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2021.0008 structural calcsSTRUCTURAL CALCULATIONS FOR YELM 4-PLEX STEVENS AVENUE NE YELM, WA 98597 FOR REVIVAL ARCHITECTURE PROJECT NO. 2020-0240 June 9, 2020 CALCULATIONS BY RYAN EGOLF, E.I.T. REVIEWED AND STAMPED BY MICHAEL SZRAMEK, PE, SE m M k Wi w MC SQUARED, INC. 1235 EAST 4TH AVENLiE, SUITE 101 OLYMPLA, `'t'.ASHINGTON 98506-4211 (360) 754-9339 FAX (360) 352-2044 STRUCTURAL CALCULATIONS [0[417 YELM 4-PLEX XXXX STEVENS AVENUE NE YELM, WA 98597 SITE SPECIFIC LATERAL AND VERTICAL ANALYSIS AND DESIGN (DO NOT REUSE) FOR REVIVIAL ARCHITECTURE PROJECT #2020-0240 BY MC SQUARED, INC. RYAN EGOLF E.I.T. REVIEWED BY MICHAEL SZRAMEK, PE, SE SCOPE: CLIENT REQUESTED STRUCTURAL ENGINEERING TO PROVIDE LATERAL AND VERTICAL ENGINEERING FOR A TWO- STORY WOOD FRAMED 4-PLEX THURSTON COUNTY, WA. BASIS OF DESIGN IS DRAWINGS PROVIDED BY CLIENT. NO ANALYSIS AND DESIGN OF BRACING, TEMPORARY OR PERMANENT, REQUESTED OR CONDUCTED. ALL BRACING, TEMPORARY AND PERMANENT, SHALL BE RESPONSIBILITY OF CONTRACTOR. LOADS: 2015 IBC/ASCE 7-10 VERTICAL: ROOF DL= 15 PSF SL= 25 PSF FLOOR DL= 15 PSF LL= 40 PSF WALL DL= 12 PSF LATERAL: WIND: 2015 IBC, PER ASCE 7-10, SECTION 27. RISK CATEGORY II, ENCLOSED, 110 MPH EXPOSURE B. SEE ATTACHED WIND CALCULATIONS. APPROX. MEAN ROOF HT = 27' SEISMIC: 2015 IBC, PER ASCE 7-10, SECTION 12, RISK CATEGORY II, IMPORTANCE FACTOR I = 1.0, SITE CLASSIFICATION D, DESIGN CATEGORY D OMEGA= 3.0 R= 6.5 LIGHT FRAMED WOOD SHEARWALLS, USE BOTH DIRECTIONS. COEFF= 0.167 STRENGTH LEVEL, 0.117 SERVICE SOILS: ASSUMED VALUES PER TABLE 1806.2, 2015 IBC Qa = 1500 PSF. MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754.9339 FAX (360) 352-2044 MC SQUARED, INC. Job: YELM 4-PLEX #2020-1 OLYMPIA, WASHINGTON 98506 Date: Jun-20 By: RDE (360)754-9339 Sheet: Page FAX (360) 352-2044 Scope of Work: Structural calculations for the lateral for a two -tory wood framed 4-plex located in Yelm, WA. Site Address: XXXX Stevens Avenue NE, Yelm, WA 98597 Design Loads: Roof Dead load = 15 psf Snow load = 25 psf Is = 1.0 Wall Dead Load = 12 psf Floor Dead Load = 15 psf Live Load = 40 psf Partition = 10 psf Conc. Dead Load = 150 pcf Allowable Soil Bearing = 1,500 psf (Assumed) Lateral Forces per the 201518C/ASCE 7-10 Wind: VLRFO= 110 mph VASD= 85 mph Occupancy Cat II Exposure = B Roof Pitch = 5/12 Seismic: Ss= 1.248 S, = 0.497 IE= 1.0 Fa= 1.001 Fv= 1.503 SDs = 0.833 SDL = 0.498 Wood Sheathed Shear Walls R= 6.5 Cs= SDs/(R/1) p= 1.3 VLRFD= 0.167 W VASD= 0.117 W Soil: = 1500 PSF, Bearing Capacity 35 PCF, Active Pressure 250 PCF, Passive Pressure 0.45 Coefficient of Friction Yelm, WA, USA Latitude, Longitude: 46.9420431, -122.6059582 IP aSh 4Z,c�P y. 72�P St `ay q` Psi 5 Tahoma Valley Golf Course Google Yelm-Tenino s% OV ��a\�o /Tim's Pharmacy s &Gift Shop �j Klassic Cuts M Date Design Code Reference Document Risk Category Site Class OSH PD G PNS. e74 �South Puget �aPJ -Sound Habitat for... 5/22/2020, 6:52:59 AM ASCE7-10 II D - Stiff Soil Type SrP L y nT2�A4 P St s NICER ground motion. (for 1.0s period) SMS 1.249 Site -modified spectral acceleration value PNS. e74 �South Puget �aPJ -Sound Habitat for... 5/22/2020, 6:52:59 AM ASCE7-10 II D - Stiff Soil Type Value Description SS 1.248 MCER ground motion. (for 0.2 second period) St 0.497 NICER ground motion. (for 1.0s period) SMS 1.249 Site -modified spectral acceleration value SM1 0.747 Site -modified spectral acceleration value SDs 0.833 Numeric seismic design value at 0.2 second SA S01 0.498 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.001 Site amplification factor at 0.2 second Fv 1.503 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SsRT 1.248 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.266 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SO 1.5 Factored deterministic acceleration value. (0.2 second) S1 RT 0.497 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.528 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.986 Mapped value of the risk coefficient at short periods CRI 0.942 Mapped value of the risk coefficient at a period of 1 s Map data 02020 DISCLAIMER While the information presented on this website is believed to be correct, .SEAOC /OSHPD and its sponsors and contributors assume no responsibility or ................................... liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Seismic Analysis 2015 IBC / ASCE7-10 Occupancy Category II Seismic Use Group I Site Class D (assumed) Short Period Ss= 1.25 Fa= 1.00 SMs = Fa Ss = 1.249248 SDs = (2/3)SMs= 0.83 Seismic Design Category = D Seismic Design Category = D Job: YELM 4-PLEX C, = 0.02 All other structural systems 1 Second Period S, = 0.497 Fv = 1.503 SM, = Fv S, , 0.75 SD, _ (2/3)SM, = 0.50 Seismic Design Category = D x = 0.75 hn = 13.6 R = 6.5 Bearing Wall System w/ wood structural panels IE = 1.0 T = Ta = C,hnx = 0.142 k = 1.0 p = 1.3 Cs = SDs/(R/1) = 0.167 CSMa = SD,/(TR/1) = 0.541 Csmin = 0.044SDSI = 0.022 V = CSW = 0.167 W 0.7V = 0.7CsW = 0.117 W (0.7E) #2020-0240 0 4 R Clip) 0 Q �X3ld-17 Wl3A �a qi 1 5 L IN CT [a C 1 C 0 e eo 1 HER 0 �eI , ) � \! x a4 @ 8 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360)754-9339 FAX (360) 352-2044 Job: YELM 4-PLEX #2020-0240 Date: Jun -20 By: RDE Seismic Weight Criteria Roof Area = 3888 SF W for Roof = 15 PSF 2nd Fir/Low Roof Area = 3636 SF W for 2nd Fir = 15 PSF Main Floor Area = 0 SF W for Main Fir = 0 PSF LFof 2nd Fir Walls = 525 LF Plate Ht at Roof = 8 FT LFof Main Fir walls = 525 LF Plate Ht at 2nd Fir = 9 FT LFof DL Base Walls = 0 LF Plate Ht at Main Flr = 0 FT Wall Ht to Roof = 8 FT W wall = 12 PSF Wall Ht to 2nd Flr = 9 FT Wall Ht to Main Fir = 0 FT Seismic Weight Per Level Seismic Load Per Level Wt Roof 58320 # Wt Walls 25200 # Sum 83520 # VRaof = 13303 # Wt Walls 25200 # Wt 2nd Fir 54540 # Wt Walls 28350 # Sum 108090 # V2ndFir= 9115 # Wt Walls 0 # Wt Main Fir 0 # Wt Walls 0 # Sum 0 # VMain Fir — 0 # Total Wt = 191610 # 0.7V = 22418 # 0.7VTota = 22418 # Diaphragm Design Forces FpRoof — 9772 Fpmax = 19476 Fpmin = 9738 Fp2nd Fir = 12646.53 Fpmax = 25205.83 Fpmin = 12602.91 FpMam Fir= 0 Fpmax = 0 Fpmin = 0 MC SQUARED, INC. Job: YELM 4-PLEX #2020-0240 OLYMPIA, WASHINGTON 98506 Date: Jun -20 By: RDE (360) 754-9339 Sheet: Page of FAX (360) 352-2044 Wind Analysis 2015 IBC VLRFD = 110 mph Exp = B MR Ht= 27 A= 1.00 (ASCE 7-10 Table Figure 28.6-1) Main Wind Force Resisting System Ps = XP53o PP,, (Figure 28.6-1) Wind Roof Load Speed Pitch Case 110 mph Flat 1 Horizontal Pressures Vertical Pressures 4:12 A B C DE 19.2 -10.0 12.7 -5.9 F G -23.1 -13.1 -16.0 H -10.1 Ps 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 Ps min = 10.0 Ps 19.20 10.00 12.70 10.00 -23.10 -13.10 -16.00 -10.10 Pitch Case A B C D E F G H 2:12 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 Ps 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 Ps min = 10.0 Ps 21.60 10.00 14.40 10.00 -23.10 -14.10 -16.00 -10.80 Pitch Case A B C D E F G H 3:12 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 Ps 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 Ps min = 10.0 Ps 24.10 10.00 16.00 10.00 -23.10 -15.10 -16.00 -11.50 Pitch Case 4:12 1 Ps Ps min = 10.0 Ps 26.60 10.00 17.70 10.00 -23.10 -16.00 -16.00 -12.20 Pitch Case 6:12 1 Ps Ps min = 10.0 Ps F-2-4-1-0-1 10.00 17.40 10.00 -10.70 -14.60 10.00 -11.70 Pitch Case A B C D E F G H 7/12:12 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 Ps 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 Ps min = 10.0 Ps 21.60 14.80 17.20 11.80 10.00 10.00 10.00 10.00 MC SQUARED, INC. OLYMPIA. WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Job: YELM 4-PLEX #2020-0240 Date: Jun -20 By: RDE Sheet: Page of Use: 25.35 psf for Areas A and B for LRFD Use: 17.55 psf for Areas C and D for LRFD Use: 25.35/1.6= 15.84 psf for Areas A and B for ASD Design Use: 17.55/1.6= 10.97 psf for Areas C and D for ASD Design 0.41-1 = 10.8 Length Least width = 79 0.11- = 7.9 Min a = 3 a= 7.9 of wall 2a = 15.8 Use: 15.8 FT Wind Criteria for Front/Back (Between 1-5) Upper Roof Ht at Front/Back= 9.58 FT Lower Roof Ht at Front/Back= 0 FT Wall Ht to Roof = Wall Ht to 2nd Flr/Low Roof = Wall Ht to Main Fir = Wind to Unoer Roof 15.8(9.6+8.0/2)= 11.0(9.6+8.0/2)= Wind to Lower Roof 15.8(0.0+9.0/2)= 11.0(0.0+9.0/2)= Wind to 2nd Floor 15.8(8.0/2+1+9.0/2)= 11.0(8.0/2+1+9.0/2)= Wind to Main Floor 0 0 Wind to Deck 15.8( 0 ) _ Wind to Covered Porch 15.8( 0 ) _ Sum to Front /Back = 8 FT Length of Wall at Upper Roof= 79 LF 9 FT Length of Wall at 2nd Flr = 79 LF 0 FT Length of Wall at Main Flr = 0 LF Length of Wall at Low Roof = 0 LF 215.2 PLF 149.0 PLF 71.3 PLF 49.4 PLF 151 PLF 104 PLF 0 PLF 0 PLF 0 PLF 0 PLF 21777 # Lenath of wall Length of Roof 0 FT Wind Load 3399 # 9414 # 12813 # Wind Load 0# 0# 0# Wind Load 2378.15 # 6585.64 # 8963.78 # Wind Load 0# 0# 0# Wind Load 0# Wind Load 0# 0 15.8 FT 63.2 FT Sum = Length of wall 0 FT 0 FT Sum = Length of wall 15.8 FT 63.2 FT Sum = Length of wall 0 FT 0 FT Sum = Length of Deck 0 FT Length of Roof 0 FT Wind Load 3399 # 9414 # 12813 # Wind Load 0# 0# 0# Wind Load 2378.15 # 6585.64 # 8963.78 # Wind Load 0# 0# 0# Wind Load 0# Wind Load 0# 0 I,( MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 0.41-1 = 10.8 Least width = 48 Min a = 3 a = 4.8 2a = 9.6 Upper Roof Ht at Sides = Job: YELM 4-PLEX #2020-0240 Date: Jun -20 By: RDE Sheet: Pape of 0.11- = 4.8 Use: 9.6 FT 4.79 FT Lower Roof Ht at Sides = 0 FT Wall Ht to Roof = 8 FT Length of Wall at Upper Roof= 48 LF Wall Ht to 2nd Flr/Low Roof = 9 FT Length of Wall at 2nd Fir = 46 LF Wall Ht to Main Fir = 0 FT Length of Wall at Main Fir = 0 LF Length of Wall at Low Roof = 0 LF Wind Criteria for Sides (Between A -C) Wind to Upper Roof Length of wall Wind Load 15.8(4.8+8.0/2)= 139.3 PLF 9.6 FT 1337 # 11.0(4.8+8.0/2)= 96.4 PLF 38.4 FT 3702 # Sum = 5039 # Wind to Lower Roof Length of wall Wind Load 15.8(0.0+9.0/2)= 71.3 PLF 0 FT 0 # 11.0(0.0+9.0/2)= 49.3594 PLF 0 FT 0 # Sum = 0 # Wind to 2nd Floor Length of wall Wind Load 15.8(8.0/2+1+9.0/2)= 150.516 PLF 9.6 FT 1444.95 # 11.0(8.0/2+1+9.0/2)= 104.203 PLF 36.4 FT 3792.99 # Sum = 5237.94 # Wind to Main Floor Length of wall Wind Load 0 0 PLF 0 FT 0 # 0 0 PLF 0 FT 0 # Sum = 0 # Wind to Deck Length of Deck Wind Load 15.8( 0 ) = 0 PLF 0 FT 0 # Wind to Covered Porch Length of Roof Wind Load 15.8( 0 ) = 0.0 PLF 0 FT 0 # Sum to Sides = 10277 # 15- MC s MC SQUARED, INC. Job: YELM 4-PLEX #2020-0240 OLYMPIA, WASHINGTON 98506 Dale: Jun -20 By: RDE (360) 754-9339 Sheet: Page of FAX (360) 352-2044 Roof Diaphragms (Wind) Line WPLr L B y v M C=T 1-2 162 19 48 1541 32 7319 152 # 2 - 3 162 20.5 48 1663 35 8520 178 # 3 - 4 162 20.5 48 1663 35 8520 178 # 4-5 162 19 48 1541 32 7319 152 # A -B 105 22 79 1155 15 6352 80 # B - C 105 26 79 1365 17 8871 112 # Roof Diaphragms (Seismic) 2 - 3 113 20.5 46 1163 25 5960 Line WPLP L B y v M C=T 1-2 168 19 48 1600 33 7599 158 # 2 - 3 168 20.5 48 1726 36 8846 184 # 3 - 4 168 20.5 48 1726 36 8846 184 # 4-5 168 19 48 1600 33 7599 158 # A- B 277 22 79 3049 39 16768 212 # B - C 277 26 79 3603 46 23420 296 # Use 7/16" Plywood w/8d's @ 6" O.C. Top plate okay by inspection Floor Diaphragms (Wind) Line WPLP L B y v M C=T 1-2 113 19 46 1078 23 5120 111 # 2 - 3 113 20.5 46 1163 25 5960 130 # 3-4 113 20.5 46 1163 25 5960 130 # 4-5 113 19 46 1078 23 5120 111 # A - B 114 20 79 1139 14 5693 72 # B -C 114 26 79 1480 19 9622 122 # Floor Diaphragms (Seismic) Line WPLP L B y v M C=T 1-2 115 19 46 1096 24 5206 113 # 2 - 3 115 20.5 46 1183 26 6061 132 # 3 - 4 115 20.5 46 1183 26 6061 132 # 4-5 115 19 46 1096 24 5206 113 # A - B 198 20 79 1982 25 9908 125 # B- C 198 26 79 2576 33 16744 212 # Use 3/4" Plywood w/10d's Q 6" O.C. ,U1 T • I 1�-r A ' 1 l ,� , t1 Top plate okay by inspection MC SQUARED, INC. Job: YELM 4-PLEX #2020-0240 OLYMPIA, WASHINGTON 98506 Date: Jun -20 By: RDE (360)754-9339 Sheet: Page of FAX (360) 352-2044 Loads to Lines (Wind) Line Roof Roof Sub Floor Redistribution Sub Total 1 1541 1541 1078 - 2619 21777 # 2 1541+1663 3203 1078+1163 - 5444 3326 3 1663+1663 3325 1163+1163 - 5651 1096 - 4 1663+1541 3203 1163+1078 - 5444 5030 l 5 1541 1541 1078 - 2619 A 1155 1155 1139 B 1155+1365 2520 1139+1480 Loads to Lines (Seismic) Line 2294 10277 # 5139 2845 1 1600 1600 1096 - 2696 22418 # 2 1600+1726 3326 1096+1183 - 5605 3 1726+1726 3452 1183+1183 - 5817 4 1726+3049 3326 1183+1096 - 5605 5 1600 1600 1096 - 2696 A 3049 3049 1982 - 5030 l 22418 # B 3049+3603 6652 1982+2576 - 11209 C 3603 3603 2576 - 6179 J 16 ZOmN W ZT. OQrm m�mM a5Fv F O 0w�w�m�w� >> w U ZU w 2 Ti 2 0 0 =_ 0 g mmm rr n 'r n nr n r r r r A a v mM m q } N N m m a cf e w e n M m m M N m m„ m M r N V) r r w tmV } f LL K LL K LL Q nl N U IL R LL R u K LL K LL 12 >> w w o o w ___ =_ _ g mmm rr n A a v mM m q } N N m i N m„ m M r V V) r r LL LL K LL K LL Q nl U 12 TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10" Anchor Bolts (AB's) with single plates or 1/2" dia. by 12" AB's with 3X or double plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall. All anchor bolts shall be placed within 12" from corners, and 12" from the ends of both plates at splices. All anchor bolts shall have a 3" square, 1/4" thick plate washers between the top of the sill plate and the nut. (If using expansion anchors as substitutes for anchor bolts, embed a minimum of 3-1/2" into concrete.) All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent when used with 1/2" plywood). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent holdowns by United Steel Products Company "Kant -Sag" that have ICC approval can be substituted in place of Simpson holdowns. The nailing of the sole plate to the floor shall be 16d common nails to match the spacing of the shear wall edge nailing. Wall framing shall be #2 Doug -Fir or better. 3X, 4X, or 6X studs can be made from multiple 2X studs glued and nailed together with (2) rows of 10d's at 8" on center each row. 3x sill plates can be a combination of (1) pressure treated 2X sill directly in contact with concrete and another non -treated 2X sill plate nailed to the lower plate with (2) rows of 10d common nails at 6" on center each row. All fasteners in pressure treated wood shall be hot dipped galvanized or stainless steel. Anchor bolts are not required to be of stainless steel or galvanized. ROOF DIAPHRAGM Y2" plywood or 7/16" OSB, span rated 24/16 or better, nail with 8d common nails at 6" on center edges and 12" on center field. Sheathing shall lay perpendicular to framing. FLOOR DIAPHRAGM 3/4" tongue and groove plywood or OSB sheathing span rated 48/24 or better. Glue and nail with 10d commons at 6" on center edges, and 12" on center field. Sheathing shall lay perpendicular to framing. 19 SHEAR WALL SCHEDULE i sheathing nailed with 8d's at 6" on center all edges. (Capacity= 260 plf ) 2 sheathing nailed with 8d's at 4" on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity= 380 plf ) 3 sheathing nailed with 8d's at 3" on center all edges with 3X or 4X studs at adjoining panel edges. (Capacity= 490 plf ) HOLDOWN SCHEDULE LTT20B LTT20B attaches to foundation with 1/2" diameter anchor bolt with 7" minimum embedment for cast in place construction. Use Y2" diameter threaded rod in cleaned 5/8" diameter hole 6" deep and epoxy with Simpson AT -XP if installed after concrete has been cast. LTT20B attaches to double stud minimum with (10) 16d sinker nails. (Cap = 1500) HDU2 HDU2 attaches to foundation with a 5/8" diameter anchor bolt with 14" minimum embedment for cast in place construction. Use 5/8" diameter threaded rod in cleaned 3/4" diameter hole 7" deep and epoxy with Simpson AT -XP if installed after concrete has been cast. HDU2 attaches to double studs with (6) Simpson SDS1/4X3 screws. (Cap = 3075) O ITN O O N O X W ILJ I V J W } 0 O 11 �o x x x x (6 C-4 D O V N N (D � O co c IT c O N 00 O N a) N x x m o. � 0 o �N uo C rn v ro lD M 'V Q Q V x _ O N O @ 0 V (D N Q O p (D M a O U U x C (1) LU II II N II 00 v O O N_ LL m + LO Q O = Q n (n c v v �o x x x C-4 D O V N N (D � co c IT c � V) N �N C m m 'V Q Q V x _ @ 0 N CL a a) (1) 4) C (1) CA N N N_ LL m m Q O = Q n (n c a) O m Q s 0 m a L) > x Q { Q F >C > a �o MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX(360)352-2044 Job: Date: By: Sheet: Line B Pace of DRAG STRUT DESIGN Total line length= ®ft Strap force at 11.00 ft Diaphragms 27.00 ft Level Diaphragm Unit Shear Start End 1 Roof A -B 39 0 79 2 Roof B -C 46 0 79 3 = 710 8 4 End 5 Roof 6 145 7 11.17 8 Roof 9 145 10 38.83 3 Horizontal Unit Shears 10a 80 145 60 50.83 40 Roof 20 145 0 79 -20 2 40 0.65 60-- 0 -8 Strap force at 11.00 ft = -654M 27.00 ft = 675 g 38.83 It = -25 p 50.83 ft = -729 M 67.83 ft = 710 8 Diaphragm Capacity = Strap Sheamalls Coil Strap End Distance (ft) Size lCapacity Level Wall segment Unit Shear Start End 1 Roof 11.17 145 0 11.17 2 Roof 11.83 145 27 38.83 3 Roof 11.83 145 39 50.83 4 Roof 11.17 145 67.83 79 5 2 382 With 10d's 0.65 3.02 0 6 0 7 0 8 0 90 10 0 Strap Coil Strap End Distance (ft) Size lCapacity Nail Spacing Nail Capacity (#) Wall Blocking 0520 or MST27 1030 2 182 With 10d's 0.60 2.78 C520 or MST27 1030 2 182 With 10d's 0.62 2.87 CS20 or MST27 1030 2 182 With 10d's 0.02 0.11 C520 or MST27 1030 2 182 With 10d's 0.67 3.10 CS20 or MST27 1030 2 382 With 10d's 0.65 3.02 A MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Date: By: Sheet: Page—a_of mu MA I I X3�d-b MAA b w� oz M oa e Q �y b z3 eH 91W a 1 1I111111111111T� �f�0�°� 4 Oe �_ � °LI lillllllllllll`��"�`__ � oo� `. �II�Illvvvv�vwvv�vvvww� �I ea �00 —� 1�,_ �o11I 11111111111111 ....�.eB... .............ee.......allfltlllllllll... _I' II b z3 eH 91W a 1 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352.2044 -#Zv2-0 - Oz -11a - `lr=" �/- pLEX Sheet: )2t»y f RA-Nt'Z-NL• Page L"( of �jl�A_A; S Fk psi ( #zD�F�rxt� S-�AN Dc. = I S-fF C y6C6-/z) PIF �1 zr�sF C DC+^ �S P(f -5AM e s 3 s L - zs PES �, F�- DL= 3�sr�� ) sA�, AS 3 5 = bz s p�F 6,6-3 DL— 1) lF SAM& kS 13 sL=6zs� � 51,4n/' = sJ h x-6 ®.� Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Max fv/FvRatio = Title Block Line 6 Printed: 1 JUN 2020, 9:32AM Multiple Simple Beam File: 2020-0240 - Yelm4-Plexa06 4.400 ft in Span # 1 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.3.25 Lic. # ; KW -06005122 MC SQUARED, INC. Description : ROOF FRAMING +D+S+H Wood Beam Design: A Max Reactions (k) D L Lr Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 4x8, Sawn, Fully Unbraced 0.90 Using Allowable Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb -Tension 900.0 psi Fc- Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.360, S = 0.60 k/ft, Tdb=1.0 ft Design Summary Max fb/Fb Ratio = 0.879.1 fb : Actual: 1,174.11 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.02 psi 900 psi Fc - Perp Load Comb: +D+S+H Unif Load: D = 0.3750, Max fv/FvRatio = 0.521 : 1 fv : Actual : 107.82 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.90 1.50 Right Support 0.90 1.50 Wood Beam Design: B Wood Species : Douglas Fir -Larch Fb- Tension 900 psi Fc -Prll Fb - Compr 900 psi Fc - Perp Applied Loads 0.543: 1 Unif Load: D = 0.3750, S = 0.6250 k/ft, Tdb=1.0 ft Design Summary Max fb/Fb Ratio = 0.916; 1 D 0.380 8 0.60 PENEEW 4x8 5.Oft H Transient Downward 0.048 in Total Downward 0.076 in Ratio 1257 Ratio 786 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 ASCE 7-16.2 Load Combinations, Major Axis Bending Wood Grade: No.2 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf 625 psi Ft 575 psi Eminbend - xx 580 ksi fb : Actual : 1,223.03 Psf at 2.500 ft in Span # 1 Fb : Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.543: 1 fv : Actual: 112.32 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Left Support 0.94 1.56 Right Support 0.94 1.56 Transient Downward 0.050 in Ratio 1207 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.079 in Ratio 754 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 Project Title: You can change this area Engineer: 6 Z using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. 1800 ksi Density Title Block Line 6 Printed: 1 JUN 2020, 9:32AM Multi le Simple Beam p p FiWN)20-02 - em - ex.e 0.000 ft in Span # 1 Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.3.25 Lic. #: KW -06005122 r Wood Beam Design: C Unif Load: D=0.3750, S = 0.6250 k/ft, Trib=1.0 It Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 Using Allowable Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending 2,160.71 psi at 4.125 ft in Span # 1 Wood Species: DF/DF Wood Grade: 24F -V4 Load Comb: Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi 0.000 ft in Span # 1 Applied Loads 304.75 psi Load Comb: Unif Load: D=0.3750, S = 0.6250 k/ft, Trib=1.0 It Max Reactions (k) D L Lr Design Summary Left Support 1.55 2.58 Max fb/Fb Ratio = 0.824 1 D 0.3750 s 0.6250 2.58 fib : Actual : 2,240.00 psi at 3.500 ft in Span # 1 Fb: Allowable : 2,718.91 psi Load Comb: +D+S+H 3.5x7.5 Max fv/FvRatio = 0.543: 1 7.0 ft fv : Actual : 165.33 psi at 6.393 R in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L- Lr S W E H Transient Downward 0.153 in Total Downward 0.245 in Left Support 1.31 2.19 Ratio 548 Ratio 342 Right Support 1.31 2.19 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: D Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Wood Species: DF/DF Fb- Tension 2400 psi Fc -Prll Fb - Compr 1850 psi Fc- Perp Applied Loads Unif Load: D = 0.3750, S = 0.6250 k/ft, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.802.1 ASCE 7-16.2 Load Combinations, Major Axis Bending Wood Grade: 24F -V4 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf 650 psi Ft 1100 psi Eminbend - xx 950 ksi fb : Actual : 2,160.71 psi at 4.125 ft in Span # 1 Fb : Allowable: 2,694.51 psi Load Comb: +D+S+H Max fv/FvRatio = 0.529: 1 fv : Actual : 161.07 psi at 0.000 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 1.55 2.58 Right Support 1.55 2.58 D 0.3750 S 0.8250 3.5x9 8.250 ft H Transient Downward 0.171 in Total Downward 0.274 in Ratio 578 Ratio 361 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Wood Beam Design : E Project Title: Engineer: Project ID: Project Descr: )/ Printed: 1 JUN 2020, 9:32AM Build 12.20.3.25 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 Using Allowable Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.3750, S = 0.6250 k/ft, Trib=1.0 ft Design Summary 010.3750) 3(0.6250) Max fb/FbRatio = 0.667 1 lb:ActuaActual : 892.58 Psi at 1.500 ft in Span # 1 Fb: Allowable: 1,339.10 psi Load Comb: +D+S+H 2-2X6Max fv/FvRatio = 0.461: 1 fv : Actual: 95.45 psi at 2.550 ft in Span # 1 3.0 R Fv: Allowable: 207.00 psi r Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.017 in Total Downward 0.028 in Left Support 0.56 0.94 Ratio 2092 Ratio 1307 Right Support 0.56 0.94 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: F Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Wood Species : Douglas Fir -Larch Fb- Tension 900.0 psi Fc -Prll Fb - Compr 900.0 psi Fc - Perp Applied Loads +D+S+H Unif Load: D = 0.030, S = 0.050 k/ft, Trib=1.0 ft Design Summary 0.000 in Max fb/Fb Ratio = 0.149 1 h ASCE 7-16.2 Load Combinations, Major Axis Bending Wood Grade: No.2 1,350.0 psi Fv 180.0 psi Ebend- m 1,600.0 ksi Density 31.210 pcf 625.0 psi Ft 575.0 psi Eminbend -)o< 580.0 ksi fb : Actual : 198.35 Psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.17 psi 3530 Load Comb: +D+S+H Max fv/FvRatio = 0.072: 1 0.000 in fv : Actual : 14.91 psi at 4.550 It in Span # 1 Fv, Allowable : 207.00 psi 9999 Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.08 0.13 Right Support 0.08 0.13 D 0.030 S 0.050 2-2x6 5.0 ft H Transient Downward 0.011 in Total Downward 0.017 in Ratio 5648 Ratio 3530 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: S KaR 28 ag YEN ,�4 XA�d-b Wl3)\ a Q pig t k:=iar;�a los MEM. O 2 N k0 on 3� o e, - �,��►� = jai O 2 N MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360)754-9339 FAX (360) 352-2044 Job: �# ZcDZ.o - O Z// c7 Yb --.L( y - ISLE x Sheet: 2ti8 FL -2 -Z Fa4l�zrLA� Page_2�_of MC-A&Z 2 A 5�A--.) _ f -2 r -C CANT Sps� L�= yo sF 1 is=zSnzF c ``) C ") = g�� DF �A�T, J T� 2S --E. 2-3 C siz� ate= lTp,5-FC 1s,zSFfIZ+ `I2- c, L.3 I zo11, � l �1(-/i�) = 46� Pif I � 7 p ( f FRon McMi3C+, - A 1. (-(F-u-)C� `/ sf ( z '0FE I -0 �(( /a,�) 7 e -Z5 o- 0i F 171 Cwgc �)' = 12—nSf ( �F�) '761 f MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360)754-9339 FAX (360) 352-2044 Job:+ZOZo — D- `IO \'(�'(,.M ' ' pLbk Sheet 2A,,> TL1 F,2,4,m v6 Page 'JU of sl'aN = -2 FC, 117/ LZL G saAti = 1S.Zs F6, pL. lS�sF �16/,z) = Zoplf 1Z0 Ft2-,, h / e— 8 �� Pte- 3z� 5?Ahj = 6 r-� ISpsF( //6C-6 + zF<- =- 3�Splr 5� = zS Ns( C ,< D1. (t,/4L-(,) = I z ps [ 9r"( p(- CI(-tz) grt h) = bopv �, 13�ux ll7% LVC, ( F = / 5--p 5f I -Z- = 1z "�'p\F (7) z >6 d;) MC SQUARED, INC. Job: It- Zozo ` eLr 7—Pc.ex OLYMPIA, WASHINGTON 98506 (360) 754-9339 Date: By: FAX (360) 352-2044 Zkb Fra Sheet: FRA'y44-A"(' Page of sc. _r_zr/sF is' SF C (- zfc /'z f ,( t /0F) " ) - p�F 2�PLC D 0o it FO R T E CM MEMBER REPORT PASSED + 0 2nd Floor, Member A 1 piece(s) 117/8" T7I@ 560 @ 16" OC 19' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. PA Design Results Actual @ Location Allowed Result UDF Load: combination (pattern) Member Reaction (Ibs) 2080 @ 20' 2 1/4" 3973 (5.25") Passed (52%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1448 @ 20' 5n 2358 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 2930 @ 9' 3 3/4" 9500 Passed (31%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Dell. (in) 0.097 @ 22' 5" 0.200 Passed 12L/550) -- 1.0 D + 1.0 5 (All Spans) Total Load Defl. (in) 0.140 @ 22' 5" 0.200 Passed (2L/384) -- 1.0 D + 1.0 S (All Spans) TJ -Pro'" Rating 45 Any Passed -- -- • Deflection criteria: LL (1-1360) and n (1-/360). • overhang deflection criteria: LL (21.10.2") and n (21-10.2"). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" a/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' c/o based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edger" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ.ProT" Rating include: None. Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed, Vertical Loads Bearing Length Loads to Supports (Ibs) Dead Floor Live Snow (0.90) (1.00) (1.15) Comments Supports Total Available Required Dead Floor Live Snow Total Accessorles 1- Rod wall - DF 5.50" 4.25" 1.]5" 135 1 548/-1 -90 683/-91 1 1/4" Rim Board 2 - Stud all - DF 5.50" 5.50" 3.50" 922 1 654 890 2466 Bloddng • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed, Vertical Loads Location (Side) Spacing Dead Floor Live Snow (0.90) (1.00) (1.15) Comments I - Uniform (PSF) 0 to 22' S" I6" 15.0 40.0 - Default Load 2-Point(Ib) 22'5" N/A 608 - 800 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of it products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantee related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible W assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and ire ralladon details refer to wrwv.weyerhaeuseccom/woodproducts/document-libmry. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 6/9/2020 2:15:33 PM UTC ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 a4yerhaeuser File Name: 2020-0240 - Yem 4-PIeX Page 1 / 1 ]ob Notes Ryan Ell MC Squared Inc (360)]54-9339 ryane@mcz-inc.com 4FORTEEM')�), MEMBER REPORT PASSED 2nd Floor, Member B 1 piece(s) 117/8" TJ1@ 230 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual Location Allowed Result UDF Load: Combination (Pattern) Member Reaction (lbs) 562 @ 15' 8 1/2" 1060 (1.75") Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 562 @ 15' 8 1/2" 1655 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2155 @ 8' 1/2" 4215 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.186 @ 8' 1/2" 0.511 Passed (L/991) -- 1.0 D + 1.0 L(All Spans) Total Load Der. (in) 0.255 @ 8' 1/2" 0.511 Passed (L/721) -- 1.0 D + 1.0 L (AII Spans) TJ -Pro'" Rating 45 Any Passed -- -- • Deflection criteria: LL (L/360) and TL (1-/360). • Tap Edge Bracing (Lu): Top compression edge must be braced at 5' 10" c/o based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15'7" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span R Ung) that is glued and nailed down. • Addifional considerations for the TJ -Pro'^ Rating include: None. Rim Board is assumed to carry all loads applied directly above fl, bypassing the member being designed. At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger I See Connector grid below for additional information and/or requirements. v Required Bearing Length / Required Bearing Length with Web Summers System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Support Bearing Length Loads to Supports (lbs) Top Fasteners Supports Total Available Required Dead Floor I.N. Total Accessorles I - Stud wall - DF 5.50" 4.25" 1.75" 161 429 590 1 1/4" Rim Board 2 - Hanger on 11 7/8" GLS beam 5.50" Hanger, 1'75 i 163 433 596 See note r .75 Rim Board is assumed to carry all loads applied directly above fl, bypassing the member being designed. At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger I See Connector grid below for additional information and/or requirements. v Required Bearing Length / Required Bearing Length with Web Summers System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Support i Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10d 2 -Strong -Grip Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 16' 2" 16" 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodpmducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Ryan Egolf MC Squared Inc (360)754-9339 ryaneamc2-Inc.com 6/9/2020 2:14:33 PM UTC ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 er File Name: 2020-0240 - Yelm 4-Plex Page 1 / 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Multiple Simple Beam 2ND FLOOR FRAMING C Project Title: Engineer: Project ID: Project Descr: Printed: 9JUN 2020, 7:1 MM Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.5x13.5, GLB, Fully Braced Using Allowable Stress Design with ASCE 7.16.2 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F -V4 Flo - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend -xx 950.0 ksi Applied Loads Total Downward Unif Load: D = 0.1670, L = 0.4450 k/fl, Tdb=1.0 ft Design Summary 492 Max fb/Fb Ratio = 0.662 1 fb : Actual : 1,588.04 psi at 8.500 R in Span # 1 Fb : Allowable: 2,400.00 psi Load Comb: +D+L Max fv/FvRatio = 0.346: 1 fv : Actual : 91.78 psi at 15.923 ft in Span # 1 Fv: Allowable : 265.00 psi Load Comb: +D+L Max Reactions (k) D L Lr S W E Left Support 1.42 3.78 Right Support 1.42 3.78 Wood Beam Design: D _ D 0.1670 L 0.4450 VE 00000002111 14 56.135 17.0 ft H Transient Downward 0.414 in Total Downward 0.570 in Ratio 492 Ratio 358 fb : Actual : LC: L Only Fb : Allowable: LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 Load Comb: LC: Max Reactions (k) LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 ✓� v Using Allowable Stres's Design with ASCE 7-16-2 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F -V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pd Flo - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads Total Downward Unif Load: D = 0.6920, L = 0.4910, S = 0.6880 k/ft, Tdb=1.0 ft Design Summary 905 Max fb/Fb Ratio = 0.754 1 fb : Actual : 2,037.98 psi at 8.000 ft in Span # 1 Fb : Allowable: 2,704.23 psi Load Comb : +D+0.750L+0.750S Max fv/FvRatio = 0.510: 1 fv : Actual : 155.40 psi at 0.000 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D L Lr S W E Left Support 5.54 3.93 5.50 Right Support 5.54 3.93 5.50 D 0.6920 L 0.4910 S 0.6880 5.5x18 16.0 ft H Transient Downward 0.212 in Total Downward 0.486 in Ratio 905 Ratio 395 LC: S Only LC: +D+0.750L+0.7505 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Wood Beam Design: E Project Title: Engineer: Project ID: Project Descr: SofMrare Calculations per NDS 35 - Printed: 9JUN 2020, 7:1 IAM File: 020-0 - Yelm - lex.ec6 INC. 1983-2020, Build:12.20.3.25 . r IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.2990, L = 0.540 k/ft, Tr1b=1.0 ft Desiun Summary o 0.2990 L o.5_40J,_ Max fb/Fb Ratio = 0.509 1 fb : Actual : 593.17 psi at 1.335 ft in Span # 1 Fb : Allowable: 1,165.78 psi Load Comb: +D+L OEM Max fv/FvRatio = 0.373:1 PON 2-20 fv : Actual : 67.20 psi at 0.000 ft in Span # 1 i 2.570 ft Fv: Allowable: 180.00 psi 2.000 ft in Span # 1 Fb : Allowable : 1,953.02 psi Load Comb : +D+L Max Deflections LC: L Only Max fv/FvRatio = Max Reactions (k) D L Lr S W E H Transient Downward 0.009 in Total Downward 0.014 in Left Support 0.40 0.72 Ratio 3434 Ratio 2210 Right Support 0.40 0.72 LC: L Only S w E LC: +D+L 0.12 0.32 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: F Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Wood Species : Level Truss Joist Fb - Tension 2,325.0 psi Fc - Pill Fb - Compr 2,325.0 psi Fc - Perp Applied Loads Unif Load: D=0.060, L = 0.160 k/it, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.066; 1 h ASCE 7-'16.2 Load Combinations, Major Axis Bending Wood Grade: TimberSlrand LSL 1.55E 2,050.0 psi Fv 310.0 psi Ebend- xx 1,550.0 ksi Density 45.010 pcf 800.0 psi Ft 1,070.0 psi Eminbend - xx 787.82 ksi fb : Actual : 128.37 psi at 2.000 ft in Span # 1 Fb : Allowable : 1,953.02 psi Ratio Load Comb: +D+L LC: L Only Max fv/FvRatio = 0.052: 1 Transient Upward 1v : Actual : 16.09 psi at 0.000 ft in Span # 1 Fv: Allowable: 310.00 psi Ratio Load Comb: +D+L LC: Max Reactions (k) D L Lr S w E Left Support 0.12 0.32 Right Support 0.12 0.32 D 0.080 L 0.180 00 ,.75x11.198 H Transient Downward 0.002 in Total Downward 0.003 in Ratio 9999 Ratio 9999 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiule Simple Beam Project Title: Engineer: Project ID: Project Descr: Printed: 9JUN2020, 7:11AM File: - - Yelm 4-Plex.e INC. 1983-2020, Build:12.20.3.25 3� Wood Beam Design : G Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x11.875, TlmberStrand LSL, Fully Unbraced Using Allowable Stress Design with ASCE 7.16-2 Load Combinations, Major Axis Bending Wood Species : il-evel Truss Joist Wood Grade: Microl-am LVL 2.0 E Fb - Tension 2,600.0 psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- m 2,000.0 ksi Density 42.010 pcf Fb -Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 11555.0 psi Eminbend -xx 1,016.54 ksi Aoolied Loads = 0.782 fb : Actual : Unif Load: D = 0.1160, L = 0.0530 klft, Tdb=1.0 ft Flo: Allowable: 1,941.34 psi Point: D=0.120, L=0.320k@8.Oft +D+S Max tv/FvRatio = Design Summary fv : Actual : 168.55 psi Max fb/Fb Ratio = 0.401 1 0 0.1150 LTO.0530) Load Comb: : Actual : 958.87 psi at 7.981 ft in Span # 1 g L F Fb :Allowable : 2,388.49 psi an , Right Support Load Comb: +D+L 3.5x11.575 Max fv/FvRatio = 0.172: 1 15.250 ft fv : Actual : 48.95 psi at 14.284 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D L !Jr S W E H Transient Downward 0.108 in Total Downward 0.269 in Left Support 0.94 0.56 Ratio 1690 Ratio 679 Right Support 0.95 0.57 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: H Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Wood Species : il-eve Fb- Tension 2, Fb - Compr 2, Applied Loads Unif Load: D=0.6310, Design Summary able Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending Joist Wood Grade : MicroLam LVL 2.0 E psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- m 2,000.0 ksi Density 42.010 pcf psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend-xx 1,016.54 ksi L = 0.160, S = 0.6250 klft, Tdb=1.0 ft Max fb/Fb Ratio = 0.782 fb : Actual : 1,517.74 psi Flo: Allowable: 1,941.34 psi Load Comb: +D+S Max tv/FvRatio = 0.514: fv : Actual : 168.55 psi Fv: Allowable : 327.75 psi Load Comb: +D+S Max Reactions (k) g L Left Support 1.59 0.48 Right Support 1.59 0.48 1 at 3.000 ft in Span # 1 1 at 5.020 ft in Span # 1 Lr S W 1.88 1.88 D(O.Wi(n U0.1601 S(0.6260) X01 M1.75.11.876 MR 8.0 fl Transient Downward 0.038 in Ratio 1919 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.069 in Ratio 1037 LC:+D+S Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 Project Title: You can change this area Engineer: 3 7 using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. 0.366: Title Block Line 6 Printed: 9 JUN 2020, 7:11AM le Simple Beam File: Yelm 4-.20x..6Multi Load Comb: +D+L Software copvrinht ENERCALC, INC. 1983-2020, BuiItl:12.20.3.25 0 6 Wood Beam Design: I Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-2x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: 0=0.1280, Design Summary L = 0.340 klft, Tr1b=1 A ft Max fb/Fb Ratio = 0.638; fb : Actual : 742.61 psi Fb : Allowable: 1,163.76 psi Load Comb: +D+L Max fv/FvRatio = 0.366: fv : Actual : 65.80 psi Fv: Allowable: 180.00 psi Load Comb: +D+L Max Reactions (k) 0 6 Left Support 0.26 0.68 Right Support 0.26 0.68 Wood Beam Design: J Wood Species: Dou Fb - Tension Fb - Compr Applied Loads Unif Load: D=0.160, Desian Summary Max fb/Fb Ratio fb : Actual : Fb: Allowable: Load Comb: Max fv/FvRatio = tv : Actual: Fv: Allowable: Load Comb: D 0.1280 L(0.340) at 2.000 ft in Span # 1 PNME2=-2x6=q 114 4.0 n at 0.000 ft in Span # 1 y i Lr S W E H Transient Downward 0.030 in Total Downward 0.041 in Ratio 1622 Ratio 1178 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 allowable Stress Design with ASCE 7-16-2 Load Combinations, Major Axis Bending s Fir -Larch Wood Grade: No.2 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi L = 0,0270, S = 0.050 Wit, Tr1b=1.0 ft 0.258; 1 345.52 psi at 2.000 ft in Span # 1 1,337.13 psi +D+0.750L+0.750S 0.148: 1 30.62 psi at 0.000 ft in Span # 1 207.00 psi +D+0.750L+0.750S Max Reactions (k) D L Lr S W Left Support 0.32 0.05 0.10 Right Support 0.32 0.05 0.10 D 0.160 L 0.0270 5 0.050 "2-2x6 poommalKw 4.0 n Transient Downward 0.004 in Ratio 9999 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.019 in Ratio 2533 LC: +D+0.750L+0.750S Total Upward 0.000 in Ratio 9999 LC: MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Job: ZOZ D — O 1iFj—M #— R-,c—X Date: By: 22 Sheet: I�aSTs / S r lQS Page 'J 8 of Lu, ,DvOK e� All �- DL= ► sp4 ( '-6Q /z l l4e) C 2-f7e) _ '?zv a+ ✓C. = 2-5- p'F ( " 1 " ) � it ) c If 'LO o li -D(_= I7.,p3f C '(-//7-) = 12t7 w WL=' I4,gp5fC 1(0Fk/2- + th2 = 121pIf I)L� S �sf c -z- Z- C,1( -//Z) = 2-4m tt 5 33 f* o L2) 2 X(a �GZtiGGS Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Wood Column DESCRIPTION: POST P1 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16-2 Project Title: Engineer: Project ID: 3 f/ i 7 Project Descr: Printed: 2JUN 2020, 6:48AM 2020-0240 - Yelm -Plex.ec6 INC. 19n2020, Build:12.20.3.25 General Information 0.03371 :1 PASS Max. Axial+Bending Stress Ratio = 0.5801 :1 Load Combination Analysis Method : Allowable Stress Design Governing NDS FommI41 Comp + Mxx, NDS Eq. 3.9-3 Wood Section Name 6x6 At maximum location values are ... End Fixities Top & Bottom Pinned Applied Axial Wood Grading/Manuf. Graded Lumber -1.033 k -ft Overall Column Height 9 ft Wood Member Type Sawn PASS 9.0 It ( Used for non -slender calculations) 1.000 Exact Width 5.50 in Allow Stress Modification Factors 8.940 ft Wood Species Douglas Fir -Larch PASS 9.0 ft Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 8.940 ft Area 30.250 !n^2 Cf or Cv for Compression 1.0 Fb+ 1200 psi Fv p 170 psi p Ix 76.255 in A4 Cf or Cv for Tension 1.0 Fb - 1200 psi Ft 825 psi ly 76.255 in A4 Cm : Wet Use Factor 1.0 Fc - Prll 1000 psi Density 31.21 pcf Ct: Temperature Factor 1.0 Fc - Perp 625 psi k -ft Mx - End Moments Load Combination Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf: Built-up columns 1,0 Nos 15.3.2 Basic 1600 1600 1600ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection (buckling) along columns : -0.116 0.116 X -X (width) axis: Unbraced Length for buckling ABOUT Y -Y Axis = 9 ft, K =1.0 +D+0.7501_ Y -Y (depth) axis: Fully braced against buckling ABOUT X -X Axis 8.569 ,pplied Loads Column self weight included : 59.006 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yeoc =1.20 in, D = 2,840, L = 7.560 k DESIGN SUMMARY Bending & Shear Check Results 0.03371 :1 PASS Max. Axial+Bending Stress Ratio = 0.5801 :1 Load Combination +D+L Governing NDS FommI41 Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 8.940 ft At maximum location values are ... Location Applied Axial 10.459 k Applied Mx -1.033 k -ft Applied My 0.0 k -ft Fc: Allowable 758.85 psi PASS Maximum Shear Stress Ratio= 0.03371 :1 Load Combination +D+L Location of max.above base 9.0 ft Applied Design Shear 5.730 psi Allowable Shear 170.0 psi Load Combination Results Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.1156 k Bottom along Y -Y 0.1156 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y -0.07720 in at 5.255 It above base for load combination : +D+L Along X -X 0.0 in at 0.0 It above base for load combination: n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.788 0.1352 PASS 8.940 ft 0.01023 PASS 9.0 It +D+L 1.000 0.759 0.5801 PASS 8.940 ft 0.03371 PASS 9.0 ft +D+0.750L 1.250 0.687 0.3526 PASS 8.940 ft 0.02206 PASS 9.0 ft +0.60D 1.600 0.596 0.06027 PASS 8.940 ft D.003452 PASS 9.0 It Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.032 0.032 2.899 +D+L -0.116 0.116 10.459 +D+0.7501_ -0.095 0.095 8.569 Title Block Line 1 Project Title: You can change this area Engineer: 0 using the "Settings" menu item Project ID: ( and then using the 'Printing & Project Descr: Title Block' selection. 5.255 It Title Block Line 6 Printed: 2 JUN 2020, 6:48AM Wood Column File: 2020-0240-Yelm 4-Plex.ec6 e,.w.,...e .,...,�a,.�,�eucornir wr �oea anon o,w.»onau POST P1 Maximum Reactions Note: Only non -zero reactions are listed. X -X Anis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft W - End Moments Load Combination @Base @Top @Base @Top @Base @Base @Top @Base @Top L Only Maximum Deflections for Load Combinations -0.084 0.084 7.560 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft -0.021 in 5.255 It -D-L 0.0000 in 0.000 ft -0.077 in 5.255 ft -M.750L 0.0000 in 0.000 ft -0.063 in 5.255 It -0.60D 0.0000 in 0.000 ft -0.013 in 5.255 ft L Only 0.0000 in 0.000 It -0.056 in 5.255 ft 5.50 in Load 1 +X I.. 1o. Title Block Line 1 Project Title: ' You can change this area Engineer: [I{ using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Wood Column DESCRIPTION: KINGS @ D Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16-2 Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned 1.30 Overall Column Height 9 ft ( Used for non -slender calculations ) 41.594 !n"4 Cf or Cv for Tension Wood Species Douglas Fir -Larch 12.375 inA4 Cm: Wet Use Factor Wood Grade No.2 Ct: Temperature Factor Fb+ 900 psi Fv 180 psi Fb- 900 psi Ft 575 psi Fc - Prll 1350 psi Density 31.21 pcf Fc - Perp 625 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Fully braced against buckling ABOUT Y -Y Axis Basic 1600 1600 Unbraced Length for buckling ABOUT X -X Axis = 9 ft, K =1.0 Minimum 580 580 Printed: 2JUN 2020, 8:45AM Wood Section Name 2-24 Wood GradinglManuf. Graded Lumber Wood Member Type Sawn Exact Width 3"0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 16.50 !n^2 Cf or Cv for Compression 1.10 Ix 41.594 !n"4 Cf or Cv for Tension 1.30 ly 12.375 inA4 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 0.5921 k Cfu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1,0 NDS 15.3.2 1600 ksi Use Cr. Repetitive? No Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling ABOUT Y -Y Axis Y -Y (depth) axis: Unbraced Length for buckling ABOUT X -X Axis = 9 ft, K =1.0 applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 32.185 lbs ` Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, Yecc =1.20 in, D =1.048, L = 0.5330, S =1.20 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.1290 klft Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6120 :1 Maximum SERVICE Lateral Load Reactions .. Load Combination +D -W Top along Y -Y 0.5921 k Bottom along Y -Y 0.5921 k Governing NDS Foruml4l Comp + Mxx, NDS Eq. 3.9-3 Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max.above base 4.591 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y -0.3031 in at 4.530 ft above base Applied Axial 1.080 k for load combination : +D -W Applied Mx -1.359k-ft Applied My 0.0.0for Along X -X 0.0 in at 0.0 ft above base Fc :Allowable si 1,063.92 psi load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.1869 :1 Bending Compression Tension Load Combination +D+W Location of max.above base 9.0 it Applied Design Shear 53.831 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial +Bendino Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.663 0.08827 PASS 8.940 ft 0.006534 PASS 9.0 ft +D+L 1.000 0.625 0.1267 PASS 8.940ft 0.008872 PASS 9.0 ft +D+S 1.150 0.572 0.1683 PASS 8.940 fit 0.01097 PASS 9.0 ft +D+0.750L 1.250 0.540 0.09213 PASS 8.940 ft 0.006499 PASS 9.0 ft +D+0.750L+0.750S 1.150 0.572 0.1775 PASS 8,940 ft 0.01146 PASS 9.0 ft +D+W 1.600 0.448 0.5651 PASS 4.409 ft 0.1869 PASS 9.0 ft +D -W 1.600 0.448 0.6120 PASS 4.591 ft 0.1869 PASS 0.0 ft +D+0.750L+0.750W 1.600 0.448 0.4223 PASS 4.349 ft 0.1425 PASS 9.0 It +D+0.75OL-0.75OW 1.600 0.448 0.4884 PASS 4.651 It 0.1425 PASS 0.0 ft Title Block Line 1 Project Title: You can change this area Engineer: �� using the 'Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. C P Title Block Line 6 Printed: 2 JUN 2020, 8:45AM Wood Column File: 2020-024wn Q..;4-Plex.ec6 e,.w.��.o .,..,,,a,.n�onioorel:202 0240-Yossa»exaac DESCRIPTION: KINGS @ D Load Combination Results Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Maximum Axial +Bending Stress Ratios Maximum Shear Ratios 0.0000 in Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.75OW 1.600 0.448 0.4337 PASS 4.228 It 0.1457 PASS 9.0 it +D+0.750L+0.750S-0.750W 1.600 0.448 0.5464 PASS 4.772 ft 0.1457 PASS 0.0 It +0.60D+W 1.600 0.448 0.5594 PASS 4.470 It 0.1854 PASS 9.0 it +0.60D -W 1.600 0.448 0.5869 PASS 4.530 It 0.1854 PASS 0.08 +0.60D 1.600 0.448 0.03692 PASS 0.01`1 D.002205 PASS 9.0 ft Maximum Reactions 0.0000 in 0.000 ft 0.281 in 4.530 it +0.60D -W Note: Only non -zero reactions are listed. 0.000 ft X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My- End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.000 ft -0.016 in -0.012 0.012 1.080 0.000 ft 0.289 in 4.530 ft +D+L 0.0000 in 0.000 ft -0.018 0.018 1.613 +D+S -0.025 0.025 2.280 +D+0.750L -0.016 0.016 1.480 +D+0.750L+0.750S -0.026 0.026 2.380 +D+W 0.569 0.592 1.080 +D -W -0.592 -0.569 1.080 +D+0.750L+0.75OW 0.419 0.451 1.480 +D+0.75OL-0.75OW -0.451 -0.419 1.480 +D+0.750L+0.750S+0.75OW 0.409 0.461 2.380 +D+0.750L+0.75OS-0.75OW -0.461 -0.409 2.380 +0.600+W 0.574 0.587 0.648 +0.60D -W -0.587 -0.574 0.648 +0.60D -0.007 0.007 0.648 L Only -0.006 0.006 0.533 S Only -0.013 0.013 1.200 W Only 0.581 0.581 -W -0.581 -0.581 Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 it -0.014 in 5.255 ft +D+L 0.0000 in 0.000 it -0.022 in 5.255 ft +D+S 0.0000 in 0.000 ft -0.031 in 5.255 ft +D+0.7501- 0.0000 in 0.000 It -0.020 in 5.255 ft +D+0.750L+0.750S 0.0000 in OA00 it -0.032 in 5.255 ft +D+W 0.0000 in 0.000 ft 0.275 in 4.470 ft -D-W 0.0000 in 0.000 ft -0.303 in 4.530 it +D+0.7501 -+0.750W 0.0000 in 0.000 ft 0.198 in 4.470 ft +D+0.7501 --0.750W 0.0000 in 0.000 ft -0.236 in 4.591 ft +0+0.750L+0.750S+0.75OW 0.0000 in 0.000 ft 0.186 in 4.409 ft +D+0.7501 -4750S -0.750W 0.0000 in 0.000 ft -0.248 in 4.591 ft +0.60D+W 0.0000 in 0.000 ft 0.281 in 4.530 it +0.60D -W 0.0000 in 0.000 ft -0.298 in 4.530 It +0.60D 0.0000 in 0.000 ft -0.009 in 5.255 it L Only 0.0000 in 0.000 ft -0.007 in 5.255 It S Only 0.0000 in 0.000 ft -0.016 in 5.255 It W Only 0.0000 in 0.000 ft 0.289 in 4.530 ft -W 0.0000 in 0.000 ft -0.289 in 4.530 ft Title Block Line 1 Project Title: You can change this area Engineer: 1 using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Wood Column DESCRIPTION: KINGS @ D Sketches ,Load 1 3.0 in +X r� Printed: 2JUN 2020, 8:45AM qq Wind Loads: Per ASCE 7-10 Fia. 18.6-1. MWFR5 Method Vmph =f 010(n RLR -oof Ht. =i27 (ASD) Exp. B (Exposure Factor = 1.00 Pitch:[ -,5:12 Zone 4 = x1.00 22.6 psf Zone 5 = _22.6 271 x1.00 27.2 psf WPsr= 22.6+27.2/2 24.9 (LRFD) Wpsr= 24.9`0.6 14.9 psf (ASD) IIII C]� V ` ml�.a s.,•�.,mw rNl••n x W< 6o aQ a� � [65861n �PVY nn A veld uogepvnod AL I II III III III I ' 1 1 [yAN� I r 1 Ll _A a J sle Joy G �11 11 ; r I11 � Ir Ir Ir ii i I I t II II I II r II I it I $ I if o ----------------------- '� II II II II II II F r� l ` II II �V ;I I � 'l II II II li II—V I II II � � II II II li I I li I i Iii li II II II W .r IL II II II II II II y II II II II li II I I I J Q 9� Za E 8 5 x MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Job: * ZoZ 0 - 029b YEy i y - I�LCX Date: By: Sheet: /AAd FL -P-- f R%i M 1N & • Page—YLof /0EM0ER A Ss7 N = �£ �c.'= Ispsf 53�, if tai« 1 L� y0/'5r �e -j- yg ATL-S`�zx� 1 :IIF 0 R T E CM MEMBER REPORT PASSED Main Floor, Member A 1 piece(s) 9 1/2" T1I@ 110 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 319 @ 4 1/2" 1375 (3.50") Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 293 @ 5 1/2" 1220 Passed (24%) 1.00 1.0 D + 1.0 L(All Spans) Moment (Ft -lbs) 611 @ 4'5 1/2" 2500 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.036 @ 4'5 1/2" 0.272 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.050 @ 4' 5 1/2" 0.272 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) T1 -Pro'" Rating 60 45 Passed -- -- • Deflection criteria: LL (0360) and TL (U360). • Top Edge Bracing (Lu): Tap compression edge must be braced at 6'6" c/o based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge most be braced at 8'9" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Defection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge•" Panel (24" Span Rating) that is glum and nailed down. • Additional considerations for the T3 -Pro^' Rating include: None. Supports Location (Side) Bearing Length Loads to Supports(Ibs) Accessories Total Available Required Dead Floor Live Total 1- Beam - DF 5.50" 4.25" 1.75" 89 238 327 1 1/4" Rim Board 2 - Beam - DF 5.50" 4.25" 1.75" 89 238 327 1 1/4" Rim Board win ocaro is assumes co carry aii loads appneb oiremy above n, bypassing me member wing designed. Vertical Load Location (Side) Spacing Dead (0.90) I Floor Live (1.00) Comments 1- Uniform (PSF) p to 8' 11" 16" 15.0 40.0 Default Load System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD V Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warumbes related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certifed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/wwdproducts/ddcument-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Ryan Egolf MC Squared! Inc (360)754-9339 ryane@mcg-inccom 6/2/2020 1:55:49 PM UTC ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 Weyerhaeuser File Name: 2020-0240 - Yellin 4-Plex Page 1 / 1 :i F 0 R T E' CM MEMBER REPORT PASSED Main Floor, Member B 1 2 piece(s) 9 1/2" TII@ 110 @ 16" OC Y! Overall Length: 8' 11" All locations are measured from the outride face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 788 @ 4 1/2" 2750 (3.50") Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 724 @ 5 1/2" 2440 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1509 @ 4' 5 1/2" 5000 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.019 @ 4'5 1/2" 0.272 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load DeO. (in) 0.066 @ 4'5 1/2" 0.272 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) T3 -Pro— Rating 66 45 Passed -- -- • Defection criteria: U. (1-/360) and TL (L/360). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 10" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing Lu): Bottom compression edge must be braced at e' 9" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Defection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the Tl -Pro•" Rating Include: None. Supports Total Bearing Length Required I Available9.25" Loads to Supports (lbs) Dead Floor Lio ve T Total oesso Aofles 1- Beam - DF 5.50" 1.75" 571 236 807 1 1/4" Rim Board 2- Beam - DF 5.50" 4.25" 1.75" 571 236 807 11 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Load Location (Sid.) Spacing Dead (0.90) Floor Live (1.00) Comments 1- Uniform (P1 -F) 0 to 8' 11" N/A 128.0 53.0 Default Load System : Floor Member Type : ]gist Building Use: Residential Building Cade : IBC 2015 Design Methodology: ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the soltware. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.corn/waodproducts/dmument-library. The product application, input design leads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Ryan Egolf MC Squared Inc (360)754-9339 ryane@mcg-Inc.com 6/2/2020 1:58:24 PM UTC ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0 'lityethaeUXf File Name: 2020-0240 - Yelm 4-Plex Page 1 / 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Description : MAIN FLOOR FRAMING Wood Beam Design: C Project Title: Engineer: Project ID: Project Descr: Software 17 Printed: 9JUN 2020, 7:32AM INC. 1983-2020. Build:12.20.3.25 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 6X8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7.16-2 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: NO.1 Fb- Tension 1,200.0 psi Fc -Prll 1,000.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 1,200.0 psi Fc - Perp 625.0 psi Ft 825.0 psi Eminbend -xx 580.0 ksi Applied Loads 0.229 in Ratio Unif Load: D=0.120, L = 0.320 kM, Trib=1,0 ft LC:+D+L Design Summary 0.000 in Ratio Max fb/Fb Ratio = 0.683 1 D o.12o L 0.320 LC: fb : Actual : 819.20 psi at 4.000 ft in Span # 1 Fb: Allowable: 1,200.00 psi Load Comb: +D+L 8x8 Max fv/FvRatio = 0.319: 1 8.0 ft fv : Actual : 54.19 psi at 0.000 ft in Span # 1 j Fv: Allowable: 170.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D L I r S W E H Transient Downward 0.096 in Total Downward 0.132 in Left Support 0.48 1.28 Ratio 1001 Ratio 728 Right Support 0.48 1.28 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : C (OPTIONAL) Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Wood Species: DF/DF Fb - Tension 2400 psi Fc - Prll Fb - Compr 1850 psi Fc - Perp Applied Loads Unif Load: D=0.120, L = 0.320 k/ft, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.533. 1 with ASCE 7-16-2 Load Combinations, Major Axis Bending Wood Grade: 24F -V4 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf 650 psi Ft 1100 psi Eminbend - xx 950 ksi f i : Actual : 1,280.00 psf at 4.000 ft in Span # 1 Fb: Allowable : 2,400.00 psi Load Comb: +D+L Max fv/FvRatio = 0.266: 1 tv : Actual : 70.40 psi at 0.000 ft in Span # 1 Fv: Allowable : 265.00 psi Load Comb: +D+L Max Reactions (k) D L Lr S W E H Left Support 0.48 1.28 Right Support 0.48 1.28 DO. 120 L 0.320 5.5x6 8.0 ft Transient Downward 0.166 in Ratio 577 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.229 in Ratio 419 LC:+D+L Total Upward 0.000 in Ratio 9999 LC: MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 TRIMMER STUDS: Job: Yelm 4-Plex #2020-0240 Date: Jun -20 By: RDE Sheet: Page of F'CL= 405 FOR P.T. HF #2 2X SILL PLATE F cL= 625 :FOR DF #2 2X SILL PLATE AREA, A OF (1) 2X6 STUD = 8.25 in' MEMBER DL LL SL E PUTREQ'D # STUDS REQ'D ROOF A 900 0 1500 0 2400 3.84 1 B 940 0 1560 0 2500 4.00 1 C 1310 0 2190 0 3500 5.60 1 D 1550 0 2580 0 4130 6.61 1 E 560 0 940 0 1500 2.40 1 F 80 0 130 0 210 0.34 1 2ND FLOOR C 1420 3780 0 0 5200 12.84 2 D 5540 3930 5500 0 12612.5 31.14 4 E 400 720 0 0 1120 2.77 1 F 120 320 0 0 440 1.09 1 G (LEFT) 210 560 0 0 770 1.90 1 G (RIGHT) 220 570 110 0 790 1.95 1 H 1590 480 1880 0 3470 8.57 2 I1 260680 0 0 940 2.32 1 J 320 50 100 0 432.5 1.07 1 MAIN FLOOR C 480 1280 1 1 1760 4.35 1 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360)754-9339 FAX (360) 352-2044 Job: i� Zo Zo - OZbo yF-t.M I - PLE A Date: By: �/ Sheet: ��'�1�Ai2oN Page /Lof FyJ�� 1 yeti '1 ,/✓lN w, �T r c_ l acY�i (( �/ �v�s F D, Z D� =2S l.R.o,F) p �fhF( 12 a 1(4 ) - �j r)SF p( P „)zp(I DL CLjAL-,) - iz�sF c : SIF �1, LFuz) = Is�sFC 15,s��z + 10 X56 /6" 15-pf (-2F� ) ` 3� DL b� FLfL) = tspSf + < I&,c W77£.. F-76. o lc MC SQUARED, INC. Job: 4 ZaZo - OLYID yEi_,," hc.Ex OLYMPIA, WASHINGTON 98506 (360) 754-9339 Date: By: FAX (360) 352-2044 Sheet: FJu.✓oA�a"�� Page r J� of FRU" /vi -Ir F 6w 2 C— .I.r 1QCA 3 sz,�? ��s on�sf = 2, DL = cL) Ny-o"J = 36D LL_ �2) C 1 z9-0 - 2,S6o L- 'p+L = 5,27o't -b use 30" SL>Z >`45` 7frscl�, F3 J+ ifu ) (6v Y-1 FRuM M.4:r — 1=L.R. A A i3,R z C- MC SQUARED, INC. Job: ifZozo-az�lo GH /-PLEx OLYMPIA, WASHINGTON 98506 (360) 754-9339 Date: By: FAX (360) 352.2044 Sheet: F,9-�VAA'r=DIJ Page jLof-53 51.= S;Sw DQ o.�s C s +z M /' t N AT? �-4 use 36" S z x ►Z"