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Specifications (2) I /frt5�-(/L� , CSS, 1Lff/( `CL✓ 7-2-,4‘''--- Z__ � Michael K. Brown, S.E. i � . 5346 E. Branchwood Dr., Boise, ID 83716 208-850-7542 Mikebrown.se@gmail.com ltids_ LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 8, TROY PARK PORTLAND, OR ENGR. JOB # FH14-16 u .5 7 99 IEX.: ATIOs DATE: 12-31-1 Prepared for: Fowler Home Designs and Timberline Homes Plan No.: 3112 Date: 10-30-14 The following calculations are for lateral wind and seismic engineering of building addition only. Gravity loading and the design of foundations and existing building 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 dient invalidate this design. Michael K.Brown,S.E.shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or materials. Michael K.Brown,S.E.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 MichaelK.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 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, 12:12 Pitch average roof Side to Side and 12:12 average Front to Back. Per ASCE 7 Figure 28.66-1: Front to Back: 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 = 46 feet Therefore, use a = 4.6 feet Side to Side 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 = 44 feet Therefore, use a = 4.4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A+total force at zone C)/overall length: = 20.9 PSF Average force on projected roof= (total force at zone B +total force at zone D)overall length: 14.36 PSF Wall Plate Height= 8 feet Projected Average Roof Height= 8 feet Total Wind Force at Upper Level = 9136 #, or 199 PLF Side to Side: Horizontal Dimension = 44 Feet Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 Average force on projected wall = 20.9 PSF Average force on projected roof= 14.36 PSF Projected Average Roof height= 8 Feet Total Wind Force at Upper Level = 8738 #,or 199 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 20.9 PSF Projected Length = 46 Feet Total Wind force at Main Level = 9146 #,or 199 PLF Total Wind force Upper and Main = 18282 # Side to Side: Averag force on projected wall = 20.9 PSF Projected Length = 44 Feet Total Wind force at Main Level = 8749 #,or 199 PLF Total overall side to side wind force = 17487 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 SDS= .83, R= 6.5, W = weight of structure V = [1.2SEs/(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 = 44 Feet Tributary Floor Length = 44 Feet Equiv.Trib Int wall Length = 5 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height= 4.5 Feet Wupper= 127.512 plf < 199 plf,therefore wind gov. Wfloor= 136.29 plf < 199 plf,therefore wind gov. • Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 Total Seismic Load = 12134.89 Pounds < 18282 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 46 Feet Tributary Floor Length = 46 Feet Equiv.Trib Int wall Length = 5 Feet Trib. Ext upper wall Height= 4 Feet Trib. Ext lower wall Height= 4.5 Feet Wroof= 130.284 plf < 199 plf,therefore wind gov. Wfloor= 125.664 plf < 199 plf,therefore wind gov. Total Seismic Force = 11261.71 Pounds, < 17487 Pounds,therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Upper Level Wall Lines: Line A: P = 199 * 21 ft = 4171 # - Total Shear Wall Length = 12 Feet V=P/L = 348 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 21 Feet Shortest Wall Length 3 Feet Trib Floor Area = 0 Feet Mot= 8341 LB FT Factored Dead Load : 411 PLF Mr= 1850 LB FT T= 2164 LB Use Type 5 HD Line B: P = 199 * 21 ft= 4171 # Total Shear Wall Length = 7 Feet V=P/L = 596 PLF Use C Wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 3 Feet Trib Floor Area = 0 Feet Mot= 14299 LB FT Factored Dead Load : 126 PLF Mr = 567 LB FT T = 4577 LB Use Type 7 HD Line A.5: P = 199 * 23 ft = 4568 # .Total Shear Wall Length = 8 Feet V=P/L = 571 PLF Use C wall Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 3 Feet Trib Floor Area = 0 Feet Mot = 13703 LB FT Factored Dead Load : 186 PLF Mr = 837 LB FT T= 4289 LB Use Type 6 HD Line C: P = 199 * 23 ft = 4568 # Total Shear Wall Length = 10 Feet V=P/L = 457 PLF Use B Wall Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 5 Feet Trib Floor Area = 0 Feet Mot = 18271 LB FT Factored Dead Load : 186 PLF Mr = 2325 LB FT T = 3189 LB Use Type 6 HD Line 1: P = 199 * 22 ft = 4369 # - Total Shear Wall Length = 34 Feet V=P/L = 129 PLF Use A Wall Wall Height = 8 Feet Trib Roof Area = 10 Feet Shortest Wall Length 34 Feet Trib Floor Area = 0 Feet Mot = 34954 LB FT Factored Dead Load : 246 PLF Mr = 142188 LB FT T= -3154 LB No Uplift Line 2: P = 199 * 10 ft= 1986 # Total Shear Wall Length = 18 Feet V=P/L = 110 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 10 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 3531 LB FT Factored Dead Load : 246 PLF Mr = 1968 LB FT T= 391 LB Header and Perp Wall to Resist Line 1.5: P = 199 * 15 ft= 2979 # .Total Shear Wall Length = 13 Feet V=P/L = 229 PLF Use A Wall Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com 3ob Name: Lot 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 Wall Height= 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 13 Feet Trib Floor Area = 0 Feet Mot = 23832 LB FT Factored Dead Load 186 PLF Mr = 15717 LB FT T= 624 LB No Uplift Line 3: P = 199 * 22 ft= 4369 # Total Shear Wall Length = 20 Feet V=P/L = 218 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 10 Feet Shortest Wall Length 20 Feet Trib Floor Area = 0 Feet Mot = 34954 LB FT Factored Dead Load : 246 PLF Mr = 49200 LB FT T= -712 LB No Uplift Main Floor Level: Front to Back: - Line A: P = 199 * 20 ft + 4171 = 8147.3 # Total Shear Wall Length = 11 Feet V=P/L = 741 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 3 Feet Trib Floor Area = 3 Feet Mot= 19998 LB FT Factored Dead Load : 234 PLF Mr = 1053 LB FT T= 6315 LB Use Type 3 HD Line B: P= 199 * 20 ft + 4171 = 8147.3 # Total Shear Wall Length = 7 Feet V=P/L = 1164 PLF Use Type G Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 3.5 Feet Trib Floor Area = 10 Feet Mot= 36663 LB FT Factored Dead Load : 191 PLF Mr = 1169 LB FT T= 10141 LB Use Type 8 HD Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 . mikebrown.se@gmail.com Job Name: Lot 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 Line A.5: P = 199 * 22 ft + 4568 = 8942.17 # Total Shear Wall Length = 8 Feet V=P/L = 1118 PLF Use G wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 3 Feet Trib Floor Area = 10 Feet Mot = 30180 LB FT Factored Dead Load : 318 PLF Mr= 1431 LB FT T= 9583 LB Use Type 8 HD Line C: P = 199 * 22 ft + 4568 = 8942.17 # Total Shear Wall Length = 21 Feet V=P/L = 426 PLF Use Type B Wall Height = 9 Feet Trib Roof Area = 10 Feet Shortest Wall Length 21 Feet Trib Floor Area = 2 Feet Mot = 80480 LB FT Factored Dead Load : 169 PLF Mr= 37309 LB FT T= 2056 LB Use Type 1 HD Side to Side: Line 1: P = 199 * 22 ft + 4369 = 8744 # Total Shear Wall Length = 28 Feet V=P/L = 312 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 28 Feet Trib Floor Area = 2 Feet Mot = 78692 LB FT Factored Dead Load : 162 PLF Mr = 63504 LB FT T= 542 LB No uplift Line 2: P = 199 * 10 ft + 1986 = 3974 # Total Shear Wall Length = 8 Feet V=P/L = 497 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 8 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 8942 LB FT Factored Dead Load : 228 PLF .Mr = 456 LB FT T= 4243 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 8,Troy Park Timberline Homes By: MKB Core Job Number: FH14-16 Date: Oct., 2014 Line 1.5: P = 199 * 15 ft + 2979 = 5962 # Strap to floor diaphragm and distribute to lines 1 and 3. 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Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 48"o/c 16d @ 6"o/c A35 @ 18"o/c 384 B is" OSB (1) SIDE(f) 8d 4" 12" 2"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 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 G 16" OSB (2) SIDE(d,e,f) 8d 3" Staggered 12" z"Dia. A.B. @ 10"o/c (m) 16d @ 3"o/c(2)rows staggered A35 @ 5"o/c 1440 H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" z'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%" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than Z"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. H.oLDowN 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 (2)2x 4545 3270 SSTB16L SSTB2OL PHD5 SDS3 3 HDU8-SDS2.5 (3)2x 7870 5665SSTB28L 7/8"DIA.x24"MIN EMBED INTO 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"EMBED PROVIDE 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. (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.