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'11cr,Zo15'-- 00166, 15,2_3 C2 S w 64„ V ICL k/ A717c_ IkEe -��ED Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 SEp 1-,2075 208-850-7542 �,� Mikebrown.seOomail.com NADING hp- AU, LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 1, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-137 oignuattirt ORE - 10. EXPIRATION DATE: 1 2-31-1 Prepared for: StoneBridge Homes, NW, LLC Plan #: 390 OTE: 1838 Date: 09-14-2015 The following calculations are for basement retaining walls,lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. and Core Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 1, South View By: MKB Core Job Number: DM15-137 Date: Sept., 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: ASCE 7 Wind: 120 MPH ultimate wind speed, Exposure B, 8:12 Pitch roof Ave. Per ASCE 7-10 Figure 28.6-1: Zone A: 25.7 PSF Zone B: 17.6 Zone C: 20.4 Zone D: 14 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 21.5 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: 14.72 PSF Wall Plate Height = 9 feet Projected Average Roof Height = 7 feet Total Wind Force at Upper Level = 7984 #, or 200 PLF Side to Side: Horizontal Dimension = 60 Feet Average force on projected wall = 21.1 PSF Average force on projected roof = 14.48 PSF Projected Average Roof height = 14 Feet Total Wind Force at Upper Level = 17862 #, or 298 PLF Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 1, South View By: MKB Core Job Number: DM15-137 Date: Sept., 2015 Seismic Loading: D1 seismic design category per O.R.S.0 Sips= .83, R = 6.5, W = weight of structure V = [1.2 505/R] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 0 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 60 Feet Tributary Floor Length = 0 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 0 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 165.396 plf < 200 plf, therefore wind gov. Total Seismic Load = 6615.84 Pounds < 7984 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 0 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 0 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 119.196 plf < 298 plf, therefore wind gov Total Seismic Force = 7151.76 Pounds, < 17862 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 1, South View By: MKB Core Job Number: DM15-137 Date: Sept., 2015 Roof Level Wall Lines: Line A: P = 200 * 20 ft = 3992 # Total Shear Wall Length = 23 Feet V=P/L = 174 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 23 Feet Trib Floor Area = 0 Feet Mot = 25151 LB FT Factored Dead Load 245 PLF Mr = 64750 LB FT T = -1722 LB No Uplift Line B: P = 200 * 20 ft = 3992 # Total Shear Wall Length = 23 Feet V=P/L = 174 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 23 Feet Trib Floor Area = 0 Feet Mot = 25151 LB FT Factored Dead Load 245 PLF Mr = 64750 LB FT T = -1722 LB No Uplift Line 1: P = 298 * 30 ft = 8931 # Total Shear Wall Length = 17 Feet V=P/L = 525 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 13239 LB FT Factored Dead Load 83 PLF Mr = 662 LB FT T = 3144 LB Use Type 2 & 6 HD Line 2: P = 298 * 30 ft = 8931 # Total Shear Wall Length = 10 Feet V=P/L = 893 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Shortest Wall Length 2 Feet Trib Floor Area = 0 Mot = 11253 LB FT Factored Dead Load 83 PLF Mr = 166 LB FT T = 5544 LB use type 3 HD 1 • 1 'I . 1 Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 1, South View By: MKB Core Job Number: DM15-137 Date: Sept., 2015 Lateral at Deck: Roof Level: No walls and 8:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 2700 pounds Lateral Load, P = 415.8 Pounds Use Knee Braces: P � Each knee brace in tension only and at 45 degrees. Force in each brace = 244 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 1.511934 Use 2 #10 screws , Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 1, South View By: MKB Core Job Number: DM15-137 Date: Sept., 2015 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 18' V=0.154[9psf(10'/2)(18')]+416# = 554.4 Pounds 554# X — 9'-0" 9'-0" Typical Bay Force at Each Brace = 554.4 pounds horizontal (tension Only): 1 bay Axial force in brace = 784.0 Pounds 2x6 bracing with (5) # 10 screws 4.851733 (Loads shown are for 2 level deck, so okay at bottom level cross bracing too) I I _ . Fr_== LJ C= MENEMMEREOE: ra C I:- © Z 6 O I 711977 NW 7 1' I ritERS =OWn II AN II41) SEE DETAIL 7/S3 FOR ALL CANTILEVER BASEMENT I I RETAINING WALLS. I I n ® II 9 ® II 0 u mn SIM. 'r— .,� c e 1 • 7• LJ I I I J ismisizsi .. ST6224 r _ 1 � - I JL__I E .. ri1 r,„=. .=. I e I I n fl r ___ _ v nn I B ST6224 ® II s2 e a I SHEATH ALL PERIMETER CRIPPLE WALLS WITH ® II I TYPE A SHEARWALL SHEATHING. r 1 r...„, SIM.,'D.C.I� L BRACE AT 48"O.C.bbT REO'D iT 411 1 e e I IL—�L---� A I �- 7 I ® I o �1 is qI II I II I I o O �, �1 LLQ J� e z v o 2 e ; It. e I E CI _ MAIN FLOOR PLAN L----❑s SCALE:,/8"=,' BONUS FLOOR PLAN SCALE ,/8"=1' ! SWM FOOTAGE IS AN �� ESTIMATED FIGURE,IT MAY VARY. MENONS ARE ESTIMATES. \` *�LSAAbrye9EMAVV[MY. pR INCLUDED IN PLM.THERE IS MI A0OII1ONAL CHARGE IF ��,1�' ( HONE SIZE IS NOT FIAT. TOP PLATE HEIGHT %.' 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P I ),I 1 1 i , I ', 0111.1111 WHOM' '` ,-/ ' __-," 'u N ' ~ - gIFININIVERVAintiriAlirtilllialiglifIRRINIRIFIRP 7.711 - 11 1 MINN 111111111 11111111M 1 111111 1 11111 1111011111111 NMI 111011110 II 111111111 11101 I., • II III loll 111 I I ILE III el 111111 II 10111 1111 I I I 1111 II II I IMI II immummommmuommommommommomunimiggnmsmotemmoingmwmmitmoommuommostamogimmgmu t , I Tin 1 .mmounfrimmun II i_Jim .i.up_.!.L.mumnymnemim lit mug_.i.monoml.....1 IA 1 i_11,1....i.s_.ii 0 _1. i_LI 1011111 BIM _ MI,__I . ,X I LIIIIIII d_ILIBIUMIX' MINI L 'I1V AMU=Lia I NMI II I T_ I_LiuliLiLl i _ ., • Flipq,,,,,, , . J.,:..,,,,..;„,.,,.,,, 4=^ ' il , ,, ii ,, . ' _ _ 'i 1 : ______ ~- ~- --a~�-�= = -- ELLL`"Al ::.;N ''~ " SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D 16" OSB (1) SIDE (e.f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768 F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x'/a" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2" from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR PHD5 SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL •3 HDU8-SDS2.5 (1)4x 7870 5665 SSTB28L EMBED MIN EMBED INNTOTO CONC. A36 THREADED ROD w/HEAVY SO.NUT AND BP7/8-2 BEARING PLATE WASHER(a)BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 ' THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SO.NUT ANDHEAVY SO.NUT AND : WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBEDPROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1. Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3"o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete.