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Specifications (14) 5 7-)-al 4-1 - UaL-Lz ! Z 303 Sw mow ✓ v�z-w Michael K. Brown, S.E. RECEVIEP 5346 E. Branchwood Dr., Boise, ID 83716 208-850-7542 DEC 15 2014 Mikebrown.se@gmail.com CilFYOFTIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 2, TROY PARK PORTLAND, OR ENGR. JOB # FH14-18 �''-0RE N �•r' 1la r EXRRATION DATE. 1 Prepared for: Fowler Home Designs and Timberline Homes Plan No.: 3137 Date: 12-08-14 ` 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 client 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 Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, Troy Park Timberline Homes By: MKB Core Job Number: FH 14-18 Date: Dec., 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 7:12 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 = 40 feet Therefore, use a = 4 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 = 12 feet Total Wind Force at Upper Level = 10242 #, or 256 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 2,Troy Park Timberline Homes By: MKB Core Job Number: FH 14-18 Date: Dec., 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 = 40 Feet Total Wind force at Main Level = 7953 #, or 199 PLF Total Wind force Upper and Main = 18195 # 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: Dl seismic design category per O.R.S.0 SDS= .83, R = 6.5, W = weight of structure V = [1.2 SDS/(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 < 256 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 2, Troy Park Timberline Homes By: MKB Core Job Number: FH 14-18 Date: Dec., 2014 Total Seismic Load = 10552.08 Pounds < 18195 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv.Trib Int wall Length = 5 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 116.424 plf < 199 plf, therefore wind gov. Wfloor = 114.576 plf < 199 plf, therefore wind gov. Total Seismic Force = 10164 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 = 256 * 20 ft = 5121 # Total Shear Wall Length = 29 Feet V=P/L = 177 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 29 Feet Trib Floor Area = 0 Feet Mot = 40966 LB FT Factored Dead Load 126 PLF Mr = 52983 LB FT T = -414 LB No Uplift Line B: P = 256 * 20 ft = 5121 # Total Shear Wall Length = 17 Feet V=P/L = 301 PLF Use A Wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 0 Feet Mot = 24580 LB FT Factored Dead Load 76 PLF Mr = 10924 LB FT T = 803 LB No Uplift Line 1: P = 199 * 22 ft = 4369 # Total Shear Wall Length = 26 Feet V=P/L = 168 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 2,Troy Park Timberline Homes By: MKB Core Job Number: FH 14-18 Date: Dec., 2014 Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 5377 LB FT Factored Dead Load 396 PLF Mr = 3168 LB FT T = 552 LB No Uplift Line 3: P = 199 * 22 ft = 4369 # Total Shear Wall Length = 18 Feet V=P/L = 243 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 4660 LB FT Factored Dead Load 112 PLF Mr = 893 LB FT T = 942 LB Header and Perp Wall to Resist Main Floor Level: Front to Back: Line A: P = 199 * 20 ft + 5121 = 9097.5 # Total Shear Wall Length = 27 Feet V=P/L = 337 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 27 Feet Trib Floor Area = 2 Feet Mot = 49127 LB FT Factored Dead Load 97 PLF Mr = 35429 LB FT T = 507 LB No Uplift Line B: P = 199 * 20 ft + 5121 = 9097.5 # Total Shear Wall Length = 17 Feet V=P/L = 535 PLF Use Type B Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 2 Feet Mot = 49127 LB FT Factored Dead Load 58 PLF Mr = 8427 LB FT T = 2394 LB Use Type 1 HD Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmaii.com Job Name: Lot 2, Troy Park Timberline Homes By: MKB Core Job Number: FH 14-18 Date: Dec., 2014 Side to Side: Line 1: P = 199 * 22 ft + 4369 = 8744 # Total Shear Wall Length = 16 Feet V=P/L = 546 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 4 Feet Trib Floor Area = 6.5 Feet Mot = 11804 LB FT Factored Dead Load 292 PLF Mr = 2333 LB FT T = 2368 LB Use HD Type 1 Line 2: P = 199 * 22 ft + 0 = 4374 # Total Shear Wall Length = 19 Feet V=P/L = 230 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 8 Feet Trib Floor Area = 8 Feet Mot = 9946 LB FT Factored Dead Load 122 PLF Mr = 3917 LB FT T = 754 LB Perp Wall to Resist Line 3: P = 199 * 11 ft + 4369 = 6556 # Total Shear Wall Length = 8 Feet V=P/L = 820 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 1.5 Feet Trib Floor Area = 6 Feet Mot = 6638 LB FT Factored Dead Load 126 PLF Mr = 142 LB FT T = 4331 LB Use HD Type 2 e e e 13 2 Jan"— 0 SI!,. e SIfi72" e SI'! e e � JtN1151;',?' a S2 1211 e 3 D itz e eJ S2 F-ml MAIN FLOOR PLAN UPPER FLOOR PLAN SCALE,1,8"--V i I _ ' T LEFT SIDE ELEVATION 2891 S0.Fr. �®m.c FRONT ELEVATION 2691 So.Fr. J. -1 —46 UiR a = RIGHT SIDE ELEVATION REAR ELEVATION 2691 sa A. 2.991 SO.Fr. - H S EARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) A 16" OSB (1) SIDE 8d 6" 12" Z' Dia. A.B. @ 48" o/c 16d @ 6" o/c B 16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c E 1,, OSB (2) SIDE (d,e,f) 8d 6" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c 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 staggi H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2" Dia. A.B. @ 8" o/c (m) 16d @ 2" o/c(2)rows staggi 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&PF 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 2 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 stag 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 bikg 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 a 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 \IUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SST1314 SSTB20L 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTBI6L SSTB20L 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L EMBED INTO CONC. A36 THREADED ROD W/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER P 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 AND HEAVY 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 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.