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Specifications (3) m t _ Lam,t Cj --OPWU ENGINEERING INC. Q5C\C,`� ��n���v1c a \\ C\ Ph: (503) 810-8309 Email: pwuengineering@comcast.net 4 sl `; Partial Lateral Structural Analysis Calculations Only: SF ' 2 0 ?U1 Job #: SUN17110 Date: 8/09/17 " _Fs 4, k t Client: Suntel Design Inc. ' Project: Birch Lot 30 Annand Heights, Tigard, OR PRO,e5' 194 1 PE P 1, 4 I GON IP Expires: 06/30/2018 The following calculations are for a lateral wind and seismic engineering only and are associated with a conventional foundation system. The complete vertical engineering package, which includes the foundation design, is outside the scope of our services and done by others. The lateral 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. PWU Engineering shall have no liability(expressed, or implied), with respect to the means and methods of construction workmanship or materials. PWU Engineering Inc. 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. �PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for Birch Partial Lateral Engineering for front elevation Only. Vertical engineering is outside the scope of work. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 123mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 95mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=26' approximately. C MA/FRS Direction Old End Zones Direction 2a End Zones Note: End zone may occur at any corner of the building. a = .10*28' =2.8' or for h =26' a = .4(h) = .4(26')= 10.4' a=2.8' controls a must be larger than .04(28') = 1.1' and 3' Therefore: 2a= 6' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per O.R.S.C. SDs= .76, R= 6.5, W=weight of structure V= [SDs/(R x 1.4)] W V= .0835 W Roof Dead load= 17 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Wind per ASCE 7 --- PWU ENGINEERING INC. Project Birch Direction Side to Side 3s Gust Roof Least Speed Exp. Angle A W(ft) hAVG(ft) 95mph B 39.8 1.00 28.0 26.0 ����/. 10:12 %' %�C MNFRS a= 2.8 ft n"rest on �0 E Zone= �• A 16.1 psf or a= 10.4 ft "'IllirlW`' B 11.1 psf Check 10psf min and a> 1.1 ft10 j : 2a� C 12.9 psf load across all and a> 3.0 ft D1reC1a D 8.9 psf zones. End zones 2a 6.0 ft Note:Enong. zone may occur at any corner of the hufIdi WR L(ft) 6.0 29.5 6.0 2.0 hA(ft) 9.0 9.0 4.0 hB(ft) 4.0 9.0 he (ft) 90 h0(ft) 2.0 W(plf) 0.0 144.9 133.4 189.1 163.9 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 144.0 plf 10psf min load: 110.9 plf 100.0 Governing value: 144.0 plf o.o W2 L(ft) 6.0 29.5 6.0 2.0 hA 9.5 5.0 hB(ft)(ft) 9.5 he(ft) 9.5 h0(ft) W(plf) 0.0 153.0 122.1 153.0 80.5 0.0 0.0 0.0 0.0 0.0 200.0 - W2 AVG 128.7 plf 10psf min load: 92.9 plf 100.0 - >. Governing value: 128.7 plf o.o WI L(ft) hA(ft) hB(ft) he (ft) h0(ft) W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - WI AVG #DIV/0! 10psf min load: #DIV/0! 0.5 - Governing value: #DIV/0! 0.0 PWU Engineering Inc.02014,Software v0.10,7/05/16 9- . 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I 11 li ' gi 111 - •5 11 ' '5 g if 1 i p 11 1 ii 1111111111111111 �rin p \ _� 111 ,! 1,„„,,,, 1 111 -64- i k "O° 141 gil IIIIIIIiIIIIIIIuII1II1.1I1 IIIIiIII IIII I II'I IIIVr II,I I1I1 I 1 I'III 11LIIIIiLI I IIIIII iIIII I 1 I 1 1, 1 I 1 1 I d I1 I 1 �IIIIII,, ,II III II, 1 1 �II� I111 I1IIII1I -111 1 II1111SI � II11 II 11111 I II I I1II I(IIIII 1 I1I II I 1IlIIII II111 IIh Ii I I I 1 1III IIIIJ ...I �I (II1III II, III I I, i11 IIII 111II III II 11 1 I 1 I II111III Iii ill I 11 I� ' -1 11 III11 � L1I111111 111I11111111 Seismic & Governing Values Project Birch -.PWU ENGINEERING INC. Seismic Loading per latest edition of O.S.S.C. and O.R.S.C. V= CS*W Design Cs= (Sos)/(1.4R/le) Category I R I SDS I le k D1 6.5 0.76 1.00 1.00 Roof Dead Load: 17psf Floor Dead Load: 15psf I V=I 0.0835*W Interior Wall Dead Load: 6psf Exterior Wall Dead Load: 12psf Buidling Weight per Level PSF Front to Back Length Side to Side Length Weight Height WR= (17+5+3) * 43.0 ft 28.0 ft 30.10 k 8.00 ft W2= (15+5+3+4)* 41.0 ft 28.0 ft` 31.00k 9.00 ft W, _ (15+5+3+4)* 0.00 k ITotal W: 61.10 k Total V: 5.10 k Vertical Distribution of Seismic Forces Fx= Cv*V Cvx= (Wxhxk)/(FWihik) Wx hxk Wx*hxk Wx*hxk fWihik Cvx WR*hRk= 30.10 k 17.00 511.7 CvR= 511.7 790.7 0.647 W2*h2k= 31.00 k 9.00 279.0 Cv2= 279.0 790.7 0.353 W1*h,x= 0.00 k 0.00 0.0 Cv, = 0.0 790.7 0.000 ZWihik= 790.7 Check Seismic Front to Back vs Wind Front to back brace panels are designed by other. Check Seismic Side to Side vs Wind Seismic Wind FR= 76.8 plf+ 0.0 plf= 76.8 plf < 144.0 plf Wind Governs F2= 43.9 plf+ 76.8 plf= 120.7 plf < 272.7 plf Wind Governs F1 _ #DIV/0! 120.7 plf= #DIV/0! #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 PWU Engineering Inc.©2014,Software v0.10,7/05/16 Line Loads Project Birch ---<4PWU ENGINEERING INC. High Roof Diaphragm -Upper Floor Walls Line A Line B Brace panels are by other. Brace panels are by other. Line 1 Line 2 Brace panels are by other. Brace panels are by other. Line 3 P = 1.94 k LTOTAL = 16.5 ft v = 1.94 k / 16.5 ft = 118 plf Type A Wall h = 9.0 ft LWORST = 9.0 ft MOT = 118 plf * 9.0 ft * 9.0 ft = 9.55 kft MR = (15 psf * 10.0 ft + 12 psf * 9.0 ft) * (9.0ft)2 / 2 * 0.6 = 6.27 kft + (0 lb * 0.0 ft) + (O;lb * 0.0 ft = 0.00 kft + 6.27 kft = 6.27 kft T = (9.55kft - 6.27kft) / 9.0 ft = 0.36 k + 0.00 k = 0.36 k I No hd req'd See FTAO Calc Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A Line B Brace panels are by other. Brace panels are by other. Line 1 Line 2 Brace panels are by other. Brace panels are by other. Line 3 P = 3.23 k LTOTAL = 6.3 ft v = 3.23 k / 6.3 ft = 517 plf Type B Wall h = 9.0 ft LWORST = 3.3 ft MOT = 517 plf * 9.0 ft * 3.3 ft = 15.12 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (3.3ft)2 / 2 * 0.6 = 0.44 kft + (Olb * 00ft) + (5001b * 2.5 ft') < = 1.25 kft + 0.44 kft = 1.69 kft T = (15.12kft - 1.69kft) / 3.3 ft = 4.13 k + 0.00.k = 4.13 k I Use type 2 hd h = 5.3 ft I LWORST = 1.5:ft MOT = 517 plf * 5.3 ft * 1.5 ft = 4.07 kft MR = (15 psf * 3.0 ft + 12 psf * 5.3 ft) * (1.5ft)2 / 2 * 0.6 = 0.07 kft + (0lb * O.0ft) + (Olb * 0.0ft) = 0.00 kft + 0.07 kft = 0.07kft T = (4.07kft - 0.07kft) / 1.5 ft = 2.67 k + 0.00 k = 2.67 k Use type 12 hd Force Transfer Around Opening (FTAO) ---,PINU ENGINEERING INC. Diekmann Technique @ Upper Floor Line 3 ---> L1 = 3.8 ft L0= 6.0 ft L2= 3.8 ft V= 0.89 k vA= -22 plf v0= 175 plf vF= -22 plf hu = 1.0 ft 4- F� = 0.52k F2= 0.52k vg= 118 plf vG= 118 plf h0= 5.0 ft F� = 0.52k F2= 0.52k h�= 2.0 ft v0= -22 plf vE= 175 plf vH= -22 plf T H = 0.52k H = 0.52k H=I ( 0.89k *8.0ft) / 13.5ft= I 0.52 kI H:W Ratios 5.Oft : 3.8 ft = 1.3 : 1 vh= 0.89k/ 7.5ft= 118plf 5.Oft: 3.8ft = 1.3 : 1 v,= 0.52 k/ 3.0 ft= 175 plf Use: Type A Wall F= 175 plf* 6.00 ft= I 1.05 k F1 = ( 1.05k* 3.8ft)/ 7.5ft= 0.52k F2= ( 1.05 k* 3.8 ft)/ 7.5 ft= 0.52 k Use: (1) Bays BLKG T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 12psf* 8.0 ft) * (13.5 ft)^2 *0.6/2] + ( 0.0 ft *5001b) = 6.89 kft T= 0.52 kft- (6.89 kft / 13.5ft) = 0.01 k +0.00k 0.01 kI No hd req'd i V OSHEAR BRACE PANELS AT O SHEAR LM I DESIGNED PRESCRIPTIVELY BY OTTER I--� 1 I SHEAR P AT SWEAR L6E DEW Q O PRESCRIPT' Y BY OTHER } d • m IC M / X77 i B-8. ENTIRE WALL ELEV ,XTENT OP PTAO TO BE CREAMED WALL SEGMENT USE 0877 COIL STRAP ACR066 ENTIRE LENGTH AS6k. OP 61EARUALL PER DET 10/64 POR PTAO I"ETHOD PARTIAL LATERAL DE61GN IS POR PROM ELEVATION OP HOUSE ONLY. ALL OINER 6IEARUALL BRACE PAPEL6 ARE BY OTHER UPPER FLOOR PARTIAL LATERAL PLAN 0 SHEAR BRACE PANELS AT 0 SWEAR LE I COBWEB PRESCRIPTIVELY 1ST OTHER -Er &DAT • • . w Irtk . . . &EARLS&21;ESIGNE a- •. . . .PREOCRIP.11W-1-7r DY.0TNER . . miewi ;*1 . . . • • • • • 1.lit .1_11•• • • • • • • LET A24*TRAP PR21 LOW VP' OTHERa rA".. *OOP BM BY TO WOU6E TCP OL.CENTER - WRAP ABOUT DV OP BPI EXTEND •• It OVER TOP OP GARACiE PIER PPR STEM BOLL UP 80 WALL WEIGHT BETWEEN TOP OR STEM PARTIAL.LATERAL DESIGN mu.AND gjorTai OP 18 POR PROJT ELEVATION HEADER lb 9.3.MAX OP HOUSE ONLY. ALL PER DETAIL II/64 OTNER 814EAPNALL BRACE PANELS ARE 1ST OTHER MAIN FLOOR PARTIAL LATERAL PLAN CL DIM.PER HOLDOWN SCHEDULE, HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim. 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550, 15/ / „ w=3610 w=3610 16 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB%X24 S=57 0, 5=5730, 1 16" 3 HDU5-SDS2.5 (2)2x 5645 4065 SB5/8X24 SB5/8X24 w=66 0, w=66705, 1 16" 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 (NOTE 6.) SSTB34(NOTE 6.) S=6395, S=7315, 13/„ 8 MIN STEMWALL 8 MIN STEMWALL w=7615 w=8710 8 8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min S=16435, S=16435, 1 „ embed into bottom embed into bottom w=17080 w=17080 /8 9 HDU14-SDS2.5 (1)6x 14445II 10350 of 32"min width of 32"min width S=16435, S=16435, g footing. If at retaining footing. If at retaining w=17080 w=17080 1/6 wall lap anchor with wall lap anchor with vert reinf bar hooked vert reinf bar hooked to Ftg. to Ftg. 5 MST37 (2)2x 2710 2345 N/A N/A N/A 6 MST48 (2)2x 4205 3640 N/A N/A N/A 7 MST60 (2)2x 6235 5405 N/A N/A N/A Notes: 1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. b. Refer to Simpson catalog for minimum embed of anchors into concrete. 6. Increase footing depth or stemwall height as required for 28/8" minimum embedment depth. i S H E A R WA L L S C H E D ULE (a-n) SEE NOTE(n)BELOW FOR CLIP REQUIREMENTS MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC; Lb/Ft (WIND) A 1s"OSB (1) SIDE 8d 6" 12" z" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B 16"OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553 C 1s" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12" o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D 16"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F 16"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6"o/c 790 1106 G 16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H is'OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2"Dia. A.B. @ 52"o/c (m) 16d @-I2"o/c (2)rows staggered HGA1 OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. 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. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C. 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) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. r4) Clips are only required on interior shearwalls unless otherwise noted on plans and details. Project: page „ Location: Footing"B" .4im. ia; 4, .., Keith A Kudrna u Suntel Design Footing i �"7-- rl 16865 Boones Ferry Rd [2012 International Building Code(2012 NDS)] yam.. of Footing Size:3.167 FT x 3.167 FT x 12.00 IN EP 2 70 7 . _ Lake Oswego,Oregon 97035 Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min StruCalc Version 9.0.1.7 9/17/2015 1:14:49 PM Section Footing Design Adequate m3$i tvy)( . 1,.:1- y , �Y, -p& FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.17 ft Length: L= 3.17 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1246 psf I—a+n- I Effective Allowable Soil Bearing Pressure: Qe= 1350 psf I I Required Footing Area: Areq= 9.26 sf Area Provided: A= 10.03 sf Baseplate Bearing: Bearing Required: Bear= 17500 lb 12 in Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): ° 3 _ Beam Shear: Vu1 = 4951 lb Sin Allowable Beam Shear: Vc1 = 23515 lb Punching Shear Calculations(Two Way Shear): 3.167 ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 15682 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 12500 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 12500 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 17500 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb Factored Moment: Mu= 83134 in-lb Nominal Moment Strength: Mn= 282847 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.28 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.91 in2 Controlling Reinforcing Steel: As-reqd= 0.91 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 16 in Note: Plain concrete adequate for bending, therefore adequate development length not required.