+) fb = 681 Fb' = 1124 psi fb/Fb' = 0.61 Bending(-) fb = 10 Fb' = 346 psi. fb/Fb' = 0.03 Deflection: 0.24 = L/836 0.55 = L/360 in 0.43 Interior Live Total 0.45 - L/438 0.82 = L/240 in 0.55 Cantil. Live -0.05 = L/262. 0.07 = L/180 in 0.69 Total -0.09 = L/137 1 0.10 = L1120 1 in 1 0.87 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 NOS 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. 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY WoodWorks' M) Engineering LLC 425 558-9982 SOMWAXF 100W.00M IGN Sep. 30, 2019 19:48 Design Check Calculation Sheet Woodworks Sizer 11 1 Loads: PROJECT LB 19-52 ROOF BM 1.wwb 0 Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 278.0 pif Load2 Snow Full UDL 463.0 p.l.f Self -weight Dead Full UDL 15.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 8'-10.65" -- 1 1 i 0' 8'-6" Unfactored: Dead 1245 1245 Snow 1968 1968 Factored: Total 3213 32.13 Bearing: Length 3.00 3.00 Min re 'd 1.35" 1.35— "nnmimum ueanng iengtn governetl by the required wiotn or the supporting member. Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 8'-10.65'; Clear span: 8'-4.65"; volume = 3.9 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 Analysis/Design Shear fv = • 58 Fv' = 195 psi fv/Fv' = 0.30 Bending(+) fb = 676 1 Fb' = 1006 psi fb/Fb' = 0.67 Live Defl'n 0.06 = <L/999 0.28 = L/360 in 0.21 Total Defl'n 0.12 = L/871 0.42 = L/240 in 0.28 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. f COMPANY PROJECT G� V ML Engineering LLC LB19-52 WoodWorks (425)558-9982 ROOF WfrWAF(f Oil Wolin Pt W-. V Sep. 30, 2019 19:49 BM2.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: P. 52#ter Load Type Distribution Pat- Location [ft] Magnitude Unit tern Starr End I Start End Logdl Dead Full. UDL 140.0 plf Load2 Snow Full UDL 230.0 plf Self-weioht Dead Full UDL 9.8 olf Maximum Reactions (lbs) and Bearing Lengths (in) : 8'-11.32" I 0' 8'-6° Unfactored: Dead 637 637 Snow 978 978 Factored: Total 1614 1614 Bearing: Length 3.00 3.00 Min re 'd 0.68** 0.681* --minimum oeanng tengtn governea Dy ine requirea wiain or the supporting memoer. Timber -soft, D.Fir-L, No.2, 6x8 (6-1/2"x7-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 8'-11.32"; Clear span: 8'-5.32"; volume = 2.6 cu.ft.; Post and timber Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2016 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 50 Fv' = 195 psi fv/Fv' = 0.25 Bending(+) fb = 798 Fb' = 862 psi fb/Fb' = 0.93 Live Defl'n 0.11 = L/949 0.28 = L/360 in 0.38 Total Defl'n 0.21 = L/480 0.42 = L/240 in 0.50 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. COMPANY PROJECT Woodworks"" ML Engineering LLC ROOF 2 (425) 558-9982 ROOF P_"' , Sep. 30, 2019 19:52 BM3.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location tft) Start End Magnitude Start End Unit Loadl Dead Partial UDL 0.00 4.50 150.0 150.0 plf Load2 Snow Partial UDL 0.00 4.50 250.0 250.0 plf L.oad3 Dead Point 4.50 450 lbs Load4 Snow Point 4.50 '750 lbs Self -weight IDead lFull UDL I 1 1 9.3 1pLf Maximum Reactions (lbs) and Bearing Lengths (in) : 10'-11.04" I 10'-6" Unfactored: Dead 828 r,F Snow 1298 Factored: Total 2126 ; Rearing: Length 3.00 Min re 'd 1.35*" "'Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 2.OE, 2500Fb, 1-3/4"x9-1/4", 2-ply (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 10'-11.04 Clear span: 10'-5.04"; volume = 2.5 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Anal sis/Design Shear fv 83 Fv' 328 psi tv/Fv' = 0.25 Bending(+) fb = 1289 Fb' = 2978 psi fb/Fb' � 0.43 Live Defl'n 0.12 = <L/999 0,35 == L/:360 in 0.34 Total Defl'n 0.23 - L/539 0.53 L/240 in 0.44 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 verity 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 COMPANY PROJECT � M)Engineering LLC LB19-52WoodWorks425 558-9982 ROOF WoodWorks Sep. 30, 2019 19:53 H1.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Q S.4 &,r `' S Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start E.nd Loadl Dead Full UDL 83.0 pl.t Load2 Snow Full UDL 138.0 pit Self -weight Dead Full UDL 6.0 Plf Maximum Reactions (lbs) and Bearing Lengths (in) : 7'-5.48" k 7'-3" Unfactored• Dead 323 323 Snow 500 .)OO Factored: Total 823 823 Hearing: Length 1.50 i.501 Min re 'd 0.52** 0.52** "Minimum bearing length governed by the required width of the supporting member. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 7'-5.48"; Clear span: 7'-2.48"; volume = 1.3 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 fv = 40 Fv' _ 207 psi. fv/Fv' =- 0.19 Bending(+) fb = 584 Fb' = 1345 psi fb/Fb' = 0.43 Live Defl'n 0.05 = <L/999 0.2.4 = L/360 in 0.20 Total Defl'n 0.09 = L/91.6 0.36 - L/240 in 0.26 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. COMPANY PROJECT V ML Engineering LLC LB19-52 WoodWorks (425) 558-9982 ROOF OSep. 30, 2019 19:53 BM4.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: 1 5 5- Load Type Distribution Pat- Location [ft] Magnitude. Unit tern Start End Start End Load1. Dead Full UDL 94.0 plf Load2 Snow Full UDL 156.0 p7_f Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : — 8'-10.31" Y. 0' 8'-Y Unfactored: Dead 428 428 Snow 657 657 Factored: Total 1084 1084 Bearing: Length 3.00 3.00 Min req'd 0.69** 0.69** --minimum bearing iengtn governed by the requ;rea wiatn of the supporting member. Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 8'-10.31'; Clear span: 8'4.31'; volume = 2.0 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 f_v = 41 Fv' = 207 psi fv/Fv' = 0.20 Bending(+) fb = 549 Fb' = 1242 psi fb/Fb' = 0.44 Live Def.l'n 0.05 = <L/999 6.2.8 = L/360 in 0.17 Total Defl'n 0.09 = <L/999 0.42 = L/240 in 0.22 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. oil R 56 COMPANY PROJECT Woi� Wo r ks� ML Engineering LLC ROOF 2 (425) 558-9982 ROOF Sep- 30. 2019 19:54 RJ1.wwb SO/I WAR[ /O4 WOOD DFOGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat-11 Location Iftl Magnitude Unit tern Start End Start Find Wadi Dead Full UDL No 30.0 plt Lo-,d2 Snow Full UDL Yes 50.0 plf Self -Weight Dead Full UDL No 2.9 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 1 10'-1.24" „- - -- Cs 0' 2' 10, Unfactored: Dead 205 123 Snow 313 1Q4 Factored: Total 518 317 Bearing: Length 1.50 1.50 MLn re 'd 1 1 10.681*10.52. --minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor See Analysis results for reaction from critical load combination. Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Roof joist spaced at 24.0" c/c, Total length: 10'-1.24"; Clear span: 1'-11.25", 7'-10.99"; volume = 1 0 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design value Unit Analysis/Design Shear. fv = 31 Fv' = 172 psi fv/Fv' = 0.18 Bending(r) fb = 340 Fb' = 1237 psi fb/Fb' = 0.28 Bending(-) fb = 93 Fb' = 765 psi fb/Fb' = 0.12 Deflection: 0.03 = <1,/999 0.40 = L/2.40 in 0.08 Interior Live Total 0.06 = <h/�l99 0.53 = L/180 in 0.12 Cantil. Live -0.02 = L/983 0.20 = L/120 in 0.12 Total -0.04 = L/542 0.27 = L/90 in 0.17 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. 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, 5. The critical deflection value has been determined usino maximum back -span deflection. Cantilever deflections do not covern design COMPANY PROJECT (ML Engineering LLC (425) 558-9982 �O L819-ROOF 2 ROOF Work s® Sep. 30, 2019 19:55 sul,rwARr {00 wooD DESIGN BMS.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Fat- tern Location (ftl _Start End Magnitude Start End Unit Loadl Dead FlllI UDL No 15.0 plf Load2 Snow Full OD1, Yes 35.0 plf I,oad3 Dead Point- No 4.75 14:1 Ibs Load4 Snow Point. Yes 4.7!; 238 ibs Loads Dead Point No P.7L 90 lbs Load6 Snow Point Yes 8.7!: 12S ibs Scl f-wois ht De 'roll UhL No pif Maximum Reactions (Ibs) and Bearing Lengths (in) : --- -- - - -- - --------- - - - -- -- -- 10'.1.25" ._..--- - - -- -- ----- - - - _... - - I 10, Iill fa C'I ored: Deaci 237 ::0-1 snow 332 .'-+it Fact. ored: Total 569 487 rMar ing: i,ongt h 1 .50 1 Min re 'd 0.50' 0.W 'Minimum bearing length setting used: 112" for end supports Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Lumber n-ply, Hem -Fir, No.2, 2x10, 2-ply (3"xg-114") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 10'-1.25"; Clear span: 1'-11.25", 7'.11.0"; volume = 1.9 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Dosi n Value unit Anal sis/Deli n Shear tv 24 Fv' - 172. psi fv/Fv' = 0.14 Rendinq(t) fb 299 Fb' - 1075 psi fb/Fb' - 0.28 Rending(-) Deftvction: fb 26 Fb' - -- 743 pst fb/F'b' - 0.03 IM.orior Live 0.03 1,/99q 0.2') - 1,/360 in O.i0 'total 0.05 <I,/999 0.10 L/240 to 0.14 Cant i). Live -0.02 rL/H99 0.i3 = 1,/1s0 in 0.16 Total -0.04 - 1,/3iV 0.20 - L/120 in 0.21 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. 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. 5. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded Where beams are side -loaded, special fastening details may be required. 6. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT wood Wo r ks`� � M) Engineering LLC L619-52 425 558-9982 ROOF I—WW4W00n"""•` Sep. 30, 2019 19:57 H2.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: O1= Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full. UDL 180.0 plf Load2 Snow Full UDL 300.0 p.lf Self -weight Dead Full UDL 7.7 plt Maximum Reactions (lbs) and Bearing Lengths (in) : 6-5.03" 0' 6'-3" Unfactored: Dead 587 b8 Snow 938 938 Factored: Total 1524 1524 Bearing: Length 1.50 1.50 Min req'd 0.97** 0.97+* --minimum Dearing iengtn governea oy ine requirea wiain or ine supporting memoer. Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 6-5.03"; Clear span: 6'-2.03"; volume = 1.4 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 fv = 52 Fv' = 207 psi fv/Fv' = 0.25 Bending(+) fb = 573 1 Fb' = 1242 psi fb/Fb' = 0.46 Live Defl'n 0.03 = <L/999 0.21 = L/360 in 0.13 Total Defl'n 0.05 = <L/999 0.31 = L/240 in 0.'7 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. P 9��' 9 g COMPANY PROJECT 4� V ML Engineering LLC LB19-52 WooWorks (425) 558-9982 UPPER FLR Sep. 30, 2019 19.58 FLR JST TYP.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- Location Ift) Magnitude Unit tern Start End I Start End Loadl Dead Full UDL 13.0 plf Load2 Live Full UDL 1 1 53.0 01.E Maximum Reactions (lbs) and Bearing Lengths (in) : ' 16-2.13" - - - - ------- ... -. .. I I 0' 16' Unfactored: Dead 104 104 Live 424 424 Factored: Total 528 528 Bearing: Length 1.50 1.50 Min re 'd 1 0.87 0.87 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Floor joist spaced at 16.0" c/c; Total length: 16-2.13", Clear span: 16-11.13"; volume = 1.9 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv _ 41 Fv' =- 1.50 psi fv/Fv' -_ 0.27 Bending(+) fb = 801 Fb' = 977 psi fb/Fb' = 0.82 Live Defl'n 0.34 = L/568 0.53 = L/360 in 0.63 Total Defl'n 0.46 = L/415 0.80 = L/240 in 0.58 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. COMPANY WoodW`/�, �^ V ML Engineering LLC orks Y o1 kS (425) 558-9982 S4FJWAR(IUQ N'Ogp pl\'1/.\' Sep. 30, 2019 19:59 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: PROJECT LB 19-52 UPPER FLR FLR JST 1.wwb P6dor . � -.; Load Type Distribution Pat- Location (ftJ Magnitude Unit tern Start End Start End Loadl Dead Full UDL 10.0 pli Load2 Live Full UDL 40.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) 18'-2.26" ---- - - -- -- — -- tt. 0' 18' Unfactored: Dead 90 90 Live 360 360 Factored: Total 450 450 Bearing: Length 1.50 1.50 Min r.eq'd 0.74 0.74 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Floor joist spaced at 12.0" c/c; Total length: 18'-2.26'; Clear span: 17'-11.26' -, volume = 2.1 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 36 Fv' = 150 psi fv/Fv' - 0.24 Bending(+) fb -_ '768 Fb' = 977 psi fb/Fb' 0.79 Live Defl'n 0.41 = L/52.8 0.60 = L/360 in 0.68 Total Defl'n 0.56 = L/384 0.90 == L/240 in 0.62 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. %' COMPANY PROJECT Wo o d Wo r k s �' V M) Eng558-9eering LLC UPPER 2 (425) 558-9982 UPPER FLR Sep. 30, 2019 20:00 BM6.wwb 7RWANf IOi WOOD OF51GY Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit Load1 Dead Full UDL 10.0 plf I.oad2 Live Full UDL 40.0 plf Load3 Dead Full UDL 110.0 plf Load4 Snow Full. UDL 50.0 plf Loads Dead Partial UDL 0.15 1.90 83.0 83.0 plf 1,oad6 Snow Partial UDL 0.15 1.90 138.0 138.0 plf Load13 Dead Point 1.90 330 lbs Load14 Snow Point 1.90 550 lbs Load9 Dead Point 9.90 330 lbs LoadlO Snow Point 9.90 550 lbs ,Self -weight Dead Full UDL 10.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : -- - - - 13'-3.77" - - 0' 13' Unfactored: Dead 1352 1150 Live 260 260 Snow 1164 828 Factored: Total 2515 L977 Hearing: Length 2.50 2.50 Min re 'd 1.38 1.09 Lumber n-ply, Hem -Fir, No.2, 2x12, 3-ply (4-1/2"x11-114") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 13'-3.77'; Clear span: 12'-10.77"; volume = 4.7 cu.ft. Lateral support. top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 63 Fv' = 172 psi fv/Fv' = 0.36 Bending(+) fb = 783 Fb' = 1124 psi fb/Fb' = 0.70 Live Defl'n 0.12 = <L/999 0.43 = L/360 in 0.28 Total Deflln 0.37 = L/425 0.65 = L/240 in 0.56 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. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side-loaded,'special fastening details may be required. r1 r . WillilLiZA-WA, WoodWorks ' COMPANY V ML Engineering LLC PROJECT LB19-52 UPPER FLR I Sep. 30, 2019 20:01 Sep. 0, 2019 BM6 WIND.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 I Loads: i,oad Type Distribution fat- tern Location lft) Start End Magnitude Start End Unit :.oadI Dead E'uI1 UDL 10.0 olf L.nad2 Live F u 1 3UDL. 40.0 pit i,oad3 Dead Fult UDI, 110.0 plf !:.ad 4 Snow Ful l UDI. 50.0 pi t Loads Dead Partial UDL 0.15 1.90 133.0 83.0 plf oad6 Snow ParLiai UDL 0.15 1.90 138.0 138.0 plf ,'ad1 ? Dead Point 1.90 3.30 1b:3 i.oadl4 Snow Point' 1.t10 550 1lrs 6oad9 Dead POin!: J.90 3_M IbC" 1.oad10 Snow Point 9.90 5S0 1b Loadll Wind Point 2.05 -23G1 lbs Loa d12 Wind Point 9.90 2361 1bs Self -wet ht. Dead Flan UDL 10.5 if Maximum Reactions (lbs) and Bearing Lengths (in) �- - - - - ---- 13'-3.48" - - - - ---- -- - -. I 0' 13' Unfactored: Uead .1352 1150 L1 Ve 260 260 Snow 1164 42H Wind -3426 142F, Factored: Uplift -615 Total 2515 3035 Boars nq: Length 2.50 p tdin re 'd 1.38 ].r.l Lumber n-ply, Hem -Fir, No.2, W2, 3-ply (4-1/2"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 13'-3.48"; Clear span: 17-10.48' ; volume = 4.7 cuff. Lateral support: top= full, bottom= at supports, Repetitive factor: applied where permitted (refer to online help), Analysis vs. Allowable Stress and Deflection using Nos 2015 : Cri l orion Anal sis Value Design Value Unit An,, lysi ,(De;=iyn Shear fV - 6.3 F'v' �- 112 psi fv/Fv' = 0.35 bendi nq la) fb - 783 Fb' _ 1124 psi th/fh' = 0,10 Live Defl'n 0.18 = 1/388 0.43 = L/360 in 0.41 Total DefI'n 0.42 1./371 0.65 L/ 40 in 0.65 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. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. W COMPANY PROJECT WoodWo rks0 ( UPPER Engineering LLC 2 coF,weRrvoawoon„�s�,. 425) 558-9982 UPPER FLR Sep. 30, 2019 20:02 BM7.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 I Loads: Load Type Distribution Pat- tern Location Ift) Start End Magnitude Start End Unit Loadl Dead Full UDL 20.0 plf Load?. Live Full UDL 90.0 plf Load3 Dead Full UDL 48.0 plf Load4 Snow Full UDL 80.0 plf Self -weight Dead Full UDL 1 10.5 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : 18'RIJ - - - - - - - - 0' 17'-6.99" Unfactored: Dead 690 690 Live 791 791 Snow 703 703 Factored: Total 1811 1811 Bearing: Length 3.00 3.00 Min req'd 0.99 0.'!9 Lumber n-ply, Hem -Fir, No.2, 2x12, 3-ply (4-1/2"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 18 ; Clear span: 17'-6.0"; volume = 6.3 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 172 psi fv/Fv' _- 0.28 Bending(+) fb = 1006 Fb' = 1124 psi fb/Fb' = 0.90 Live Defl'n 0.40 = L/534 0.59 = L/360 in 0.67 Total Defl'n 0.76 = L/277 0.88 = L/240 in 0.86 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where.beams are side -loaded, special fastening details may be required. COMPANY PROJECT rg)Woo d Wo r ks' (ML Engineering LLC UPPER 2 425) 558-9982 UPPER FLR inFF AWFFON WOOD[) sVGV Sep. 30, 2019 20:05 BM8.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ftl Start End Magnitude Start End Unit Loadl Dead Full UDL 90.0 plf Load4 Live Full UDL 40.0 plf Load3 Dead Full UDL 230.0 plf Loads Snow Full UDL 2.50.0 plf Self -weight Dead Full UDL 21.2 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 18'-6" 0' 17'-9.31" Unfactored: Dead 3032 3032. Live 356 356 Snow 2222 2222 Factored: — Total 5254 5254 Bearing: Length 5.50 5.50 Min req'd 2.31 " 12.31— "Minimum bearing length governed by the required width of the supporting member. LVL n-ply, 2.OE, 2500Fb, 1-3i4"x14", 3-ply (5-114"x14") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 18'-6.0"; Clear span: 17'-7.0"; volume = 9.4 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 92 Fv' = 328 psi f.v/Fv' = 0.28 Bending(+) fb = 1634 Fb' = 2927 psi fb/Fb' = 0.56 Live Defl'n 0.2.3 = L/911 0.59 = L/360 in 0.39 Total Defl'n 0.71 = L/299 0.89 = L/2.40 in 0.80 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT Engineering LLC 2 ( 425) 558-9982 UPPER FLR WoodWO rks`� UPPER snmvnwrrnuwvonnrscn Sep. 30, 2019 20:07 BM9.wwb Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 10.0 plf Load4 Live Full UDL 40.0 plf Unfactored: Dead 1428 320 Live 260 260 Snow 1572 254 Factored: Total 3000 706 Rearing: Length 5.50 5.50 Min re ' d 1 . 65 0. ,0 k Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 72 Fv' = 172 ps.i fv/Fv' = 0.42 Liending(+} fb = 637 Fb' = 1129 psi fb/Fb' = 0.57 Live Defl.'n 0.09 = <L/999 0.43 = L/360 in 0.21 Total Defl'n 0.21 = L/726 0.65 = L/290 in 0.33 t tf WoodWorkse SOf WAOFOR WOOD Of TIGA COMPANY PROJECT V ML Engineering LLC L819.52 (425) 558.9982 UPPER FLR Sep. 30, 2019 20-12 BM10.wwb Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Typo Distribution Pat.- Lern Loc:ation (ILI Sta n End Magna ludo SLatt. End OniL Loads Dead Full t1D1. No 215.0 pl L0ad4 hive Full 110E Yes 620.0 pi Load"f Dead Point No 1.00 690 Ills :.oad5 Live Point Yes 1.00 141 Lbs i,aad6 Snow Point- 'tes 1.00 703 Ibs Self -wei ht Dead Full ODE. No 19.5 pIf Maximum Reactions (lbs) and Bearing Lengths (in) : -- - -- 24'-6.. ------ - - 0' 3'.6" p G6 or 9 0., I -,Sj - 20'-6" 24 6" 'Jnfact ored: )earl 3579 2..855 live 8571 8042 Snow 606 -103 Fartorod: Total 12150 10891 Bea rInq: Length 5.50 S.50 Min re 'd 1 1 13.53-13.i7•• -minimum oeanng tengtn govemes oy me requires wism or me supporting memoer. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. 1 Glulam-Unbai., West Species, 24F-V4 DF, 5-118"x16-1/2" i t laminations, 5-118" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 24'-6.0"; Clear span: 3'3.25", 16-6.5", 3'-9.25' . volume = 14.4 cu.fl. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value L1r'It Mai sis/Drsi n Shear fv - 112 F'v' 265 psi Fv/F'v' - 0.42 Sending(4) fb - 1463 Fb' 23F4 poi fb/Fh' - 0.61 Bondi nq(-) fb -- 461 Pb' 1795 psI fb/Fb' - 0.1:6 Deflection: 0.34 -•• 1,/604 0.5'1 - 1./3F,0 in 0.6o Interior Live Total 0.46 - L/442 0.85 - L/240 in 0.54 Cant iI. Live -0.22 - L/188 0.23 1,/180 in 0.95 Total -0.28 = L/150 1 0.35 L/120 I in I 0.80 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117.2015 and manufactured in accordance with ANSI A190.1-2012 4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3.3 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 8 The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. WoodWorks� "IrtWARF FOR WOOD IN i1U' COMPANY rB ROJECT V ML Engineering LLCB19-52 (425) 558-9982 PPER FLR Sep. 30, 2019 20:16 M11.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location ift) Start End Magnitude Start End Unit Loadl Dead Full UDL 10.0 plf Load2 Live Full UDL 40.0 p]f Load? Dead Point 17.44 405 lbs Load8 Snow Point 17.44 675 lbs Load9 Dead Point 17.44 203 lbs Loa010 Snow Point 17.44 338 lbs Self -weight Dead Full UDL 7.0 plE Maximum Reactions (lbs) and Bearing Lengths (in) : 0' P,d 18'-4.04" - X - - - - ;I, 18' Unfactored: Dead 178 735 I.i.ve 360 360 Snow 42 971 Factored: Total 538 1133 Bearing: Length 2.50 2,50 Min req'd 0.50* 1_ 43 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 18'-4.04'; Clear span. 17'-11.04"; volume = 4.3 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 fv* = 60 Fv' = 172 13si fv*/Fv' = 0.35 Bending(+) fb = 482 Fb' = 850 psi fb/F'b' = 0.57 Live Defl'n 0.20 = <L/999 0.60 = L/360 in 0.34 Total Defl'n 0.39 = L/559 0.90 = L/240 in 0.43 -1111W WLLCIL VL l.JV111L 1VdU5 Wl LI1111 d UlSLdnUe O CIL Lne 5UppOLF has been included as per NDS 3.4.3.1 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. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. / J WoodWorkso sonw"[ FOR WOOD DaIGN COMPANY PROJECT V ML Engineering LLC LB19-52 (425) 558-9982 UPPER FLR Sep. 30, 2019 20:16 BM11 WIND UP.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location Ift) Start End Magnitude Start End Unit Loadl Dead Full UDL 10.0 plf Load2 Live cull UDL 40.0 plf Load? Dead Point 17.48 405 lbs Load8 Snow Point 17.48 675 lbs Load9 Dead Point 17.48 203 lbs Load10 Snow Point 17.48 338 lbs Load11 Wind Point 17.F;8 -2361 lbs Self -weight Dead lFull UDL I 1 1 7.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 18'-5.04" - - - - . I 0' 18' Unfactored: Dead 178 731) Live 360 360 Snow 42 971 wind -73 -2288 Factored: Uplift -1847 Total 538 1733 Bearing: Length 3.00 3.00 Min re 'd 0.50* 1.43 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (X'01-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 1 V-5.04"; Clear span: 1 T-11.04 volume = 4.3 cu.ft. Lateral support: top= full, bottom= full; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv* 60 Fv' = 172 si fv*/Fv' = 0.35 Bending(') fb _ 482 Fb' = 850 psi fb/Fb' = 0.57 Bending(-) fb = 180 Fb' = 1411 psi fb/Fb' = 0.13 Live Defl'n 0.20 = <L/999 0.60 = L/360 in 0.34 Total Defl'n 0.39 = L/559 0.90 = L/240 in 0.43 - 1— C1 Vl L — PVl 1L iUaus viiuuu d w.aLance u or uIe suPPorL has been included as per NDS 3.4.3.1 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. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. WoodWorks � COMPANY V ML Engineering LLC PROJECT LB19-52 UPPER FLR Sep. 30, 2019 20:17 Sep. 0, 2019 RJ2.wwb SOFT WANE FOR WOOD DF5/GN Design Check Calculation Sheet WoodWorks Sizer 11.1 I Loads: f.oad Type Distribution Pat- Location I(Li Magnitude Unit tern Start 1:nd Start. End Loadl Dead Full UDI. No 2(1.0 PI Load? Snow Full UDL Yes 10.0 plf Set( -weight Dead %-u11 UDL No 1.7 pIr Maximum Reactions (lbs) and Bearing Lengths (in) 0' i i (i 2' 2'-8.35" I lnfac"Lorod: Dean 113 Snow 26) 1 iS Factored: uplift -190 Tota1 374 H-a ri nq: t,ength 1.90 I.S0 Min re 'd 1 1 10.49— 1 0.So• -mnurnurn uaanny ranym seturiy u5eu. rrt Jul enu 5uppurts •`Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Roofjoist spaced at 24.0" c1c; Total length: 2'-9.6"; Clear span: V-11.25'% 0'-7.35'; volume = 0.2 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015: (:riterion Analysis Value Design Value Unit Andl sis/Desi. Shear fv - 39 Fv' - 172 psi fvlFv' _ 0.22 Bond inq(-) fb - 228 Fb' 1434 psi fb/Fb' -• 0.16 Deflection: negligible. Interior Live 'IbLal nngligible "anti - Live 0.01 <1,/999 0.20 L/120 in 0.05 Total 0.02 = <L/999 0.21 -- 1./90 in 0.06 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. 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. 5 The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT 40 V ML Engineering LLC L619-52 w ■ ■ o� Works (425) 558-9982 UPPER FLR SnF(WA#f#OP canon of 06v Sep. 30, 2019 20:20 H3.wwb Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: P�aor9 0 Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 45.0 Load2 Snow Full. UDL 113.0 F3' f Self-wei ht Dead Full UDL 12.4 f Maximum Reactions (lbs) and Bearing Lengths (in) : - 9'-5.5" - - - - 0' 9'-3" Unfactored: Dead 266 266 Snow 523 523 Factored: Total 788 788 Bearing: Length 1.50 1.50 Min req'd 1 0.50" 0.50* -minimum Dearing iengtn setting usea: i/r tor ena supports Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 9'-5.5'; Clear span: 9'-2.5"; volume = 3.4 cu.ft.; Beam and stringer Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Desicin Value Unit Analysis/Design Shear fv = 19 Fv' = 195 psi fv/Fv' = 0.10 Bending(i) fb = 264 Fb' = 1006 psi fb/F'b' = 0.26 Live Defl'n 0.04 = <L/999 0.31 = L/360 in 0.12 Total. Defl'n 0.06 = <L/999 0.46 = L/240 in 0.14 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. M COMPANY PROJECT c9 V ML Engineering LLC LB19-52 WoodWorks (425) 558-9982 UPPER FLR 56RWAlICH)4 WgU0 /k NGN Sep. 30, 2019 20:21 H4.wwb Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1,oadl Dead Full. UDL 48.0 p1E Load2 Snow Full UDL 120.0 pif Self: -weight Dead Full UDL 15.0 Plf Makimum Reactions (lbs) and Bearing Lengths (in) : 16-5.38" -- - - J, 0' 16-3" Unfactored: Dead 512 512 Snow 975 975 Factored: Total 1487 1487 Bearing: Length 1.50 1..50 Min req'd 0.62** 0.62.** `-Minimum bearing length governed by the required width of the supporting member. Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 16-5.38'; Clear span: 16-2.38"; volume = 7.2 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 Analysis/Design Shear fv = 31 Fv' = 195 psi fv/Fv' = 0.16 Bending(+) fb = 598 Fb' _ 1006 psi fb/Fb' = 0.59 Live Defl'n 0.21 = L/938 0.54 = L/360 in 0.38 Total Defl'n 0.37 = L/529 0.81 = L/240 in 0.46 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. Wood Wo rks�' COMPANY (ML Engineering LLC 425) 558-9982 PROJECT 2 UPPER FLR UPPER Sep. 30, 2019 20:58 BM12.wwb Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: Load Type Distribution Pat- Location ift) Magnitude Unit tern Start End Start End Loadl Dead Full UDL 130.0 pif Load2 Live Full UDL 280.0 plf Self -weight Dead Full UDL 17.0 Plf. Maximum Reactions (lbs) and Bearing Lengths (in) 0' P �2Prj g 16' Unfactored: Dead 1176 1176 Live 2240 2240 Factored: Total 3416 3416 Bearing: Length 3.50 3.50 Min re 'd 1.50'* 1,50 " --minimum Dearing iengtn governea Dy the requires wiatn or the suppomng member. LVL n-ply, 2.OE, 2500Fb, 1-3/4"x11-1/4", 3-ply (5-1/4"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 16-5.5"; Clear span: 16-10.5"; volume = 6.8 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' 2.85 psi fv/Fv' = 0.27 Bending(i) fb = 1481 Fb' = 2623 psi fb/Fb' = 0.56 Live Defl'n 0.33 = L/579 0.53 = L/360 in 0.62 Total Defl'n 0.59 = L/324 0,80 = L/240 in 0.74 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. R 72Oro F COMPANY PROJECT Engineering LLC 2 425) 558-9982 UPPER FLR Wood Wo r ks0 ( UPPER HIYnvARE FOR WOOD" VMV Sep, 30, 2019 20:58 BM12 UPLIFT-wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load 'type Distribution Unfact'orcd: Dead 1176 1.176 Live 2240 2240 Wind -383 -383 Factored: 3416 34.16 Bearing: Length 3.50 3.50 Min re 'd 1.50*' 1.50"� Criterion Analysis Value Design Value Unit Analysis/Design Shear Ev = 76 Fv' = 285 psi fv/Fv' = 0.?_7 Bending(+) fb = 1481 Eb' = 2623 psi fb/L'b' = 0.56 Live De£1'n 0.33 = L/579 0.53 = L/360 in 0.62 Total De£1'n 0.59 = L,/324 0.80 = L/240 in C.'19 I WoodWorks � COMPANY V ML Engineering LLC (425) 558-9982 PROJECT LB19-52 UPPER FLR Sep. 30, 2019 20:22 H5.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location tfti Start End Magnitude Start End Unit Load1 Dead Full UDL 150.0 plf Load2 Live Full UDL 280.0 plf Load3 Dead Partial UDL 0.00 2.00 135.0 135.0 plf Load4 Snow Partial. UDL 0.00 2.00 225.0 22.5.0 plf. Load5 Dead Triangular 2,00 5.25 135.0 0.0 plf 1,oad6 Snow Triangular 2.00 5.25 225.0 0.0 plf L.oad7 Dead Point 2.00 315 lb,, Load'8 Snow Point 2.00 525 lbs Self -weight Dead Full UDL 7.7 if Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored: Dead 919 704 Live 735 735 Snow 842 483 Factored: Total 2102 1617 Bearing: LenXjth 1,50 1.50 Min re 'd 1.34*1 L.03'" --minimum Dearing iengin governea oy the regwrea wiain or the supporting member. Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 6-4.82"; Clear span: 6-1.82'; volume = 1.2 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: C.ritetion Analysis Value Design Value Unit Analysis/Design Shear fv = 73 Fv' = 207 psi fv/Fv' = 0.35 Bending(+) Eb = 677 Fb' = 1242 psi fb/Fb' = 0.54 Live Defl'n 0.02 <L/999 0.17 = L/360 in 0.12 Total DeEI'n 0.04 = <L/999• 0.26 = ,L/240 in 0.17 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 NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i F0 q.5 WoodWorksl' <()F > ARf FOR WOOD OfVrN COMPANY PROJECT V ML Engineering LLC LB19.52 (425) 558-9982 UPPER FLR Sep. 28, 2019 00:01 H6.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Par- tern Looarion Ift-I Start End Magnitude Start End Unit t"naUi Dead Fu11 um, 160.0 plI i.oad? Live Full Uf'1' .320.0 plf Load"t Uead Partial UDI. 1.00 ).50 11•0.0 150.0 plf 1nad4 Snow P3rt131 UDL I.0) ').50 1S0.0 250.0 pit :,Dads I>cad Point L00 260 lbs :.oad6 Snow Pont 1.00 430 1I's -.udd'I DC-1 Poi fit. "1.50 5e 1 I bs � ::r9l ",now po I fit 7. 50 9''N 111.5 "f>"d9 Daa,l full UDL 60.9 1,1f ;.oad10 Snow Full UDi, 106.0 pif .,oadll Wind Point i.00 -2080 1bs Load)2 Wind Point 7.50 20U0 Ibs SclC-Wei hL Dead Full UDi, 1If.0 ulr Maximum Reactions (lbs) and Bearing Lengths (in) - -- - -- - - - --- - - - -- - - 12'.6,. I 0' 12•-2 56" ')nf sctored: Doad 2575 21! "i 1,1 ve 054 1 C154 Snow 2462 1753 Wind -1107 i1L' Fact-ored: Total 5887 :,7b 9�a i'nq r : Long h '1.00 Min re 'a 2.')8* ,S , minimum Dearing lengin governed oy me requireo wiam or ine supponing member. LVL ri-ply, 2.0E, 2500Fb, 1-3/4"x11-7/8", 3-ply (5-1/4"x11-7/8") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length 12'-6.0", Clear span: 12% volume = 5.4 cu ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help), Analysis vs. Allowable Stress and Deflection usina NOS 2015: Cri ter.ion Anal siy Value Design Value Unit Anal sill Desire Sh-ar tv• 122 Fv' - Si fv'/Fv' - 0.31 Hending0) fb - 1746 Fb' - 20rt3 psi fh/F, 0.58 live Drfl'n 0.23 L/629 0.41 11/360 in 0.5-1 Total Defi'n 0.45 L/378 0.61 L/240 in 0.13 has buen includad as per NDS 3.4.3.1 Design Notes: 1 Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys P �'6dFg9 COMPANY PROJECT V ML Engineering LLC LB19-52 Works" (425) 558-9982 UPPER FLR Sep 15.201918.38 H8.wwb SWIWANE FOO W0013 U! SIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 160.0 plf Load2 Live Full UDL 320.0 PIC Load3 Dead Partial UDL 0.06 2.06 150.0 150.0 plf Load4 Snow Partial UDL 0.06 2..06 250.0 250.0 plf Load5 Dead Triangular 2.06 5.31 150.0 0.0 plf Load6 Snow Triangular 2.06 5.31 250.0 0.0 plf Load? Dead Point 2.06 360 lbs Load8 Snow Point 2.06 600 lbs ,Self -weight Dead Full UDL 7.7 if Maximum Reactions (lbs) and Bearing Lengths (in) : - ...- -- --- ---- - - _ - - 5'-4.67" - - ---- -- - -- - I 0' 5'-3" Unfactored: Dead 1006 178 Live 840 840 Snow 944 562 Factored: Total -344 18,9 Bearing: Length 1.50 1.50 Min re 'd 1.49** 1.17- --Mlnlmurn Dearing length governed by the required width of the supporting member. Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 5'-4.67"; Clear span: 5'-1.67"; volume = 1.2 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 81 Fv' = 207 psi fv/Fv' = 0.39 Bending(+) fb = '769 Fb' = 1242 psi fb/Fb' = 0.62 Live Defl'n 0.02 = <L/999 0.17 = L/360 in 0.13 Total Defl'n 0.05 = <L/999 0.26 = L/240 in 0.19 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. WoodWorks� inF?WAP[!nQ IWW OFi/G Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: COMPANY PROJECT V ML Engineering LLC LB19-52 (425) 558-9982 UPPER FLR Sep. 30, 2019 20:26 BM13.wwb Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start find Loadl Dead Full UDL 140.0 pit Load2 Live Full UDL 320.0 plf Self -weight Dead Full UDL 17.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) f 16-5.32" 0' P 7-7-ar-4B 16' Unfactored: Dead 1256 1256 Live 2560 2.560 Factored: -- Total 3816 3816 Bearing: Length 3.50 3.50 Min req'd 1.681* 1.68*1 **Minimum bearing length governed by the required width of the supporting member LVL n-ply, 2.OE, 250OFb, 1-3/4"x11-1/4", 3-ply (5-1/4"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 16'-5.32"; Clear span: 15'-10.32"; volume = 6.7 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal sis Value Design Value Unit Analysis/Design Shear fv = 85 Fv' = 2.85 psi fv/Fv' = 0.30 Bending(+) fb = 1.654 Fb' = 2.623 psi fb/r'b' = 0.63 Live Defl'n 0.38 = L/506 0.53 = L/360 in 0.71 Total. Defl'n 0.66 = L/292 0.80 = L/240 in 0.82 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber). the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. I COMPANY PROJECT Woo[� Wo r ks® ML Engineering LLC 2 ( UPPER 558-9982 UPPER FLR Sep. 30, 2019 20:27 BM14.wwb SOFTWARE WN WOOD OESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location tft] Start End Magnitude Start End Unit Loadl Dead Full UDL 140.0 plf Load2 Live Full UDL 240.0 plf Load3 Dead Partial UDL 0.00 8.00 120.0 120.0 plf boad4 Snow Partial UDL 0.00 8.00 200.0 200.0 plf Loads Dead Point 8.00 1245 lbs I,oad6 Snow Point 8.00 1968 lbs Load'7 Dead Point 8.00 945 lbs Load8 Snow Point 8.00 1575 lbs Self -weight Dead Full UDL 1 17.0 Iplf Maximum Reactions (lbs) and Bearing Lengths (in): 0' 12' Unfactored: Dead 2331 2687 Live 1440 L440 Snow 2279 2837 Factored: Total 5120 5895 Bearing: Length 2.75 2.75 Min re 'd 2.25*1 2.59" minimum oearing iengin governea Dy ine regwrea wiatn or me supporting member. LVL n-ply, 2.OE, 250OFb, 1-3/4"x11-1/4", 3-ply (5-114"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 12'-3.08"; Clear span: 11'-9.58'; volume = 5.0 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 140 Fv' = 328 psi fv/Fv' = 0.43 Bending(+) fb = 232.9 Fb' _ 3017 psi fb/Fb' = 0.77 Live Defl'n 0.22 = L/642 0.40 = L/360 in 0.56 Total Defl'n 0.50 = L/285 0.60 = L/240 in 0.84 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. /N COMPANY PROJECT Wood1No rks® V ML Engineering LLC 2 UPPER (425) 558-9982 UPPER FLR Sep. 30, 2019 20:30 BM15.wwb $OM -If to* WOOD Off G& Design Check Calculation Sheet Woodworks Sizer 11 1 I Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 140.0 plf I,oad2 Live Full UDL 240.0 pLf Load3 Dead Partial UDI, 4.00 8.50 120.0 120.0 plf Load4 Snow Par.t.ial UDL 4.00 8.50 200.0 200.0 plf Loads Dead Point 4.00 540 lbs Load6 Snow Point 4.00 900 lbs ,Self -weight Dead Full UDL 1 17.0 jplf Maximum Reactions (lbs) and Bearing Lengths (in) 8'-10.34" - -- - 14; 0' Unfactored: Dead 1120 1295 Live 1020 1020 Snow '754 104f, Factored: Total 2450 284; Rearing: Length 2.75 2.'t5 Min re 'd 1.08** 1.25** rvrrnlmum Dearing iengin governea Dy me requrrea wiain or the supporting member. LVL n-ply, 2.OE, 250OFb, 1-3/4"0 1 -1/4", 3-ply (5-1/4"01-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 8'-10.34'; Clear span: 8'-4.84'; volume = 3.6 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015 : Criterion Analysis Value Design Value Unit Anal sis/Desi. n Shear fv = 59 Fv' - 328 psi fv/Fv' = 0.18 Rending(+) fb = 747 Fb' = 3017 psi fb/Fb' = 0.25 Live Detl'n 0.04 = <L/999 0.28 = L/360 in 0.13 Total Defl'n 0.08 = <L/999 0.42 = L/240 in 0.20 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. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. P gooF9 g 1A�oo d Wo r k so COMPANY (ML Engineering LLC 425) 558-9982 PROJECT 2 UPPER FLR UPPER SQFMA✓♦f F0# WOOD DFV'G4 Sep. 30, 2019 20:30 H9.wwb i Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: Load Type Distribution Pat- tern Location [ftl Start Find Magnitude Start End Unit Load) Dead Full UDL 140.0 p1E Load2 Live Full UDL 240.0 plf Load3 Dead Partial UDL 0.00 4.00 120.0 120.0 plf Load4 Snow Partial UDL 0.00 4.00 200.0 200.0 pl.f Loads Dead Point 4.00 495 lbs Load6 Snow Point 4.00 825 lbs Load7 Dead Partial UDL 4.00 8.50 83.0 83.0 plf Load8 Snow Partial UDL 4.00 8.50 138.0 138.0 plf Self -weight Dead Full UDL 1 15.0 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 8. 6" 0' Unfactored: Dead 1334 1229 Live 972 977. Snow 1177 1001 Factored: Total 2946 2709 Bearing: Length 3.00 3.00 Min re 'd 1.24`* 1.14 " --Minimum bearing length governed by the required width of the supporting member. Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 8'-6.0"; Clear span: 8'; volume = 3.7 cu.ft.; Beam and stringer Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2016 : Criterion Anal sis Value Design Value Unit Anal vsi.s/Desi n Shear. fv = 56 F•v' = 195 psi fv/Fv' = 0.28 Ben di, rig (4) fb = 676 Fb' = 1006 psi. fb/Fb' = 0.67 Live Defl'n 0.05 = <L/999 0.27 = L/360 in 0.17 Total Defl'n 0.10 = L/953 0.40 -= L/240 in 0.2.5 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 P sI y S Wood Wo r ks�' COMPANY 1/ ML Engineering LLC (425) 558-9982 PROJECT 2 UPPER UPPER FLR TORWArf I'OR WOOD DESIGV Sep. 30, 2019 20:31 RJ3.wwb Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Pat- Location Ifti Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 20.0 plf Load2 Snow Full UDL Yes 50.0 plf Self -weight Dead Full UDL No 1.7 Plf Maximum Reactions (lbs) and Bearing Lengths (in) _ - -- - - - - -- 8' - - -- - - - - - 'Y 0' 1' T-10.75" Unfactor.ed: Dead 98 73 Snow 226 171 Factored: - Total 324 244 Bearing: Length 1.50 1.50 Min re 'd 1 1 0.43** 0.50* -minimum oeanng iengm seeing useo: uz ror eno supports "Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination } Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Roof joist spaced at 24.0" c/c; Total length: 8'; Clear span: 0'-11.25", 6'-9.75"; volume = 0.5 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2016 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 39 Fv' = 172 psi fv/Fv' 0.23 Bending(+) fb = 658 Fb' = 1461 psi fb/Fb' = 0.45 Bending(-) fb - 57 Fb' = 1272 psi fb/Fb' = 0.04 Deflection: 0.09 = L/902 0.34 = L/240 in 0.27 Interior Live Total 0.15 == L/552 0.46 = L/180 in 0.33 Cantil. Live -0.04 = L/288 0.10 = L/120 in 0.42 Total -0.07 = L/178 1 0.13 = L/90 in 0.51 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 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 otner spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4 1. 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. /0 92vrg g COMPANY PROJECT Wood Wo r ksW ML Engineering LLC 52 ( UPPER 558-9982 UPPER FLR Sep 30, 2019 20:32 BM16.wwb 50I WARE FOR WOOD 019A.V Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location tftl Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 49.0 plf 1oad2 Snow Full UDL Yes 113.0 plf Self -weight Dead Full UDL No 6.0 plt Maximum Reactions (lbs) and Bearing Lengths (in) : 10'-6" I 0' 8'-5.75" 10'-5.75" Unfactored: Dead 220 356 Snow 466 732 Factored: Total 686 1088 Bearing: Length 0.50* 1.75 Min re 'd 1 0.50* 0.69** *Minimum bearing length setting used: 1/2" for end supports "Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: 1 - Timber -soft Beam, D.Fir-L No.2; 2 - Lumber -soft Sill plate, Hem -Fir No.3; Total length: 10'-6.0'; Clear span: 8'-1.63", 1'-11.13'; volume = 1.9 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 fv = 38 Fv' 20*7 psi fv/Fv' = 0.18 Bending(+) fb = 548 Fb' - 1345 psi fb/Fb' _ 0.41 Bending(-) fb = 132 Fb' = 1,330 psi fb/Fb' = 0.10 Deflection: 0.07 = <L/999 0.28 = L/360 in 0.24 Interior Live Total 0.12 = L/879 0.42 L/240 in 0.27 Canti.l. Live -0.05 = L/495 0.13 = L/180 in 0.36 Total -0.08 = L/305 0.20 = L/120 I in 0.39 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. Continuous or Cantilevered Beams. NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 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 5 The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. MR, COMPANY PROJECT w ��Wo rks� r1j) WoodWorks V ML Engineering LLC (425) 558-9982 L619-52 UPPER FLR ■ WOOF, DEVICN Sep. 30, 2019 20:34 BM17.wwb 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 No 36.0 plf Lod2 Snow Full UDL No 90.0 plf Self -wet ht Dead Full UDL No 6.0 Plf Maximum Reactions (lbs) and Bearing Lengths (in) : T-- - -- - - - - - - - - 13'-6„ - - - -- - --------- - - --- --- ------------ -- -- - -- ---- -------- ------ - 0' V-6" I 13'-4.75" Unf.actored: Dead 317 2.46 Snow 679 527 Factored: Total 996 773 Bearing: be rig th. 1 .50 1.50 Min re 'd 0.63" 1 0.50` "Minimum bearing length setting used: 1/2" for end supports -Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: 13'-6.0'; Clear span: 1'-5.25", 1 P-9.75"; volume = 2.4 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 fv = 42. Fv' = 207 psi fv/Fv' = 0.20 Bending(+) fb = 885 Fb' = 1345 psi fb/Fb' = 0.66 Bending(-) fb = 58 Fb' = 1343 psi fb/Fb' = 0.04 Deflection: 0.22 = L/650 0.40 = L/360 in 0.55 Interior Live Total 0.37 = L/382 0.59 = L/240 in 0.63 Cantil. Live -0.09 = L/210 0.10 = L/180 in 0.86 Total -0.15 = L/123 0.15 = L/120 in 0.97 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 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. 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. COMPANY PROJECT WoodWorksML Engineering LLC 2 (425) 558-9982 UPPER FLR Sep. 30, 2019 20:39 BM19.wwb SOn WARE rOR WOOD DES,E,'N Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location tftj Start End Magnitude Start End Unit Loadl Dead Full UDL 13.0 plf 1,oad2 Live Full UDL 53.0 plf Load3 Dead Point 2.25 323 lbs Load4 Snow Point 2.25 500 lbs Load5 Dead Point 9.75 323 lbs f.oad6 Snow Point 9.75 500 lbs Load? Dead Partial UDL 0.00 2.25 100.0 100.0 plf Load8 Snow Partial UDL 0.00 2.25 50.0 50.0 plf Load9 Dead Partial UDL 9.75 12.00 100.0 100.0 plf Load10 Snow Partial UDL 9.75 12.00 50.0 50.0 plf Self -weight Dead Full UDL 7.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 12' ----------- -- -- 4" 0' �11 I I �c..1 11'-7.09" Unfactored: Dead 643 643 Live 307 307 Snow 602 F,02 Factored: Total 1325 1325 Bearing: Length 3.00 3.00 Min re 'd 1.09 1.09 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 12'; Clear span: 11'-6.0'; volume = 2.8 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value I Unit Analysis/Design Shear fv _ 50 Fv' = 172 psi fv/Fv' = 0.29 Bending(+) fb = 515 Fb' = 977 psi fb/Fb' = 0.53 Live Defl'n 0.09 = <L/999 0.39 = L/360 in 0.22 Total Defl'n 0.19 = L/728 0.58 = L/240 in 0.33 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. 4 BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded,, special fastening details may be required. -__J COMPANY PROJECT V ML Engineering LLC L619-52 Wood Wo r ks"' Sep. 0, 2019 UPPER FLR Sep. 30, 2019 20:41 BM19 WIND.wwb SO"W XF t0R W000"VICN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Loca Lion (ftl Start End Magnitude Start End Unit Loadl Dead Full UDL 13.0 pli 1uad2 Li ve F'u 1.) UDI, 53 . 0 pi I' Lad3 Dead Point 2 .25 K3 Its 1oad4 now Point 2.'25 500 1Us 1_oad5 Dead Point 9.75 -123 Jbs I.0ad6 Snow Point 9.75 P,00 lbs Load? Dead Partial. UDL 0.00 .25 100.0 100.0 ptt Lodd8 Snow Partial UDL 0.00 2. 25 50.0 50.0 p(r Load9 Dedd Partial ULL 4.7� 1 '.Oq 100.0 100.0 p1t I.oad10 Snow Partial UDL 4.-15 12.00 50.0 50.0 plt I'oad11 Wind Point. 2.25 -1597 lbs Loddl2 Wind PC! fit 9.75 1597 1bs ,Se lf-wei hL Dead F'ulI UDL 7.0 Plf Maximum Reactions (lbs) and Bearing Lengths (in) -- - - - - -- ---- --- -- .... 12' 1 ZAJ i 0' 11'-7 41" unfactored: Dead 645 645 Live :308 308 Snow 604 602 Wind -1031 10+1 F'ar_t orod: lip] Ift -644 ' Total 3328 2i01 Bearing: L.erig t 1, 3.00 1 0 Min re 'd 1.09 1.73 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No-2 Total length: 12; Clear span: 11'-6.0'; volume = 2.6 cu.ft. Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Value Desi n Value Unit AnaiShear 65 F"v' 24. psi fviCv' = 0.BtIndirig(t)= rAn,is 519 1,W - 977 psi Lb/F'b'0.53 ive Defl'nt �L/999 0.39 = L/360 in 0.'Total Deft'n- L/710 0.58 -= 1✓240 .in 1.34 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 verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS' it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. r WoodWo rks0 COMPANY Engineering LLC ( 425) 558-9982 PROJECT 2 UPPER UPPER FLR ff4IWAgf FOR WOODOF76 Sep. 30, 2019 20:47 BM21.wwb Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location tft] Magnitude Unit tern Start End Start End Loadl Dead Full On 13.0 plf Load2 Live Full UDL 53.0 plf Load3 Wind Point 4.00 796 lbs Self -weight. Dead Full UDL 7.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : — '-' - 16' 0' 16-6.63" Unfactored: Dead 155 15b Live 412 412 Wind 602 194 Factored: Total 916 610 Bearing: -7 Length 3.00 3.00 Min re 'd 0.75 0.50 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 16'; Clear span: 15'-6.0"; volume = 3.8 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 fv = 38 Fv' = 249 psi fv/Fv' = 0.15 Bending(+) fb 418 Fb' = 850 psi fb/Fb' = 0.49 Live Defl'n 0.23 = L/806 0.52 = L/360 in 0.45 Total Defl'n 0.32 = L/590 0.78 = L/240 in 0.41 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. 4. BUILT-UP BEAMS. it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY ( 'WII'oodWo rks`� ML Engineering LLC 425) 558-9982 .?WAR/FOR WOOO OKIGN Sep. 30, 2019 20:48 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: PROJECT LB19-52 UPPER FLR BM21 UPLIFT.wwb Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start. End Start End Loadl Dead Full UDL 13.0 plf Load2 Live Full UDL. 53.0 plf Load3 Wind Point 4.00 -796 lbs Self -weight Dead Full UDL 7.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : - - -- - 16' fL7 0' Pa - F 15'-65' Unfactored: Dead 155 155 Live 412 412 Wind -603 -193 Factored: Uplift -510 -100 Total 561 567 Bearing: Length 3.00 3.00 Min re 'd 0.50* 0.50* -Minimum bearing lengtn setting used: 1i2•• for end supports Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 16'; Clear span: 15-6.0"; volume = 3.8 cu.ft. Lateral support: top= full, bottom= full; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 22 Fv' = 150 psi fv/Fv' = 0.15 Bending(+) Fb = 418 Fb' = 850 psi fb/Fb' = 0.49 Bending(-) fb = 369 Fb' = 1411 psi fb/Fb' = 0.26 Live Defl'n -0.16 = <L/999 0.52 = L/360 in 0.31 Total Defl'n -0.13 = <L/999 0.78 = L/240 in 0.16 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. 4 BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. WoodWorks® 90t MARE FOR WOOD Of 11CW COMPANY PROJECT V ML Engineering LLC LB19-52 (425) 558-9982 UPPER FLR Sep. 25, 2019 10:01 BM22 UPLIFT.wwb 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 13.0 plf Load2 Live Full UDL 53.0 plf Load3 Wind Point 4.00 -796 lbs Self -weight Dead Full UDL 7.0 p1C Maximum Reactions (lbs) and Bearing Lengths (in) : — - 16' 0' 15'-6.5" Unfactored: Dead 155 155 Live 412 412 Wind -603 -193 Factored: Uplift -510 -1.00 Total 567 567 Bearing: Length 3.00 3.00 Min re 'd 0.50* 0.50* -minimum Dearing iengm sernng usea: Ife ror ena suppons Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-114") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 16'; Clear span: 15'-6.0"; volume = 3.8 cu.ft. Lateral support: top= full, bottom= full; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear. fv = 22 Fv' = 150 psi EvlFv' = 0.15 Bending(f) fb =° 418 Fb' = 850 psi fb/Fb' _ 0.49 Bending(-) fb = 369 Fb' = 1411 psi fb/Fb' = 0.26 Live Def.l'n -0.16 = <L/999 0.52 = L/360 in 0.31 Total. Def1'n -0.13 = <L/999 0.78 = L/240 in 0.16 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. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY WoodWorks (MLEngineeringLLC -9982 SOFTWARF FOR WOOD OFf,OV Sep. 0, 2019 Sep. 30, 2019 20:48 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: PROJECT LB19-52 UPPER FLR BM23 UPLIFT.wwb P199dr--.99 Load Type Distribution Pat- tern Location [ftl Start End Magnitude Start End Unit Loadl Dead Full UDL 13.0 plf [,oad2 Live Full UDL 53.0 pif Load3 Wind Point 4.00 -796 lbs Load4 Dead Partial UDL 4.00 14.00 80.0 80.0 p1E Self. -weight IDead lFull UDL I 1 1 7.0 Ip.1f Maximum Reactions (lbs) and Bearing Lengths (in) 14' 0' 13'-6.73" Unfactored: Dead 418 636 Live 359 359 Wind -574 -222 Factored: Uplift -324 Total 777 995 Bearing: Length 3.00 3.00 Min req'd 0.64 0.82 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-114") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 14'; Clear span: 13'-6.0"; volume = 3.3 cu.ft. Lateral support: top= full, bottom= full; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear. fv = 38 Fv' = 150 psi £v/Fv' = 0.25 Bending(+) fb = 614 Fb' = 850 psi fb/Fb' = 0.72 Bending(-) fb = 23f Fb' = 1411 psi fb/Fb' = 0.17 Live Defl'n -0.12 = <L/999 0.45 = L/360 in 0.26 Total Defl'n 0.30 = L/544 0.68 = L/240 in 0.44 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. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY WoodWorks' tOri s® (MLEngineeringLLC sorrwAe(FOR WOOD DASIGN Sep. 0, 20192 Sep. 30, 2019 20:49 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: PROJECT LB 19-52 UPPER FLR BM24 UPLIFT.wwb P 9 9or'= 9 a Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start; Land Unit Loadl Dead Full UDL 13.0 plf Load2 Live Full UDL 53.0 plf Load3 Wind Point 3.50 -794 lbs Load4 Dead Partial UDL 3.50 12.50 80.0 80.0 plf Self -weight Dead Full. UDL, 7.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : I 0' 12'-6" 3 12'-0.65" Unfactored: Dead 376 567 Live 319 319 Wind -578 -216 Factored: Uplift 353 Total 61 886 Bearing: Length 3.00 3.00 Min req'd 0.57 0.73 Lumber n-ply, Hem -Fir, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.2 Total length: 12'-6.0"; Clear span: 12'; volume = 2.9 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 33 Fv' = 150 psi fv/Fv' = 0.22 Bending(+) fb = 487 Fb' = 850 psi fb/Fb' = 0.57 Bending(-) fb = 224 Fb' = 410 psi fb/Fb' = 0.54 Live Defl'n -0.08 = <L/999 0.40 = L/360 in 0.20 Total Defl'n 0.19 - L./770 0.r;0 = L/240 in 0.31 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. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. 1-29Sa -�-45 COMPANY PROJECT V ML Engineering LLC LB19-52 WoodWor S (425) 558-9982 MAIN FLR •nrrHeaeruawounne,re� Sep. 30, 2019 20:52 M.F. FLR JST TYP.wwb 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 27.0 plf 1,oad2 Live Full UDL 53.0 plf Self -weight Dead Full UDL 3.5 plf Maximum Reactions (lbs) and Bearing Lengths (in) 12' - - -- A 0' I 11 '-9.82" Unfactored: Dead 183 183 Live 318 318 Factored: Total 501 501 Bearing: Length 1.50 1.50 Min re 'd 1 0.821 0.82 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Floor joist spaced at 16.0" c/c; Total length: 12'; Clear span: 1 V-9.0"; volume = 1.4 cu.ft. Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Desi n Value Unit Analysis/Design Shear fv = 37 Fv' = 150 psi fv/Fv' = 0.24 Bending(+) fb = 553 Fb' = 977 psi fb/Fb' = 0.57 Live Defl'n 0.10 = <L/999 0.30 = L/480 in 0.34 Total Defl'n 0.19 = L/'757 0.59 = L/240 in 0.32 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. COMPANY WoodWorks (4 5) 558'9982ng LLC SWIWAYr I OR MJ00 W OGM Sep. 30, 2019 20:52 Design Check Calculation Sheet WoodWorks Sizer 11 1 Loads: PROJECT LB 19-45 MAIN FLR BM18.wwb F92©f-9-o Load Type Distribution Pat- Location [ft] Magnitude Uni1- tern Start End Start End Loadl Dead Full. UDL 210.0 plf Load2 Live Full UDL 420.0 plf Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) 6-6" 0' 6-3.82" Unfactored: Dead 707 '707 Live 1365 136! Factored: Total 2072 2072 Bearing: Length 1.75 1.75 Min req'd 1.32** 1.32*1 -"Minimum bearing length governed by the required width of the supporting member. Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: 6-6.0"; Clear span: 6-2.5"; volume = 1.5 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/Design Shear fv = 69 Fv' = 180 psi fv/Fv' = 0.38 Bending(+) fb = .765 Fb' = 1080 psi fb/Fb' = 0.71 Live Defl'n 0.04 = <L/999 0.21 = L/360 in 0.19 Total Defl'n 0.07 = <L/999 0.32 = L/240 in 0.23 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. r om WoodWorkS® ItIWAX(tUR Wbf)b bl Yll.N Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: P 93 or=-JO COMPANY PROJECT V ML Engineering LLC LB19-45 (425) 558-9982 MAIN FLR Sep. 30, 2019 20:53 BM25.wwb Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl. Dead Full UDL 190.0 plf Load2 Live Full UDL 380.0 pl.f. Self -weight Dead Full UDL 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 0' 6-5.24" Unfactored: Dead 666 6t,6 Live 1283 118i Factored: Total 1948 1948 Bearing: Length 2.50 2.50 Min r.eq'd 1.24** 1.24** "-Minimum bearing length governed by tree required width of the supporting member. Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Lumber -soft Sill plate, Hem -Fir No.3 Total length: 6-9.0"; Clear span: 6-4.0'; volume = 1.5 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/Design Shear fv = 64 Fv' = 180 psi fv/Fv' = 0.36 Bending(+) fb = '719 Fb' = 1080 psi fb/Fb' = 0.67 Live Defl'n 0.04 = <L/999 0.21 = L/360 in 0.19 Total Def.1'n 0.07 = <L/999 0.32 = L/240 in 0.22 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.