Loading...
Specifications (7) 1.1319 sNl Eil5do ,LnM 0t?-oo / REC MICHAEL K. BROWN, S.E. SEPLRE 201 5346 E. Branchwood Dr., Boise, ID 83716 208-850-7542, mike.brown@core-engineering.net CITY TI—C fit'aaNG D1UIS;ON LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 2, BRIGHTWOOD TIGARD, OR ENGR. JOB # DM19-177 sl 44 1t 1 „,,.. 40„ .� '”'' LIRA 3 'RTE. 12 31 2019 Prepared for: StoneBridge Homes, NW, LLC Plan #: 353mod OTE: 2756 Date: 09-18-2019 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.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, Brightwood By: MKB Core Job Number: DM19-177 Date: Sept, 2019 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 ultimate wind speed, Exposure B, 6:12 Pitch roof Front to Back and 8:12 Pitch Side to Side. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 28.6 PSF Zone B: 4.6 Zone C: 20.7 Zone D: 4.7 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 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 = 24 feet Therefore, use a = 2.4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 22.3 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: 4.68 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 6 feet Total Wind Force at Upper Level = 5860 #, or 117 PLF Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, Brightwood By: MKB Core Job Number: DM19-177 Date: Sept, 2019 Side to Side: Horizontal Dimension = 24 Feet Average force on projected wall = 21.5 PSF Average force on projected roof= 14.72 PSF Projected Average Roof height = 5 Feet Total Wind Force at Upper Level = 3827 #, or 159 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 22.3 PSF Projected Length = 50 Feet Total Wind force at Main Level = 10583 #, or 212 PLF Total Wind force Upper and Main = 16443 # Side to Side: Averag force on projected wall = 21.5 PSF Projected Length = 24 Feet Total Wind force at Main Level = 4893 #, or 204 PLF Total overall side to side wind force = 8719 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 Sps= .83, R = 6.5, W = weight of structure V = [1.2 SDs/R] W V = .154W Roof Dead Load = 17 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 = 24 Feet Tributary Floor Length = 24 Feet Equiv. Trib Int wall Length = 10 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 2, Brightwood By: MKB Core Job Number: DM19-177 Date: Sept, 2019 Wroof= 88.704 plf < 117 plf, therefore wind gov. Wfloor = 99.33 plf < 212 plf, therefore wind Gov. Total Seismic Load = 9401.7 Pounds < 16443 Therefore wind Gov. overall Seismic Side to Side: Tributary Roof Length = 50 Feet Tributary Floor Length = 50 Feet Equiv. Trib Int wall Length = 10 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 164.164 plf > 159 plf, Therefore seismic gov Wfloor = 142.296 plf < 204 plf, therefore wind gov. Total Seismic Force = 7355.04 Pounds, < 8719 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 117 * 25 ft = 2930 # Total Shear Wall Length = 6 Feet V=P/L = 488 PLF Use B wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 6 Feet Trib Floor Area = 0 Feet Mot = 16408 LB FT Factored Dead Load 78 PLF Mr = 1404 LB FT T = 2501 LB Use type 5 HD Line C: P = 117 * 25 ft = 2930 # Total Shear Wall Length = 16 Feet V=P/L = 183 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 16408 LB FT Factored Dead Load 78 PLF Mr = 9984 LB FT T = 402 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 2, Brightwood By: MKB Core Job Number: DM19-177 Date: Sept, 2019 Line 1.5: P = 164 * 12 ft = 1970 # Total Shear Wall Length = 14 Feet V=P/L = 141 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 11 Feet Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet Mot = 9456 LB FT Factored Dead Load 170 PLF Mr = 16640 LB FT T = -513 LB No Uplift Line 2: P = 164 * 12ft = 1970 # Total Shear Wall Length = 21 Feet V=P/L = 94 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 12 Shortest Wall Length 4 Feet Trib Floor Area = 0 Mot = 1801 LB FT Factored Dead Load 180 PLF Mr = 1440 LB FT T = 90 LB No Uplift Main Level: Front to Back: Line A: P = 212 * 25 ft + 2930 = 8221.5 # Total Shear Wall Length = 34 Feet V=P/L = 242 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 34 Feet Trib Floor Area = 0 Feet Mot = 44396 LB FT Factored Dead Load 85 PLF Mr = 49246 LB FT T = -143 LB No Uplift Line C: P = 212 * 30 ft + 2930 = 9279.8 # Total Shear Wall Length = 20 Feet V=P/L = 464 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 0 Feet Mot = 50111 LB FT Factored Dead Load 85 PLF Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, Brightwood By: MKB Core Job Number: DM19-177 Date: Sept, 2019 Mr = 17040 LB FT T = 1654 LB Use type 1 HD Side to Side: Line 1: P = 204 * 21 ft + 0 = 4281 # Total Shear Wall Length = 26 Feet V=P/L = 165 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 14 Feet Shortest Wall Length 4 Feet Trib Floor Area = 0 Feet Mot = 3557 LB FT Factored Dead Load 208 PLF Mr = 1661 LB FT T = 474 LB No Uplift Line 1.4: P = 204 * 21 ft + 1913 = 6195 # Total Shear Wall Length = 19 Feet V=P/L = 326 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 13 Feet Shortest Wall Length 8 Feet Trib Floor Area = 0 Feet Mot = 14084 LB FT Factored Dead Load 197 PLF Mr = 6317 LB FT T = 971 LB Use type 1 HD Line 2: P = 204 * 14 ft + 1913 = 4767 # Total Shear Wall Length = 11 Feet V=P/L = 433 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 4681 LB FT Factored Dead Load 106 PLF Mr = 211 LB FT T = 2235 LB Use type 1 HD ❑ 0 0 0 0 0 0 0 0 0 0 0 e e T T I eIT .... I J 1 d JI I 1 9 O I I Mr 1 �1 1 1 P I I ® 1 Mr 1 1 L n 0 I 1r-------1r 71 O. e I I11 II a . 1 9 FSI uii ,STI72 IV ST6224 doh g".' ST6224 1 SIM.D ®NW 1 r ® e Mr e LI Mr 1 q 9 1 1 I 1 E e I _ � J9EL 1 ee_ Svp raevp Ai. Elsl Am0 rn v., elf ❑ 0 2 ' rnLJ UPPER FLOOR PLAN MAIN FLOOR PLAN B SCALE:1/8"=/' scm F ua—r unuunl.nnum■Iu1111uu111uu111ul.uul.unl.unl.uiuuunu l. .uuuir 7 .-..-------'.- emn mmmnunnwulummmnr innunuui mnn matminimit 1niailiiililiiiiii 111111111111111111111111111111111111111111111110' 3'011111111111111111111111111111111 11111111111111111111 ' Inminm1mm111lnnunnufV-—.I/=•°<�mmommioncmumulna muumilW •,. uuunni■mu■m.uuui■n.n• anuunnn.uumu.mu. ma,ffr„3/.,ID 4),7.7.,,,,,,..„. iY�ilii�11111�11111■ ::�� �n =un in c ���� I I 1 1111111I11111I111111 :� �� ����o I���� 11111111111111111111I•�■■'!�I,I =■■_ 111 1" IIII 111111111IIIII 1IIIO111IIIIII11111 ������� ivi i.i1 .. 111111111111111111!___ milipmI �•__`"ZO in uI1 eini7ig _7"."..7-�,.� .... ..M I�i�. ;llllli0'" 11111111111111I1111ii'kai1ziniiiiiiluliilsieniiiiirdi liiiiiiieco,_V19_ ..'411111111111111111111 ••.•"' - . . - - - _I =1 r i ■=NM NE o� I'= 1.1.1.1 =fm1 I I I I l ..=I I-��—I I =I l�l�l�l�lBE 1:10 h. FRONT ELEVATION RIGHT ELEVATION v.... �Y - n 1.M•i.nm algilliffiuiiaiiiiiiI ii11111111iiii11i11iI1111il1iiiiiiiiilliliiiiiiiiiiiiilii ��'<L!gI11111111111111 in 111111111111111111111111111111111111111111111111111111111u11111111101111111111111111111 , '11�I1m0lIumini 111011111111111111111111111111111111111111111111111111111111111111111111111111111111111 X111111111111111 �..a,,,,,,Q""�1"'� 447,7F-- .Ip Rti�M 111111111111111III1111011111111111I11111111111110111111111111101111111111111111111111 II11111111111111miNi111111111111011111111111111111111111111111111111111111111■IIIu11111111I1111111111/1 IIm111111I110111101111111111111111111111111m111IIIII11110111111111111111111111101111111111111111111 111111111111111111111111111111111111111111111111111011111111111111111111111111111111111111111111111111111 11111111111111111111111111111111110 mita 111111111111111111111011111111111111111111110111111111111111 1'S1ii7 II1111m100111101111011111111111111111111111111111111111111110111111111101mm1110111101111011 --,_1,1,--AP, I y-■""� m unw uii i1 hili i linceinnnnim umin n iiil iiil l iil i nori miiii \.\t IIi'.1'LII :Efl,!LJE. _____ I ..0 .m.......... _ , i - LEFT ELEVATION REAR ELEVATION 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" 2" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 24" o/c 280 B16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 520 C16" 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" 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 G16" OSB (2) SIDE (d,e,f) 8d 3" Staggered12" 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"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 NARK 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 HDU4-SDS2.5 OR 2 PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 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 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 NSTC66 (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.