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Specifications /t4 S.Td-o1 s'- &O2--alb Michael K. Brown, S.E. 5346 E. Branchwood Dr. L'`_ 2 `_ 205 Boise, ID 83716 208-850-7542 Mikebrown.seCalamail.com LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 33, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-176 ,TojC0/44 ,,tn@,r ?ROffte ' s I (` *' 11, 1r 5, Ade 8160100lrrir 1Pncw K EX 'f A rX"ikd DATE 12-31-2017 Prepared for: StoneBridge Homes, NW, LLC Plan #: 361mod OTE: 1866 Date: 12-21-2015 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 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, 8:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 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 = 50 feet Therefore, use a = 5 feet Upper Floor: P 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 2015 Side to Side: Horizontal Dimension = 50 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 = 8708 #, 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 = 50 Feet Total Wind force at Main Level = 10194 #, or 204 PLF Total overall side to side wind force = 18902 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. 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 = 50 Feet Tributary Floor Length = 50 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 2015 Wroof= 141.372 plf > 91 plf, therefore Seimsmic Gov. Wfloor = 147.378 plf < 216 plf, therefore Wind Gov. Total Seismic Load = 8662.5 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 = 12243 Pounds, < 18902 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 141 * 15ft = 2121 # Total Shear Wall Length = 10 Feet V=P/L = 212 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 10 Feet Trib Floor Area = 0 Feet Mot = 11875 LB FT Factored Dead Load 76 PLF Mr = 3780 LB FT T = 810 LB No Uplift Line B: P = 141 * 15 ft = 2121 # Total Shear Wall Length = 18 Feet V=P/L = 118 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 0 Feet Mot = 11875 LB FT Factored Dead Load 76 PLF Mr = 12247 LB FT T = -21 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 2015 Line 1: P = 174 * 25 ft = 4354 # Total Shear Wall Length = 21 Feet V=P/L = 207 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 3981 LB FT Factored Dead Load 76 PLF Mr = 605 LB FT T = 844 LB No Uplift Line 2.2: P = 174 * 25ft = 4354 # Total Shear Wall Length = 6 Feet V=P/L = 726 PLF Use C wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 10450 LB FT Factored Dead Load 76 PLF Mr = 340 LB FT T = 3370 LB Use Type 6 HD Main Floor Wall Line: Front to Back: Line A: P = 216 * 15 ft + 2121 = 5361.03 # Total Shear Wall Length = 17 Feet V=P/L = 315 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 9 Feet Mot = 28950 LB FT Factored Dead Load 148 PLF Mr = 21328 LB FT T = 448 LB No Uplift Line B: P = 216 * 15 ft + 2121 = 5361.03 # Total Shear Wall Length = 18 Feet V=P/L = 298 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 5 Feet Mot = 28950 LB FT Factored Dead Load 119 PLF Mr = 19246 LB FT • T = 539 LB No Uplift Side to Side: Line 1: P = 204 * 25 ft + 4354 = 9451 # Total Shear Wall Length = 8 Feet V=P/L = 1181 PLF Use G wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 4 Feet Trib Floor Area = 7 Feet Mot = 25517 LB FT Factored Dead Load 295 PLF Mr = 2362 LB FT T = 5789 LB Use Type 3 HD Line 2.2: P = 204 * 25 ft + 4354 = 9451 # Total Shear Wall Length = 12 Feet V=P/L = 788 PLF Use F wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 6 Feet Trib Floor Area = 2 Feet Mot = 25517 LB FT Factored Dead Load 97 PLF Mr = 1750 LB FT T = 3961 LB Use Type 7 HD Lower Floor Wall Line: Line A: P = 216 * 15 ft + 5361 = 8601 # Total Shear Wall Length = 34 Feet V=P/L = 253 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 34 Feet Trib Floor Area = 18 Feet Mot = 46448 LB FT Factored Dead Load 212 PLF Mr = 122767 LB FT T = -2245 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 2015 Line B: P = 216 * 15 ft + 2681 = 5921 # Total Shear Wall Length = 27 Feet V=P/L = 219 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 14 Feet Trib Floor Area = 10 Feet Mot = 16579 LB FT Factored Dead Load 155 PLF Mr = 15170 LB FT T = 101 LB No Upllift Side to Side(Cantilever): Cantilver length from Line 1.5 = 20 ft. Building Width = 30 ft. 2/3 building width = 20 Ft. = cantilever, therefore okay to cantilever. Line 1.2: P = 216 * 17 ft + 0 = 3673 # Total Shear Wall Length = 30 Feet V=P/L = 122 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 30 Feet Trib Floor Area = 2 Feet Mot = 19832 LB FT Factored Dead Load 79 PLF Mr = 35640 LB FT T = -527 LB No Uplift Line 1.5: P = 216 * 34 ft + 9451 = 16796 # Total Shear Wall Length = 9 Feet V=P/L = 1866 PLF Use H wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 9 Feet Trib Floor Area = 2 Feet Mot = 90697 LB FT Factored Dead Load 79 PLF Mr = 3208 LB FT T = 9721 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 33, South View By: MKB Core Job Number: DM15-176 Date: Dec., 2015 4-- 1.2 Check line A and B for rotation: !----------------- M (rotation) = 446190.8 #-Ft. Resistance Load at each line = 14873.03 # Line B shear: 551 plf t Use type C 1'5 ___.._ Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 27 Feet Trib Floor Area = 10 Feet Mot = 80314 LB FT Factored Dead Load 155 PLF Mr = 56425 LB FT T = 885 LB Use Type 1 HD Line A shear: 437 PLF Use Type B Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 33 Feet Trib Floor Area = 18 Feet Mot = 77952 LB FT Factored Dead Load 212 PLF Mr = 115652 LB FT T = -1142 LB No Uplift, but use type 2 hD A e 2 e' 0 0 0 © s .. O e e • e e �� r �i O 00 I A s c.T. i wALI I� W!ST622 �I ST6236 LL l O e C 1 I 1 1.2 A e e 0 ...r_j0e • ILL AND 4%:JD$AT� 0 7 e ® T 0 v CM[N4fNO . OD 0'MI LONG W/ e O0P •TC e YI • AmilIMENEMP BLOCK FLOOR SHEATHING AT ALL PANEL EDGES AND NAIL SHEATHING TO FLOOR FRAMING WITH IOD NAILS Al 4"O.C.ALL DBL L.V.L 13-1/2'IAIN.TOTAL THICKNESS)TO 7c e EDGES AND AT 10°O.C.FIELD. MATCH JOIST DEPTH AT END OF SHEAR WALL ABOVE TO RECEDE HOLD-DOWN STRAP o 0 ��� © .0 . © V T6224 0 M.G.T. WALL W/ ® I � iiii - r •DD TYPE 3 H 5 'DD TYPE 311D Lj Lj aArk FOAHD STRAP DEIRB.SEE DETAIL i V LJ `J e 2 9 LOWER FLOOR PLAN MAIN FLOOR PLAN UPPER FLOOR PLAN SCALE:1/8°=r SCALE:1/8"=1' SCALE.1/B`=1' / ',4.111.1 igatl►I SII 911111 I ill fl •iInnMMamanMunlM111 ► 1 I liu►11111 1 inii11.IImiini/iil nitur�manManiru 1111 . ala :Minn! •. /unMwl i►iui 1 it'i�n111 in llmlilli ilillilly ` 11It.'.. luIl 1111ai n/a�in 110- P •' IUal �1.�aI%IIIbiI�ri�I r , firm t` T= 1 Num iintina rr. — 1tmmmpairlltsinitiliiiiiiiiititli II 1 ' r y • • • • � ' l.� MSrx+ 4l4I�` I fl — � . orp Uri `00000- __w, 4, i? rr'�r1►IMlillrnniMin I aril •. 0 0 0 0 .wrn►aa I rrn►lir 1►rrnnia .. MntOmali ►rlanniitl►aMA• 0=0 0 0 nirnn n►t nnlannl. �►: xrw,,,P,ww,.... nnnrla nmmoi...., 'n' far t F x� r111Qa1O11rIU r IIIK111 ulM1 MUNI , Ail inn C 11 [.R .ni►�►iiriiilt maMlinriin�m�iiinrni7iuiir=7 I 11111111.1111111111111111111iiiintni► ad � ► nimomiiit1 .1loiirw r ► i •lanitillIOILIAmilivillilliiiiiienifililitainiiiiiiiiiilliaii 1 I►r>w ran - "ItlitteiligillilltiMItli1111111111111111 4$44""" 1 — •1111nI1111/1rI11r11t/lri/lat , 11 gltml.t.F olowiticititU [Ii f , .. ,.,1 it .4 . �j:................ ........ ........ . 1111 ----- ,.� 1F i1 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 B 16" OSB (1) SIDE (f) 8d 4" 12" Z"Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C 6" 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 D16" 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 E6" 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" z"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 H16" 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. 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 (2)2x 3075 2215 SSTB14 SSTB2OL PHD2-SDS3 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL MIN 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ EDI EMBED INNTOTO CON C. 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 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.