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l2, 0 ,SS? 6C) /fst-fic r'-r f/itri- Michael K. Brown, S.E. 0CT ®�� 5346 E. Branchwood Dr. B C/,,. — / ,n Boise, ID 83716 (/ ,f 208-850-7542 /`O/IVQ T/(� Mikebrown.seRnmail.com °/fS O N LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 20, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-146 .ejb,i9 ., 1. C'-57SC �ft.� n1 j5 • EXPIRATION DATE: 1 2--.i1-1 3 Prepared for: StoneBridge Homes, NW, LLC Plan #: 364 OTE: 1857 Date: 10-23-2015 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 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 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 7-05 used. Wind: 120 MPH ult. Wind speed, Exposure B, 10:12 Pitch roof Side to Side • and 5:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 30.1 PSF Zone B: 0 Zone C: 20.9 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 = 30 feet Therefore, use a = 3 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 = 45 feet Therefore, use a = 4.5 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: = 22.7 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 = 9 feet Total Wind Force at Upper Level = 2729 #, or 91 PLF Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 2015 Side to Side: Horizontal Dimension = 45 Feet Average force on projected wall = 21.5 PSF Average force on projected roof = 14.72 PSF Projected Average Roof height = 6 Feet Total Wind Force at Upper Level = 7837 #, or 174 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 22.7 PSF Projected Length = 30 Feet Total Wind force at Main Level = 6481 #, or 216 PLF Total Wind force Upper and Main = 9210 # Side to Side: Averag force on projected wall = 21.5 PSF Projected Length = 45 Feet Total Wind force at Main Level = 9174 #, or 204 PLF Total overall side to side wind force = 17011 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. Sps= .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 = 45 Feet Tributary Floor Length = 30 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet • • Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 2015 Wroof= 129.822 plf > 91 plf, therefore Seimsmic Gov. Wfloor = 110.418 plf < 216 plf, therefore Wind Gov. Total Seismic Load = 7207.2 Pounds < 9210 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 30 Feet Tributary Floor Length = 30 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 121.044 plf < 174 plf, therefore wind gov. Wfloor = 123.816 plf < 204 plf, therefore wind gov. Total Seismic Force = 9161.46 Pounds, < 17011 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 * 15 ft = 1947 # Total Shear Wall Length = 18 Feet V=P/L = 108 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 0 Feet Mot = 10905 LB FT Factored Dead Load 76 PLF Mr = 12247 LB FT T = -75 LB No Uplift Line B: P = 130 * 15 ft = 1947 # Total Shear Wall Length = 15 Feet V=P/L = 130 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 15 Feet Trib Floor Area = 0 Feet Mot = 10905 LB FT Factored Dead Load 76 PLF Mr = 8505 LB FT T = 160 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 2015 Line 1: P = 174 * 22.5 ft = 3919 # Total Shear Wall Length = 12 Feet V=P/L = 327 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 12 Feet Trib Floor Area = 0 Feet Mot = 18809 LB FT Factored Dead Load 238 PLF Mr = 17107 LB FT T = 142 LB No Uplift Line 2: P = 174 * 22.5 ft = 3919 # Total Shear Wall Length = 8 Feet V=P/L = 490 PLF Use B wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 2 Feet Trib Floor Area = 0 Mot = 4702 LB FT Factored Dead Load 76 PLF Mr = 151 LB FT T = 2276 LB Use Type 5 HD Main Floor Wall Line: Front to Back: Line A: P = 216 * 15 ft + 1947 = 5187.78 # Total Shear Wall Length = 17 Feet V=P/L = 305 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 9 Feet Mot = 28014 LB FT Factored Dead Load 148 PLF Mr = 21328 LB FT T = 393 LB No Uplift Line B: P = 216 * 15 ft + 1947 = 5187.78 # Total Shear Wall Length = 22 Feet V=P/L = 236 PLF Use A wall . n . Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 22 Feet Trib Floor Area = 5 Feet Mot = 28014 LB FT Factored Dead Load 119 PLF Mr = 28750 LB FT T = -33 LB No Uplift Side to Side: Line 1: P = 204 * 21 ft + 3919 = 8200 # Total Shear Wall Length = 9 Feet V=P/L = 911 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 2 Feet Mot = 14760 LB FT Factored Dead Load 259 PLF Mr = 1166 LB FT T = 4531 LB Use Type 3 HD Line 2: P = 204 * 21 ft + 3919 = 8200 # Total Shear Wall Length = 12 Feet V=P/L = 683 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 6 Feet Trib Floor Area = 2 Feet Mot = 22140 LB FT Factored Dead Load 97 PLF Mr = 1750 LB FT T = 3398 LB Use Type 6 HD Lower Floor Wall Line: Line A: P = 216 * 15 ft + 5188 = 8428 # Total Shear Wall Length = 25 Feet V=P/L = 337 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 25 Feet Trib Floor Area = 18 Feet Mot = 45512 LB FT Factored Dead Load 212 PLF Mr = 66375 LB FT T = -835 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 2015 Line B: P = 216 * 15 ft + 2122 = 5363 # Total Shear Wall Length = 18 Feet V=P/L = 298 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 10 Feet Mot = 28959 LB FT Factored Dead Load 155 PLF Mr = 25078 LB FT T = 216 LB No Uplift Side to Side (Cantilever): Cantilver length from Line 1.5 = 16 ft. Building Width = 29 ft. 2/3 building width = 19 Ft. > cantilever, therefore okay to cantilever. Line 1.2: P = 216 * 9ft + 0 = 1944 # Total Shear Wall Length = 29 Feet V=P/L = 67 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 29 Feet Trib Floor Area = 2 Feet Mot = 10499 LB FT Factored Dead Load 79 PLF Mr = 33304 LB FT T = -786 LB No Uplift Line 1.5: P = 216 * 23 ft + 8200 = 13169 # Total Shear Wall Length = 9 Feet V=P/L = 1463 PLF Use H wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 9 Feet Trib Floor Area = 2 Feet Mot = 71110 LB FT Factored Dead Load 79 PLF Mr = 3208 LB FT T = 7545 LB Use Type 4 HD 1 • Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 20, South View By: MKB Core Job Number: DM15-146 Date: Oct., 2015 1.2 Check line A and B for rotation: M (rotation) = 552314.1 #-Ft. Resistance Load at each line = 19045.32 # Line B shear: 1058 plf Use type F 1.5 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 10 Feet Mot = 102845 LB FT Factored Dead Load 155 PLF Mr = 25078 LB FT T = 4320 LB Use Type 3 HD Line A shear: 762 PLF Use Type D Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 33 Feet Trib Floor Area = 18 Feet Mot = 135755 LB FT Factored Dead Load 212 PLF Mr = 115652 LB FT T = 609 LB No Uplift, but use type 2 hD • . . O A © e O © O A O e e .. ... : .. .. • : :: • :: .. 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Ill 11 1 II I I _.:�%•� iIn 111 ii? i r 111 .•- ..._......_...._._.... 1=11� 11 — \ I I I I I. , MRAI[MOOR ( .,,I--_ __._ .___..T .1 - LI111111111111C 110 II 1 I MPUIE NOWT —_ ❑❑ __ -,_...._._L _ t r A ON .11" Y a 011 ='o00oO _ Y=1 R_ 00000_ F. T °- III i minBM N�fij i�II I I _ vr. .r 111111111111111111111 cm ,• 1M1 I;1r11I;i 11111 I1Ey:"w!III li;��fi1 r 1 1 1 1 11 ►. 1 MRA[NaN1 1 � ' tIuI11_1 _1_..1..1.. _1... ..1... -I-' _I_ - _.� .,'1 _ I.. .. ......---1 , #v.�,. ;E I IWII MINI .._S _1 I I 1 FDIRAIT 102IT Abh, 7', Y 1 ins. r1I Its i El=1 •1111101 L ' 'iLL 1�1u Rim: '.' M neon MOO-r 11r3 Miss., E 'ri .__._....._._—.. //1 M.ROOM NOOK -...- MPlA1E MOW EmsI . i1(IIItIIIivoIllldo ir . I M.d81,1011 MOM .«.- o SHEARWALL SCHEDULEa-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 A6" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C 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 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 6" 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 G6" 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 H 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 4" 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 (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"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.