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Specifications (7)
STAUf 12,030 SW /ucvr4�3cr��'! l/✓r Michael K. Brown, S.E. RECEIVED 5346 E. Branchwood Dr. Boise, ID 83716 DEC 2 8 2015 208-850-7542 Mikebrown,seOgmail.com CITY OF TIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 33, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-185 voU1341 ,�` \ t <�. ? 1 4c J 10 rdp 2 r.i EXP R T)G i DATE: 12-31-2017 Prepared for: StoneBridge Homes, NW, LLC Plan #: 399 OTE: 1869 Date: 12-23-2015 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 33, South View By: MKB Core Job Number: DM15-185 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 used. Wind: 120 MPH ultimate wind speed, Exposure B, 4:12 Pitch roof Front to Back and 8:12 Pitch Side to Side. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 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 = 44 feet Therefore, use a = 4.4 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 = 42 feet Therefore, use a = 4.2 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 23.2 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 = 7 feet Total Wind Force at Upper Level = 4083 #, or 93 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: DM15-185 Date: Dec., 2015 Side to Side: Horizontal Dimension = 42 Feet Average force on projected wall = 21.5 PSF Average force on projected roof = 14.72 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 6078 #, or 145 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 23.2 PSF Projected Length = 44 Feet Total Wind force at Main Level = 9698 #, or 220 PLF Total Wind force Upper and Main = 13781 # Side to Side: Averag force on projected wall = 21.5 PSF Projected Length = 42 Feet Total Wind force at Main Level = 8563 #, or 204 PLF Total overall side to side wind force = 14641 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 Sps= .83, R = 6.5, W = weight of structure V = [1.2 Sps/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 = 42 Feet Tributary Floor Length = 42 Feet Equiv. Trib Int wall Length = 20 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: DM15-185 Date: Dec., 2015 Wroof= 122.892 plf > 93 plf, therefore seismic gov. Wfloor = 132.594 plf < 220 plf, therefore wind Gov. Total Seismic Load = 11241.38 Pounds < 13781 Therefore wind Gov. overall Seismic Side to Side: Tributary Roof Length = 44 Feet Tributary Floor Length = 44 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 153.384 plf > 145 plf, Therefore seismic gov Wfloor = 149.688 plf < 204 plf, therefore wind gov. Total Seismic Force = 12729.02 Pounds, < 14641 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 123 * 22 ft = 2704 # Total Shear Wall Length = 14 Feet V=P/L = 193 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet Mot = 15140 LB FT Factored Dead Load 76 PLF Mr = 7409 LB FT T = 552 LB No Uplift Line B: P = 123 * 22 ft = 2704 # Total Shear Wall Length = 16 Feet V=P/L = 169 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 15140 LB FT Factored Dead Load 76 PLF Mr = 9677 LB FT T = 341 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: DM15-185 Date: Dec., 2015 Line 1: P = 145 * 21 ft = 3039 # Total Shear Wall Length = 11 Feet V=P/L = 276 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 18 Feet Shortest Wall Length 11 Feet Trib Floor Area = 0 Feet Mot = 16411 LB FT Factored Dead Load 227 PLF Mr = 13721 LB FT T = 245 LB No Uplift Line 2: P = 145 * 21 ft = 3039 # Total Shear Wall Length = 14 Feet V=P/L = 217 PLF Use Awall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 3126 LB FT Factored Dead Load 76 PLF Mr = 340 LB FT T = 929 LB Perp wall and hdr to resist Main Level: Front to Back: Line A: P = 220 * 22 ft + 2042 = 6890.4 # Total Shear Wall Length = 20 Feet V=P/L = 345 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet Mot = 37208 LB FT Factored Dead Load 97 PLF Mr = 19440 LB FT T = 888 LB No Uplift Line B: P = 220 * 22 ft + 2042 = 6890.4 # Total Shear Wall Length = 23 Feet V=P/L = 300 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: DM15-185 Date: Dec., 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 23 Feet Trib Floor Area = 2 Feet Mot = 37208 LB FT Factored Dead Load 97 PLF Mr = 25709 LB FT T = 500 LB No Uplift Side to Side: Line 1: P = 204 * 21 ft + 3039 = 7320 # Total Shear Wall Length = 9 Feet V=P/L = 813 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 18 Feet Shortest Wall Length 9 Feet Trib Floor Area = 8 Feet Mot = 39530 LB FT Factored Dead Load 284 PLF Mr = 11518 LB FT T = 3112 LB Use type 2&6 HD Line 2: P = 204 * 21 ft + 3039 = 7320 # Total Shear Wall Length = 10 Feet V=P/L = 732 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 2 Feet Trib Floor Area = 6 Feet Mot = 7906 LB FT Factored Dead Load 126 PLF Mr = 252 LB FT T = 3827 LB Use type 2 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: DM15-185 Date: Dec., 2015 Lateral at Deck: Roof Level: No walls and 4:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 1147.5 pounds Lateral Load, P = 176.715 Pounds Use Knee Braces: P � Each knee brace in tension only and at 45 degrees. / Force in each brace = 104 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 0.642572 Use 2#10 screws Upper Deck: Double the weight as roof level with deck and roof. Double the amount of knee braces(4), therefore same connection as roof level. 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: DM15-185 Date: Dec., 2015 Low Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 9' V 17' V=0.154[10psf(972)(17')]+(2*177)# = 471.2 Pounds 471# • • • 16'-0" 8'-6" Typical Bay Force at Each Brace = 235.6 pounds horizontal (tension Only): 2 bays Axial force in brace = 333.2 Pounds 2x6 bracing with (5) # 10 screws, MIN. 2.061986 ❑ ❑ ❑ 0 ❑ A s A O A 4 ...4„r ....., 0 __._._ SEE DETAIL 7/S3 FOR ALL CANTILEVER 1 1 BASEMENT RETAINING WALLS. I ® ..■ e • • ===4 INIENMN 1 r j. . L _ L 0 SHEATH ALL PERIMETER CRIPPLE WALLS WITH e TYPE A SHEARWALL SHEATHING. e i ® i6'-D'MIN. LL ..,‘7., © ST6224 SIM.,G.T. 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'UI lIllr111 .. rIIIIIIulINI11r11111 111 ��res IMO • Mill? // • 11111111111111111 111111 i1 •• (yW IU N4 NMI' - •• I ''sf F pg ;J M-� (,rte". - 'k i ,a' '?. A.M_s 1, I q'4; �1 �I_. co RR '1 _ Ff Iit It 0� 1• ,....-.77...-='-'7,-E-7-:=7----'-‘....--� 1 I 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 A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C16" OSB (1) SIDE (e,f) 8d 3" 12" Z"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 F16" 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" 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"xY4" 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 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 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 holdownsp er 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.