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• lc l s z 56t vhrc-r_ Michael K. Brown, S.E. RECEIVED 5346 E. Branchwood Dr. MAR 18 2015 Boise, ID 83716 208-850-7542 CITY OF TIGARD Mikebrown.se©omail.com BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 6, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-029 ocromatttp Y fry :€4,29 ©RE t�•..�..� c� ,c c 1 Mich- er .•own f .01' • 10:13:23-06'00' EXPIRATION DATE: 1 2—31 --1 b Prepared for: StoneBridge Homes, NW, LLC Plan #: 327 OTE: 1843 Date: 03/13/2015 The following calculations are for lateral wind and seismic engineering only. Gravity loading and the design of foundations 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 6, South View By: MKB Core Job Number: DM15-029 Date: March, 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 120 MPH ult wind speed, Exposure B,5:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 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 = 35 feet Therefore, use a = 3.5 feet Side to Side Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 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 = 42 feet Therefore, use a = 4.2 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 23.2 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 6 feet Total Wind Force at Upper Level = 3248 #, or 93 PLF -, ., Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 6, South View By: MKB Core Job Number: DM15-029 Date: March, 2015 Side to Side: Horizontal Dimension = 42 Feet Average force on projected wall = 23.2 PSF Average force on projected roof = 0.00 PSF Projected Average Roof height = 5 Feet Total Wind Force at Upper Level = 3898 #, or 93 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 23.2 PSF Projected Length = 35 Feet Total Wind force at Main Level = 7714 #, or 220 PLF Total Wind force Upper and Main = 10962 # Side to Side: Averag force on projected wall = 23.2 PSF Projected Length = 45 Feet Total Wind force at Main Level = 9918 #, or 220 PLF Total overall side to side wind force = 13816 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. Sps= .83, R = 6.5, W = weight of structure V = [1.2 Sps/R] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 45 Feet Tributary Floor Length = 42 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet • w Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 6, South View By: MKB Core Job Number: DM15-029 Date: March, 2015 Wroof= 129.822 plf > 93 plf, therefore Seismic Gov. Wfloor = 132.594 plf < 220 plf, therefore Wind Gov. Total Seismic Load = 9184.56 Pounds < 10962 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 35 Feet Tributary Floor Length = 35 Feet Equiv. Trib Int wall Length = 15 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 123.354 plf > 93 plf, therefore seismic gov. Wfloor = 123.816 plf < 220 plf, therefore wind gov. Total Seismic Force = 10751.2 Pounds, < 13816 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: • Line A: P = 130 * 17.5 ft = 2272 # Total Shear Wall Length = 15 Feet V=P/L = 151 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 15 Feet Trib Floor Area = 0 Feet Mot = 18175 LB FT Factored Dead Load 126 PLF Mr = 14175 LB FT T = 267 LB No Uplift Line B: P = 130 * 17.5 ft = 2272 # Total Shear Wall Length = 14 Feet V=P/L = 162 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet Mot = 18175 LB FT Factored Dead Load 126 PLF Mr = 12348 LB FT T = 416 LB No Uplift {) y Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 6, South View By: MKB Core Job Number: DM15-029 Date: March, 2015 Line 1: P = 123 * 21 ft = 2590 # Total Shear Wall Length = 14 Feet V=P/L = 185 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 21 Feet Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet Mot = 20723 LB FT Factored Dead Load 411 PLF Mr = 40278 LB FT T = -1397 LB No uplfit • Line 3: P = 123 * 21 ft = 2590 # Total Shear Wall Length = 17 Feet V=P/L = 152 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 3657 LB FT Factored Dead Load 186 PLF Mr = 837 LB FT T = 940 LB Perp wall and HDR to resist 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 220 * 17.5 ft + 1624 = 5481 # Total Shear Wall Length = 24 Feet V=P/L = 228 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet Mot = 49329 LB FT Factored Dead Load 162 PLF Mr = 46656 LB FT T = 111 LB No Uplift Line B: P = 220 * 17.5 ft + 1624 = 5481 # Total Shear Wall Length = 24 Feet V=P/L = 228 PLF Use A wall . • Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 6, South View By: MKB Core Job Number: DM15-029 Date: March, 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet Mot = 49329 LB FT Factored Dead Load 162 PLF Mr = 46656 LB FT T = 111 LB No Uplift Side to Side: Line 1: P = 220 * 12 ft + 2590 = 5235 # Total Shear Wall Length = 19 Feet V=P/L = 276 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 8 Feet Mot = 7440 LB FT Factored Dead Load 504 PLF Mr = 2268 LB FT T = 1724 LB Use type 1 or 5 HD Line 2: P = 220 * 23 ft + 0 = 5069 # Total Shear Wall Length = 14 Feet V=P/L = 362 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 14 Feet Trib Floor Area = 12 Feet Mot = 45623 LB FT Factored Dead Load 252 PLF Mr = 24696 LB FT T = 1495 LB Use type 1 HD Line 3: P = 220 * 12 ft + 2590 = 5235 # Total Shear Wall Length = 9 Feet V=P/L = 582 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 6282 LB FT Factored Dead Load : 119 PLF Mr = 238 LB FT T = 3022 LB Use HD Type 2 Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 6, South View By: MKB Core Job Number: DM15-029 Date: March, 2015 Lateral at Deck: Roof Level: No walls and 3:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 1500 pounds Lateral Load, P = 231 Pounds Use Knee Braces: P � Each knee brace in tension only and at 45 degrees. Force in each brace = 136 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 0.839963 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 6, South View By: MKB Core Job Number: DM15-029 Date: March, 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 5' V 20' V=0.154[9psf(5'/2)(20'))2+231# = 385.0 Pounds 385# 9'-0" 20'-0" Typical Bay Force at Each Brace = 385.0 pounds horizontal (tension Only): 1 bay Axial force in brace = 641.7 Pounds 2x6 bracing with (4) # 10 screws (Loads shown are for 2 level deck, so okay at bottom level cross bracing too) 7., ...—, L.— „,....., , . . ', .:. • ' /...1 € ,,....„.., .,. . ;., i .•,‘ —,/ I . , ,,....., /`,... . „.. „ . , , ..., ., ,,.....„,. .4 , ,, ,; .......... - i ) •• —. 1 1'..:. '"'''' ..... . •i -- .. .• . .a , • •' , ., •,,, 1 ..... . . .. ., ,:z ,1 . 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A.B. @ 48" o/c 16d @ 6"o/c A35 @ 18" o/c 384 B16" 0SB (1) SIDE (f) 8d 4" 12" z" Dia. A.B. @24" o/c 16d@4" o/c A35@14" o/c 560 C 16" 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 E16" OSB (2) SIDE (d,e,f) 8d 6" 12" Z"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 G 16" 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"xY4" 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 MIN 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L MBEDI INTO ON EMBED CONC. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ 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 SQ. NUT ANDHEAVY SQ. 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 VSTC66 (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. (Multiple)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.