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Specifications A� �sT-oIS- ted MPWU ENGINEERING INC. (PEAS� Email: muengineerinq(@comcast.net Ph: (503) 810-8309 Structural Calculations: Job # LEN 15412 Date: 12/04/15 Project: Marquam E Garage Right Lot 8, Oak Crest, Tigard, OR Lennar Homes { OZFss GNFFiO 19421 PE EGON Y 22 yILIP `N Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings, are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their 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. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. 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 the Marquam E Master plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h =25.0' approximately. D C hrPIVFRS A - Direction "_,End Zones 2a I� A / M "' RS Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a= .10*40' =4' or for h =25' a= .4(h)= .4(25')= 10' a= 4' controls a must be larger than .04(40') = 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D, seismic design category per the latest edition of the state adopted code based on the 2012 1B and IRC SDs= .76, R= 6.5, W = weight of structure V = [1.2 SDs/(R x 1.4)] W V = .100W Roof Dead load= 15 psf Floor Dead load = 15 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf y Wind per ASCE 7 ���ENG�INEER�ING INC. Project Marquam E Direction Front to Back 3s Gust Roof Least Speed Exp. Angle L(ft) hAVG(ft) 105mph B 26.6 1.00 40.0 25.0 0 6:12 WVVFRS a = 4.0 ft \ " End Zane: A 21.3 sf ora= 10.0 ft B 6.8 psf Check 10psf min and a > 1.6 ft o / o tenon C 15.8 sf load across all and a> 3.0 ft 2e D 6.0 psf zones. End Z.- Note:End Zone nay occur a any cans of the 2a 8.0 ft buia:g. WR L(ft)l 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft) 6.0 6.0 he(ft) 4.0 hD(ft) 6.0 W(plf) 0.0 125.71 99.21 125.7 0.01 0.01 0.01 0.01 0.01 0.0 1 50.0 WR AVG 1 109.8 Of 100.0 10psf min load-.1 100.0 plf 50.0 Governing value:1 109.8 OfIl 0.0 W2 L(ft)l 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hD(ft) W(plf) 0.0 212.6 158.4 212.6 0.01 0.01 0.01 0.01 0.0 0.0 300.0 W2 AVG 1 180.1 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value:1 180.1 plf 0.0 W1 L(ft)l 8.0 24.0 8.0 hA(ft) 8.0 12.0 hB(ft) hc(ft) 10.0 hD(ft) W(plf) 0.0 170.1 i 158.4 255.2 0.0 0.01 0.01 0.0 0.00.0 300.0 W1 AVG 1 180.1 plfJ 200.0 10psf min load: 100.0 plf 100.0 - Governing value:! 180.1 pl 0.0 . . f a a s� �p TCP BATE 9 ` 4 fi�l4R Tcr RAT jog -P., - - - - - - - - - - - ae+u s f 6 REAR ELEVATION V4•.P-0• i Wind per ASCE 7 ��PWU ENGINEERING INC. Project Marquam E Direction Side to Side 3s Gust Roof Least Speed Exp. Angle W(ft) hAVG(ft) 105mph B 33.7 1.00 40.0 25.0 8:12 el�, greclanWAMS ones a= 4.0 ft A 19.7 psf or a= 10.0 ft B 13.5 psf Check 10psf min and a> 1.6 ft C A C 15.7 psf load across all and a> 3.0 ft 2. Direction D 10.8 psf zones. End 7- Note EM­­­y y occur a any ocrner of the 2a 8.0 ft buidrg. WR L(ft)l 8.0 40.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 he(ft) 4.0 ho(ft) 7.0 W(plf) 0.01 173.31 138.41 173.31 0.01 0.01 0.01 0.01 0.0 0.0 200.0 - WR AVG 1 148.4 plf 10psf min load:1 110.0 plfl 100.0 Governing value:1 148.4 pll 0.0 , . . . . . . , , , , , Wz L(ft)l 8.0 40.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hD(ft) W(plf) 0.01 197.01 157.01 197.01 0.01 0.0 0.01 0.01 0.0 0.0 300.0 W2 AVG 168.4 plf 200.0 10psf min load: 100.0 plf 100.0 Governing value: 168.4 plf 0.0 W1 L(ft) 8.0 40.0 8.0 hA(ft) 12.0 6.0 hB(ft) he(ft) 9.0 hD(ft) W(Plf)J 0.01 236.4 141.3 118.21 0.01 0.01 0.0 0.01 0.0 0.0 300.0 W1 AVG 151.6 plf 200.0 - 7 10psf min load: 90.0 plf 100.0 Governing value: 151.6 plf 0.0 _, , , , •r 0 �s a •b� Tar RATe LY Ln A e ■ -3w 4 0 EIO�fLR TOr RATE -in b i n LEFT SIDE ELEVATION V4•.P i Seismic & Governing Values MPWU ENGINEERING INC. Project Marquam E Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 SDs/(R x 1.4)]W Category R I SDs D1 6.51 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load: 6psf V Exterior Wall Dead Load: 12psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 pIfJ < 109.8 plf Wind Governs W2 = [0.100 * (15+5+3+4) * 56 ft] + 92.2 plf = 243.7 plf < 289.8 plf Wind Governs W, _ [0.100 * (15+5+3+4) * 56 ft] + 243.7 pl = 395.3 plf < 469.9 plf Wind Governs Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 148.4 plf Wind Governs WZ = [0.100 * (15+5+3+4) * 40 ft] + 92.2 plf = 200.4 plf < 316.8 plf Wind Governs W, _ [0.100 * (15+5+3+4) * 40 ft] + 200.4 pl = 308.7 plf < 468.4 plf Wind Governs Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 f �7 Line Loads PWU ENGINEERING INC. Project Marquam E High Roof Diaphragm -Upper Floor Walls Line A . P = 1.15k LTOTAL ='19.5ft v = 1.15k / 19.5 ft = 59 plf TYp eAWall h ='8.0 ft LWORST =1 9.5 ft MOT = 59 plf * 8.0 ft * 19.5 ft = 9.22 kft MR = (15 psf *; 3.0 ft + 12 psf_ * 8_.0 ft) * (19.5ft)_2 / 2 * 0.6 = 16.08 kft (01b 0.0 ft +; 0 Ib * 0.0 ft = 0.00 kft + 16.08 kft = 16.08 kft T = 9.22kft - 16.08kft / 19.5 ft = 0.00 k +' 0.00 k := 0.00 k No hd req'd Line B P =:2.20 k LTOTAL =.13.5 ft v = 2.20 k / 13.5 ft = 163 plf Type A Wall h = 8.0 ft LWORST ='l 3.5 ft MOT = 163 plf * 8.0 ft * 13.5 ft = 17.56 kft MR = (15 psf * 5.0 ft + 12 psf_ * 8.0 ft) (13.5_ft)2 / 2 0.6 = 9.35 kft + 0 Ib * 0.0 ft '+f (01b * 0.0 ft = 0.00 kft + 9.35 kft = 9.35 kft T = 17.56kft - 9.35kft / 13.5 ft = 0.61 k + 0.00 k = 0.61 k No hd req'd Line C P = 1.04 k LTOTAL - 20.0 ft v = 1.04 k / 20.0 ft = 52 plf Type A Wall h = 8.0 ft LwoRST = 10.0 ft MOT = 52 plf * 8.0 ft * 10.0 ft = 4.17 kft MR = (15 psf * 3.0 ft + 12 psf * 8.0 ft) (10.Oft)z / 2 * 0.6 = 4.23 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 4.23 kft = 4.23 kft T = 4.17kft - 4.23kft / 10.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 1.93 k LTOTAL =.19.5 ft v = 1.93 k / 19.5 ft = 99 plf Type A Wall h = 8.0 ft LWORST =.2.5 ft MOT = 99 plf 8.0 ft * 2.5 ft = 1.98 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (_2.5ft)2 / 2 * 0.6 = 0.24 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft ;= 0.00 kft + 0.24 kft = 0.24 kft T = (1.98kft - 0.24kft) 2.5 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd Line 2 P = 4.15 k LTOTAL -,17.0 ft v = 4.15 k / 17.0 ft = 244 pif Type A Wall h =.8.0 ft LWORST =117.0 ft MOT = 244 plf * 8.0 ft 17.0 ft = 33.24 kft MR = (15 psf 5.0 ft + 12 psf 8.0 ft) * (17.Oft)2 / 2 * 0.6 = 14.83 kft + (01b * 0.0 ft + 500 Ib * 12.0 ft '= 6.00 kft + 14.83 kft = 20.83 kft T = 33.24kft - 20.83kft / 17.0 ft = 0.73 k +; 0.00k = 0.73 k No hd req'd Line 3 P =:2.23 k LTOTAL =i7.0 ft v = 2.23 k / 7.0 ft = 318 plf IType B Wall See FTAO Calc No hd req'd i r l Low Roof/Upper Floor Diaphragm -Main Floor Walls Line A P = 3.04 k LTOTAL = 25.0 ft v = 3.04 k / 25.0 ft = 122 plf IType A Wall h = 9.0 ft I I LWORST = 25.0 ft MOT = 122 plf * 9.0 ft 25.0 ft = 27.39 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.Oft)2 / 2 * 0.6 = 25.88 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft T = 27.39kft - 25.88kft) / 25.0 ft = 0.06 k + 0.00 k = 0.06 k No hd req'd Line B P = 5.80 k LTOTAL = 18.0 ft v = 5.80 k / 18.0 ft = 322 plf IType B Wall h = 9.0 ft LwORST = 18.0 ft MOT = 322 plf * 9.0 ft * 18.0 ft = 52.17 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.Oft)2 / 2 * 0.6 = 13.41 kft + 0 Ib * 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 13.41 kft = 19.41 kft T = 52.17kft - 19.41 kft / 18.0 ft = 1.82-k + 0.00 k = 1.82 k Use type 1 hd Line C P = 2.75 k LTOTAL ' 25.0 ftv = 2.75 k / 25.0 ft = 110 plf Type A Wall h = 9.0 ft LWORST = 25.0 ft MOT = 110 plf * 9.0 ft 25.0 ft = 24.78 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.Oft)2 / 2 0.6 = 25.88 kft + 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft T = 24.78kft - 25.88kft / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line 1 P = 4.12 k LTOTAL = 19.0 ft v = 4.12 k / 19.0 ft = 217 plf IType A Wall See FTAO Calc No hd req'd Line 2 P = 8.87 k LTOTAL = 20.0 ft v = 8.87 k / 20.0 ft = 444 plf IType B Wall h = 9.0 ft LWORST = 20.0 ft MOT = 444 plf 9.0 ft 20.0 ft = 79.83 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (20.Oft)2 / 2 0.6 = 27.36 kft + 0 Ib * 0.0 ft + 1000 Ib * 20.0 ft = 20.00 kft + 27.36 kft = 47.36 kft T = 79.83kft - 47.36kft) / 20.0 ft = 1.62 k + 0.00 k = 1.62 k Use type 1 hd Line 3 P = 4.75 k LTOTAL = 11.5 ft v = 4.75 k / 11.5 ft = 413 plf Type C Wall h = 7.0 ft LwORST = 1.8 ft MOT = 413 plf * 7.0 ft * 1.8 ft = 5.06 kft MR = (15 psf * 2.0 ft + 12 psf * 7.0 ft) * (1.8ft)2 / 2 * 0.6 = 0.10 kft + 0 Ib * 0.0 ft + 500 Ib * 1.8 ft) = 0.88 kft + 0.10 kft = 0.98 kft T = 5.06kft - 0.98kft / 1.8 ft = 2.33 k + 0.00 k = 2.33 k See FTAO Calc Use type 1 hd on garage piers only { Main Floor Diaphragm -Cripple Walls Line A P = 6.64 k LTOTAL = 56.0 ft v = 6.64 k / 56.0 ft = 119 pif IType A Wall h = 10.0 ft I I LWORST = 56.0 ft MOT = 119 plf * 10.0 ft * 56.0 ft = 66.45 kft MR = (15 psf * 2.0 ft + 12 psf * 10.0 0 ft) * (56._ft)2 / 2 * 0.6 = 141.1 kft + 0 Ib * 0.0 ft j+ (6-1b- * 0.0 ft = 0.00 kft + 141.1 kft = 141.1 kft T = (66.45kft - 141.1 kft) 56.0 ft = 0.00 k + 0.00 k '= 0.00 k No hd req'd Line C P =,6.35 kLTOTAL = 41.0 ft v = 6.35 k / 41.0 ft = 155 pif Type A Wall h = 5.0 ft LWORST = 17.0 ft MOT = 155 pif * 5.0 ft * 17.0 ft = 13.17 kft MR = (15 psf * 2.0 ft + 12 psf_ * 5.0 ft) * (17.Oft)2 / 2 * 0.6 = 7.80 kft + 0 Ib *. 0.0 ft + 0 Ib * -0-.0 ft = 0.00 kft + 7.80 kft = 7.80 kft T = (13.17kft - 7.80kft) 17.0 ft = 0.32 k +: 0.00 k = 0.32 k No hd req'd Line 1 P ='6.09 k LTOTAL =,40.0 ft v = 6.09 k / 40.0 ft = 152 plf Type A Wall h = 10.0 ft LWORST = 19.5 ft MOT = 152 pif * 10.0 ft * 19.5 ft = 29.68 kft MR = (15 psf * 2.0 ft + 12 psf * 1.0.0 ft) * (19.5_ft)_2 / 2 * 0.6 = 17.11 kft + 0 Ib * 0.0 ft + 0 Ib *. 0.0 ft != 0.00 kft + 17.11 kft = 17.11 kft T = (29.68kft - 17.11 kft) 19.5 ft = 0.64 k + 0.00 k = 0.64 k No hd req'd C e ir I I A --� -ucvr _J _ n'•s• � A _ I I n I I I e I I A ' I � I I J ri Fj ------------- 3 To BFE61A A FLED 3'-9• 3'-9• To BeEE ATMD 116!CM COIL 67RAP 13.4. ACROE6 6MI1R£L9m1M OF ems,M"A oer e loree7 APZ .L Mt MMM BOUNDARY STUDS PER HOEDOWN SCHEDUE ARE MINIMUM FOR LATERALREOUIREMENTS.REFER TO VERTICAL UPPER FLOOR LATERAL PLAN_ FRAMING PLAN FOR MORE RESTRICTIVE POST CRITERIA. VERTICAL FRAMING PLANS MAY BE DONE BY OTHER. 1 4O3d 9V mm 3dAl.d.All m19 T1Vm 31&M do wv:i 3wilm M1C319 wu.O-IGE m� �a li 6: : : : : : : : : : uj JRa .0-.Gt a TTO31"wdowvd3:IWAMY" 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 S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=66705 w=66705 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 w=66 0, w=6 70, 4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S=6395, S=731 5, w=8710 8 HDU11-SDS2.5 (1)6x 9535 6865 PA138-36, 10"min PA138-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing. If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to 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 otes:1 . Install all holdowns per manufactureer specificaiton per C-2011 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. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. i ry SHEARWALL SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. 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 16" OSB (1) SIDE 8d 6" 12" Z" Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357 B6" OSB (1) SIDE (f) 8d 4" 12" 2 Dia. A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 10" o/c 395 553 C6" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2" o/c A35 @ 8"o/c 505 707 D6" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 11"o/c (m) 16d @ 2" o/c A35 @ 6"o/c 670 938 E6" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" 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 @ 5" o/c 790 1106 G6" 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 HGA1 OKT @ 8"o/c 1010 1414 H6" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 1"DiA.B. @ 5z"o/c (m) 16d @ 112" o/c(2)rows staggered HGAIOKT @ 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, F. 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. PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineerin.g@comcast.net �I--r- � ANP 6T-+Z RpL= 15 PS T41: 2•Gals �-' :2-a 2.a�k r HDR @ Roof �PWU ENGINEERING INC. Loads and criteria Total Span:j 5.00 ft I = 60 in Fully Braced Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.40 1 -210 plf -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria _ 4 1 1 0 plf 0.00 ft TLI U240 1 0.25 in 5 0 plf 1 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 1 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 w -200 CL a 0 ca 0 5.00 ft 200 400 R1 R2 600 1.40 k 1.40 k 800 PWU Engineering Inc.02013,Software v1.02,3/06/14 1 HDR @ Roof �PWU ENGINEERING INC. Results -800 -600 -400 -200 a. a 0 200 5.00 ft 400 R1 R2 600 1.40 k 1.40 k 800 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R, 525 Ib 875 Ib 1400 Ib 1.40 k R2 525 Ib 875 Ib 1400 Ib 1.40 k Size: 2000 (1) 4x8 D F#2 1500 1000 A 25.38 int 500 S 30.66 in3 o 1 111.15 in4 -500 F,; 180 psi -1000 Fb' 1260 psi -1500 F x 106 1.60 -2000 VAllowable 3.05 k 2000 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by Amencan a 1500 - Wood Council. 1000 d Shear Moment 0 500 -- VMAX 1.40 k MMAX 1.75 k-ft V 3.05 k M 3.22 k-ft o Allowable Allowable Ratio 0.46 Ratio 0.54 0.00 OK OK -0.01 Deflection 0 0.02 TL LL -0.03 Actual 0.04 in 0.03 in o o.oa Criteria 0.25 in 0.13 in Ratio 0.18 0.22 0.05 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 u r' HDR @ GT1 �PWU ENGINEERING INC. Loads and criteria Total Span:j 5.00 ft 1 60 in - Fully Braced?.1 Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -975 Ib -16251b -26001b 0.25 ft Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.20 1 -210 plf -350 plf -560 plf 0.00 ft 5.00 ft 5.00 ft 2 0 plf 0.00 ft - 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TLI U240 1 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 2 60 k -400 w -200 CL -0 0 0 5.00 ft R2 200 1.53 k 400 600 R1 3.87 k 800 PWU Engineering Inc.02013,Software 0.02,3/06/14 HDR @ GT1 �PWU ENGINEERING INC. Results -800 -600 -400 w -200 a 0 200 5.00 ft R2 1.53 k 400 600 R1 3.87 k 800 Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 1451 Ib 2419 Ib 3870 Ib 3.87 k R2 574 Ib 956 Ib 1530 Ib 1.53 k Size: 5000 - (1) 4x10 DF#2 4000 A 32.38 int 3000 S 49.91 in3 2000 d 1000 1 230.84 in4 F„' 180 psi 0 Fb' 1080 psi -1000 E'x 106 1.60 2000 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American a Wood Council. 1500 c E 1000 Shear Moment 500 VMAX 3.87 k MMAX 2.09 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 1.00 Ratio 0.47 0.00 OK OK -0.01 Deflection o TL LL d -0.02 Actual 0.03 in 0.02 in o Criteria 0.25 in 0.13 in Ratio 0.10 0.13 0.03 OK OK PWU Engineering Inc©2013,Software 0.02,3/06/14 f r. Beam #1 PWU ENGINEERING INC. Loads and criteria Total Span:j 20.00 ft 1 -7240 in Fully Braced?j Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -113 Ib -187 Ib -300 Ib 2.00 ft Repetitive Use?l No 2 -1564 Ib -2606 Ib -4170 Ib 7.00 ft 3 -574 Ib -956 Ib -1530 ITM Wet Service? No 4 -525 Ib -875 Ib -14001 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total Cv 0.96 1 -209 plf -255 plf -464 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 12.00 ft 10.00 ft 3 -374 plf -530 plf -904 plf 12.00 ft 17.50 ft 5.50 ft Deflection Criteria 4 -164 plf -180 plf -344 plf 17.50 ft 20.00 ft 2.50 ft TL L/240 1 1.00 in 5 1 0 plf I 1 0.00 ft LL L/480 0.50 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1500 -1000 -4.17 k -500 All -1.53 k -1.40 k a a 0 0 20.00 ft 500 R1 1000 8.24 k R2 9.35 k 1500 PWU Engineering Inc.02013,Software 0.02,3/06/14 1 Beam #1 "JPWU ENGINEERING INC. Results -1500 -1000 -4.17 k -500 -1.53 k -1.40 k -0.30 k CL v 0 0 20.00 ft 500 R1 R2 1000 8.24 k 9.35 k 1500 Type: Reactions (k) - DL LL TL TL Boise Glulam 24F-V4 R, 3437 Ib 4802 Ib 8239 Ib 8.24 k R2 3854 Ib 5497 Ib 9351 Ib 9.35 k Size: 10000 (1) 5'/z"x 18" GL 5000 A 99.00 int o - , S 297.00 in' 2673.00 in4 n 5000 F„' 265 psi -10000 Fb' 2300 psi -15000 F x 106 1.80 VAllowable 17.49 k 60000 MAllowable 56.92 k-ft 50000 Design values are based off BOISE GLU LAM Specifier Guide, 40000 published by Boise Cascade EWP dated 02/28/13. 30000 m Shear Moment o 20000 VMAX 9.35 k MMAX 48.16 k-ft � 10000 - VAllowable Allowable 17.49 k M 56.92 k-ft 0 Ratio 0.53 Ratio 0.85 0.00 OK OK -0.20 Deflection o o.ao TL LL Actual 0.73 in 0.43 in o -0.60 Criteria 1.00 in 0.50 in Ratio 0.73 0.86 o.so OK OK PWU Engineering Inc.©2013,Software v1.02,3/06/14 f Beam'#- 2 W�PWU ENGINEERING INC. Loads and criteria Total Span:j 9.00 ft I = 108 in - Fully Braced?i Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 0.90 1 -186 plf -180 plf -366 pif 0.00 ft 9.00 ft 9.00 ft 2 0 plf 0.00 ft - 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TL L/240 1 0.45 in 5 1 0 plf 1 0.00 ft LL L/480 1 0.23 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 1 1 0 plf 0.00 ft 5 0 pif 0.00 ft -500 -400 -300 -200 -100 CL a 0 ° 100 9.00 ft 200 300 400 R1 R2 500 1.65 k 1.65 k PWU Engineering Inc.02013,Software 0.02,3/06/14 1 Beam #2 IMIROPWU ENGINEERING INC. Results -500 -400 -300 -200 w -100 a. 0 0 100 9.00 ft 200 300 400 R1 R2 500 1.65 k 1.65 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R, 837 Ib 810 Ib 1647 Ib 1.65 k R2 837 Ib 810 Ib 1647 Ib 1.65 k Size: 2000 (2) 2x14 DF#2 i000 A 39.75 int S 87.78 in „ 0 1 581.55 in4 n F„' 360 psi -1000 Fb' 1620 psi -z000 F x 106 1.60 VAllowable 4.77 k 4000 MAllowable 5.93 k-ft Design values are based off NDS 2005 Edition,published by American 1 3000 Wood Council. 2000 d E Shear Moment 0 1000 - VMAX 1.65 k MMAX 3.71 k-ft VAllowable Allowable 4.77 k M 5.93 k-ft 0 Ratio 0.35 Ratio 0.63 0.00 OK OK -0.02 Deflection o o.oa TL LL Actual 0.06 in 0.03 in o -0.06 Criteria 0.45 in 0.23 in Ratio 0.13 0.13 o.os OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #3 �PWU ENGINEERING INC. Loads and criteria Total Span:j 18.50 ft 1 = 222 in Fully Braced?j Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100-F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CV 0.95 1 -188 plf -500 plf -688 plf 0.00 ft 18.50 ft 18.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TL U240 1 0.93 in 5 0 plf 0.00 ft LL U480 I 0.46 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 Of 0.00 ft -800 -600 -400 w -200 CL a 0 All a 200 18.50 ft 400 600 tm- 6.36 k 800 PVW Engineering Inc.02013,Software v1.02,3/06/14 Beam #3 �PWU ENGINEERING INC. Results -800 -600 -400 -200 a 0 All 200 It 400 600 R1 R2 6.36 k 800 6.36 jk Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 1734 Ib 4625 Ib 6359 Ib 6.36 k R2 1734 Ib 4625 Ib 6359 Ib 6.36 k Size: 8000 (1) 83/4"x13'/2" GL 6000 4000 A 118.13 int a 2000 S 265.78 in' o 1 1794.02 in4 -2000 F„' 265 psi -4000 Fb' 2277 psi -6000 E' x 106 1.80 -8000 VAllowable 20.87 k 40000 MAllowable 50.43 k-ft Design values are based off BOISE GLULAM Specifier Guide, 30000 published by Boise Cascade EWP dated 02/28/13. 20000 d Shear Moment 0 10000 VMAX 6.36 k MMAX 29.41 k-ft VAllowable Allowable 20.87 k M 50.43 k-ft Ratio 0.30 Ratio 0.58 0.00 OK OK -0.20 Deflection o TL LL 0.40 Actual 0.56 in 0.41 in o Criteria 0.93 in 0.46 in Ratio 0.61 0.88 -0.60 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #4 �PWU ENGINEERING INC. Loads and criteria Total Span:j 6.50 ft I = 78 in Fully Braced?l Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.20 1 -218 plf -580 plf -798 plf 0.00 ft 4.00 ft 4.00 ft 2 -165 plf -440 plf -605 plf 4.00 ft 6.50 ft 2.50 ft - 3 0 plf 0.00 ft Deflection Criteria _ 4 0 plf 0.00 ft TL L/240 1 0.33 in 5 0 plf 1E 1 0.00 ft LL L/480 1 0.16 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1000 -800 -600 -400 w -200 CL a 0 �° 200 6.50 ft 400 600 R2 800 R1 1000 2.20 k 2.50 k — PWU Engineering Inc 02013,Software v1 02,3/06/14 Beam #4 �PWU ENGINEERING INC. Results -1000 -800 -600 -400 �- -200 a. 0 0 - M 200 - 6.50 ft 400 600 R2 800 R1 2.20 k 1000 2.50 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R, 682 Ib 1818 Ib 2499 Ib 2.50 k R2 601 Ib 1602 Ib 2203 Ib 2.20 k Size: 3000 (1) 4x 10 D F#2 2000 A 32.38 int 1000 S 49.91 in3 0 d 1 230.84 in41000 F„' 180 psi -2000 Fb' 1080 psi E' x 106 1.60 -3000 VAllowable 3.89 k 5000 MAllowable 4.49 k-ft 4000 Design values are based off NDS 2005 Edition,published by American M Wood Council. 3000 c £ 2000 Shear Moment 0 1000 VMAX 2.50 k MMAX 3.92 k-ft 7" , V Allowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.64 Ratio 0.87 0.00 OK OK -0.02 Deflection o o.oa TL LL v -0.06 Actual 0.08 in 0.06 in o o.os Criteria 0.33 in 0.16 in Ratio 0.25 0.36 -0.10 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #5 "U ENGINEERING INC. Loads and criteria Total Span:j 5.50 ft I = 66 in - Fully Braced?i Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service? No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.40 1 -165 plf -440 plf -605 plf 0.00 ft 5.50 ft 5.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TLI U240 1 0.28 in 5 1 0 plf 1 0.00 ft LL L/480 1 0.14 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00.ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 1 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 w -200 CL 0 0 0200 5.50 ft 400 600 R1 800 R2 1.66 k 1.66 k PWU Engineering Inc 02013,Software 0.02,3/06/14 Beam #5 �PWU ENGINEERING INC. Results -800 -600 -400 w -200 n. 0 J 200 5.50 ft 400 600 R1 R2 800 1.66 k 1.66 k Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL 9 R1 454 Ib 12101b 16641b 1.66 k R2 4541b 12101b 16641b 1.66 k Size: 2000 (1) 4x8 DF#2 1000 A 25.38 int a S 30.66 in o d 1 111.15 in4 y F„' 180 psi -1000 Fb' 1260 psi -2000 E' x 106 1.60 VAllowable 3.05 k 2500 MAllowable 3.22 k-ft 2000 Design values are based off NDS 2005 Edition,published by American a Wood Council. 1500 c £ 1000 Shear Moment 0 500 VMAX 1.66 k MMAX 2.29 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft 0 Ratio 0.55 Ratio 0.71 0.00 OK OK -0.02 Deflection o o.oa TL LL Actual 0.07 in 0.05 in o -0.06 Criteria 0.28 in 0.14 in Ratio 0.25 0.37 o.os OK OK PVVU Engineering Inc.02013,Software v1.02,3/06/14 Beam #6 _ v�PWU ENGINEERING INC. - Loads and criteria Total Span:j 3.50 ft I =42 in Fully Braced?j Yes-� Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use?i No. 2 0 Ib 3 0 Ib Wet Service?j No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 0.90 1 -60 pif -160 plf. -220 pif 0.00 ft 3.50 ft 3.50 ft 2 0 pif 0.00 ft 3 0 pif 0.00 ft Deflection Criteria - 4 1 1 0 plf 0.00 ft TLI U240 1 0.18 in 5 1 0 plf 0.00 ft LL L/480 1 0.09 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 pif 0.00 ft 5 0 plf 0.00 ft -250 -200 -150 -100 .z -50 a 0 0 M All 0 50 3.50 ft 100 150 R1 200 0.39 k LR2 39 k 250 PWU Engineering Inc.02013,Software 0.02,3/06/14 Beam #6 �PWU ENGINEERING INC. Results -250 -200 -150 -100 -50 CL 0 0 0 50 3.50 ft 100 - 150 R1 R2 200 0.39 k 0.39 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL Dou 9 R, 105 Ib 280 Ib 385 Ib 0.39 k R2 105 Ib 280 Ib 385 Ib 0.39 k Size: 600 (1) 2x14 DF#2 400 A 19.88 int 200 S 43.89 in' ,� 0 290.78 in4 u, -200 F„' 180 psi -400 Fb' 810 psi E' x 106 1.60 600 VAllowable 2.39 k 400 MAllowable 2.96 k-ft Design values are based off NDS 2005 Edition,published by American 300 Wood Council. 200 m Shear Moment 0 100 - VMAX 0.39 k MMAX 0.34 k-ft VAllowable Allowable 2.39 k M 2.96 k-ft 0 Ratio 0.16 Ratio 0.11 0.00 OK OK � 0.00 Deflection o 0.00 TL LL U Actual 0.00 in 0.00 in o 0.00 Criteria 0.18 in 0.09 in Ratio 0.01 0.01 0.00 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #7 � P �EN�GINEE�RING INC. Loads and criteria Total Span:j 7.00 ft I = 84 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 0 Ib Repetitive Use?l No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.40 1 -60 pif -160 pif -220 plf 0.00 ft 7.00 ft 7.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 pif 0.00 ft TL L/240 1 0.35 in 5 0 plf 1 0.00 ft LL L/480 1 0.18 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 pif 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5-250 pif If 0.00 ft -200 -150 -100 ;z -50 0 �° 50 IF7,00 ft 100 150 R1 R2 200 10.77 k 0.77 k 250 PWU Engineering Inc.02013,Software 0.02,3/06/14 t Beam #7 �PWU ENGINEERING INC. Results -250 -200 -150 -100 w -50 a a 0 0 50 7.00 ft 100 150 R1 R2 200 0.77 k 0.77 k 250 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R, 210 Ib 560 Ib 770 Ib 0.77 k R2 210 Ib 560 Ib 770 Ib 0.77 k Size: 1000 (1) 4x8 DF#2 500 A 25.38 int S 30.66 in' 0 1 111.15 in4 n F„' 180 psi -500 Fb' 1260 psi F x 106 1.60 1000 VAllowable 3.05 k 1500 MAllowable 3.22 k-ft Design values are based off NDS 2005 Edition,published by American 1000 Wood Council. c Shear Moment o 500 VMAX 0.77 k MMAX 1.35 k-ft VAllowable Allowable 3.05 k M 3.22 k-ft 0 Ratio 0.25 Ratio 0.42 0.00 OK OK -0.02 Deflection s -0.04 TL LL Actual 0.07 in 0.05 in o -0.06 Criteria 0.35 in 0.18 in Ratio 0.19 0.28 -0.08 OK OK PWU Engineering Inc 02013,Software v1.02,3/06/14 HDR @ Garage �,�PWU ENGINEERING INC. Loads and criteria Total Span:j 16.00 ft I = 192 in� Fully Braced?j No Unbraced Length:1 16.00 ft Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total Cv 1.00 1 -140 plf -100 plf -240 plf 0.00 ft 16.00 ft 16.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 0 plf 0.00 ft T'Ll L1240 1 0.80 in 5 1 0 plf 0.00 ft LLI L1480 1 0.40 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf4 0.00 ft -300 -200 -100 w CL a 0 0 16.00 ft 100 200 R1 R2 1.92 k 1.92 k 300 PWU Engineering Inc 02013,Software v1.02,3/06/14 HDR @ Garage —�PWU ENGINEERING INC. Results -300 -200 -100 w a 0 0 1116 All 16.00 ft 100 200R1 - 1.92 k 1.92 k 300 Type: Reactions (k) DL LL TL TL Boise Glulam 24F-V4 R, 1120 Ib 800 Ib 1920 Ib 1.92 k R2 1120 Ib 800 Ib 1920 Ib 1.92 k Size: 3000 (1) 3'/2"x10'/2' GL 2000 A 36.75 in' 1000 S 64.31 i n' ,� 0 d 1 337.64 in4 cLn l000 F„' 265 psi -2000 Fb' 2032 psi F x 106 1.80 3000 VAllowable 6.49 k 10000 MAllowable 10.89 k-ft I 8000 Design values are based off BOISE GLULAM Specifier Guide, a published by Boise Cascade EWP dated 02/28/13. 6000 c 4000 Shear Moment 0 z000 VMAX 1.92 k MMAX 7.68 k-ft VAllowable Allowable 6.49 k M 10.89 k-ft 0 Ratio 0.30 Ratio 0.71 0.00 OK OK -0.20 Deflection 0 -0.40 TL LL Actual 0.58 in 0.24 in o -0.60 Criteria 0.80 in 0.40 in Ratio 0.73 0.61 -0.80 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 HDR Cl Nook( PWU ENGINEERING INC. Loads and criteria Total Span:j 5.00 ft I =60 in Fully Braced?j Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -975 Ib -16251b -26001b 2.00 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.00 1 -374 plf -530 plf -904 plf 0.00 ft 2.00 ft 2.00 ft 2 -164 plf -180 plf -344 plf 2.00 ft 5.00 ft 3.00 ft 3 0 plf 0.00 ft Deflection Criteria - 4 1 0 plf 0.00 ft TLI U240 0.25 in 5 0 plf 0.00 ft LL L/480 0.13 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 1 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1500 -2.60 k -1000 -500 w a 0 0 0 5.00 ft 500 R2 1000 2.12 k RTk 1500 3.3 PWU Engineering Inc.©2013,Software 0.02,3/06/14 HDR @ Nook �PWU ENGINEERING INC. Results -1500 -2.60 k -1000 -500 CL a 0 All 0 5.00 ft 500 R2 1000 2.12 k R1 1500 3.31 k Type: Reactions (k) DL LL TL TL Douglas Fir-Larch #2 R, 1330 Ib 1985 Ib 3315 Ib 3.31 k R2 883 Ib 1240 Ib 2123 Ib 2.12 k Size: 4000 (1) WO D F#2 3000 A 52.25 int _ 2000 1000 S82.73 in' F�. . . . . . . . . 0 1 392.96 in4 N F„' 170 psi -1000 Fb' 875 psi -2000 E' x 106 1.30 -3000 VAllowable 5.92 k 6000 MAllowable 6.03 k-ft 5000 Design values are based off NDS 2005 Edition,published by Amencan 'n 4000 Wood Council. 3000 m Shear Moment o 2000 VMAX 3.31 k MMAX 4.82 k-ft � 1000 — VAllowable Allowable 5.92 k M 6.03 k-ft 0 Ratio 0.56 Ratio 0.80 0.00 OK OK -0.01 Deflection `s 0.02 TL LL U Actual 0.04 in 0.02 in o -0.03 Criteria 0.25 in 0.13 in Ratio 0.15 0.17 o.oa OK OK PWIJ Engineering Inc©2013,Software v1.02,3/06/14 ,Beam #9 EPWU ENGINEERING INC. _ Loads and criteria Total Span:r6.00 ft I = 72 in ' Fully Braced?j Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent Co 1.00 # DL LL TL Start End Total CF 1.20 1 -291 plf -520 plf -811 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 1 0 plf 0.00 ft TL L/240 1 0.30 in 5 1 0 plf 1 0.00 ft LL L/480 I 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -1000 -800 -600 -400 -200 a 0 ° 200 6.00 ft 400 600 800 R1 F R2 2.43 k 2.43 k 1000 PWU Engineering Inc 02013,Software 0.02,3/06/14 Beam #9 �PWU ENGINEERING INC. Results -1000 -800 -600 -400 -200 o. 0 0 o 200 6.00 ft 400 600 800 R1 R2 2.43 k 2.43 k 1000 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R1 873 Ib 1560 Ib 2433 Ib 2.43 k R2 873 Ib 1560 Ib 2433 Ib 2.43 k Size: 3000 (1) 4x 10 D F#2 2000 A 32.38 in' 1000 S 49.91 in' „ o 1 230.84 in4 CO 1000 F„' 180 psi -2000 Fb' 1080 psi F x 106 1.60 3000 VAllowable 3.89 k 4000 MAllowable 4.49 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 Shear Moment 0 1000 VMAX 2.43 k MMAX 3.65 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.63 Ratio 0.81 0.00 OK OK -0.02 Deflection s -0.04 TL LL v Actual 0.06 in 0.04 in o -0.06 Criteria 0.30 in 0.15 in Ratio 0.21 0.27 -0.08 OK 0K PWIJ Engineering Inc 02013,Software v1 02,3/06/14 Beam #10 PWU ENGINEERING INC. Loads and criteria TotalSpan:j 4.50 ft 1 = 54 in Fully Braced?j Yes Point Loads Load Location Pressure Treated?l No # DL LL TL 1 -210 Ib -560 Ib -770 Ib 1.50 ft Repetitive Use?j No 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.20 1 -261 plf -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 0 plf 0.00 ft TLI U240 1 0.23 in 5 1 0 plf 0.00 ft LL L/480 1 0.11 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -800 -600 -400 -200 w CL a 0 0 4.50 ft J 200 400 R2 600F2O 1.83 k 800 k PVVU Engineering Inc.02013,Software 0.02,3/06/14 Beam #10 � P �EN�GINE�ERING� INC. Results -800 -600 -400 -0.77 k w -200 CL 0 0 16 0 200 4.50 ft 400 R2 600F2O9 1.83 k 800 k Type: Reactions (k) Dou las Fir-Larch #2 DL LL TL TL 9 R, 727 Ib 1363 Ib 2091 Ib 2.09 k R2 6571b 1177 Ib 1834 Ib 1.83 k Size: 3000 (1) 4x10 DF#2 2000 A 32.38 int 1000 S 49.91 in' 0 d 1 230.84 in4 n l000 F„' 180 psi -2000 Fb' 1080 psi F x 106 1.60 -3000 VAllowable 3.89 k 3000 MAllowable 4.49 k-ft 2500 Design values are based off NDS 2005 Edition,published by American 2000 Woad Council. 1500 m Shear Moment o l000 2 500 VMAX 2.09 k MMAX 2.40 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft o Ratio 0.54 Ratio 0.53 0.00 OK OK -0.01 S Deflection o 0 .01 TL LL -0.02 Actual 0.02 in 0.02 in o o.oz Criteria 0.23 in 0.11 in Ratio 0.10 0.14 -0.03 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Beam #11 �PWU ENGINEERING INC. Loads and criteria Total Span:j 6.00 ft I = 72 in Fully Braced?i Yes Point Loads Load Location Pressure Treated?i No # DL LL TL 1 -210 Ib -560 Ib -770 Ib 1.00 ft Repetitive Use?i No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CID 1.00 # DL LL TL Start End Total CF 1.20 1 -179 plf -220 plf -399 plf 0.00 ft 6.00 ft 6.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 0 plf 0.00 ft TLI U240 I 0.30 in 5 0 plf 1 0.00 ft LL L/480 1 0.15 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 Of 0.00 ft 5 0 Of 0.00 ft -500 -400 -300 -200 -100 CL a 0 c>s 100 6.00 ft 200 R2 300WR 1.32 k 400 500 PWU Engineering Inc©2013,Software 0.02,3/06/14 Beam #11 � PWU ENGINEERING INC. Results -500 -400 -300 -200 -100 a 0 0 100 6.00 ft 200 - R2 300 R1 1.32 k 400 1.84 k 500 Type: Reactions (k) Douglas Fir-Larch #2 DL LL TL TL R, 711 Ib 1127 Ib 1837 Ib 1.84 k R2 571 Ib 753 Ib 1324 Ib 1.32 k Size: 2000 (1) 4x10 DF#2 1500 A 32.38 int 1000 500 S 49.91 in' iv 0 - 1 230.84 in4 w F„' 180 psi -500 Fb' 1080 psi -1000 E'x 106 1.60 -1500 VAllowable 3.89 k 2500 MAllowable 4.49 k-ft 2000 Design values are based off NDS 2005 Edition,published by American a Wood Council 1500 C 1000 Shear Moment 0 500 — VMAx 1.84 k MMAX 2.20 k-ft VAllowable Allowable 3.89 k M 4.49 k-ft 0 Ratio 0.47 Ratio 0.49 0.00 OK OK -0.01 Deflection o 0.02 TL LL -0.03 Actual 0.04 in 0.02 in o 0.04 Criteria 0.30 in 0.15 in Ratio 0.13 0.15 -0.05 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 Deck Joists �PWU ENGINEERING INC. Loads and criteria Left Cantilever: 0.00 ft = 0 in Fully Braced?i Yes Middle Span: 9.00 ft = 108 in Right Cantilever: 0.50 ft =6 in Point Loads Load Location Pressure Treated?i Yes # DL LL TL 1 0 Ib Repetitive Use?l Yes 2 0 Ib 3 0 Ib Wet Service?i No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.10 1 -20 plf -53 plf -73 pif 0.00 ft 9.50 ft 9.50 ft 2 0 plf 0.00 ft Deflection Criteria 3 0 plf 0.00 ft Left Cant. 4 0 plf 0.00 ft TL L/240 I 0.00 in 5 0 pif 1 0.00 ft LLI U360 1 0.00 in Triangular Loads Midspan Max Load Extent TL U240 1 0.45 in # DL LL TL Zero End Max End Total LL L/480 1 0.23 in 1 0 plf 0.00 ft 2 0 plf 0.00 ft Right Cant. 3 0 plf 0.00 ft TL L/240 1 0.03 in 4 0 pif 0.00 ft LL L/360 1 0.02 in p 0.00 tt -100 -80 -60 -40 �= -20 n a 0 0 20 9.00 ft 0.50 ft 40 - 60 - R1 R2 80 0.33 k 0.37 k 100 PWU Engineering Inc.02013,Software v1.01,3/06/14 Deck Joists MPWU ENGINEERING INC. Results -100 -80 -60 -40 w -20 c 0 0 20 9.00 ft 0.50 ft 40 60 R1 0.33 k R2 80 0.37 k 100 Type: Hem-Fir#2 Reactions (k) DL LL TL TL R, 90 Ib 239 Ib 329 Ib 0.33 k Size: R2 100 Ib 267 Ib 368 Ib 0.37 k (1) 2x10 HF#2 400 ---- A 13.88 int S 21.39 in' 200 1 98.93 in4 E' x 10 1.04 a F„' 120 psi VAllowable 1.11 k 0 m Fb' N 860 psi MAllow N 1.53 k-ft Fb' (-) 860 psi MAllow(-) -1.53 k-ft -200 Design values are based off NDS 2005 Edition,published by Amencan Wood Council. -400 800 Shear Positive Moment Negative Moment _ 800 MAX 0.33 k P14MAX 0.74 k-ftMAX -0.01 k-ft 1.11 k M 1.53 k-ft M -1.53 k-ft 400 Allowable Allowable Allowable Ratio 0.30 Ratio 0.48 Ratio 0.01 200 - OK OK OK 0 0 Deflection -200 - TL LL 0.05 Actual 0.00 in 0.00 in Left End Criteria 0.00 in 0.00 in 2 0.00 Ratio #DIV/0! #DIV/0! #DIV/0! 0 0.05 Actual -0.10 in -0.08 in Midspan Criteria 0.45 in 0.23 ino -0.10 Ratio 0.23 0.34 OK Actual 0.02 in 0.01 in -0.15 Right En Criteria 1 0.03 in 0.02 in Ratio 1 0.75 0.82 OK PWU Engineenng Inc.02013,Software 0.01,3/06/14 Deck BM == <�PWU ENGINEERING INC. Loads and criteria Total Span:j 10.00 ft I = 120 in - Fully Braced? Yes Point Loads Load Location Pressure Treated?l Yes # DL LL TL 1 0 Ib Repetitive Use? No 2 0 Ib 3 0 Ib Wet Service?l No 4 0 Ib 5 0 Ib Sustained Temperature? T:5 100°F Uniform Loads Load Factors Load Extent CD 1.00 # DL LL TL Start End Total CF 1.00 1 -75 plf -200 plf -275 plf 0.00 ft 10.00 ft 10.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft Deflection Criteria 4 1 0 plf 0.00 ft TL L/240 1 0.50 in 5 1 0 plf 0.00 ft LL L/480 1 0.25 in Triangular Loads Max Load Extent # DL LL TL Zero End Max End Total 1 0 plf 0.00 ft 2 0 plf 0.00 ft 3 0 plf 0.00 ft 4 0 plf 0.00 ft 5 0 plf 0.00 ft -400 -300 -200 w -100 CL -0 0 0 10.00 ft J 100 200 R1 R2 300 1.38 k 1.38 k 400 PWU Engineering Inc.02013,Software 0.02,3/06/14 Deck BM �PWU ENGINEERING INC. Results -400 -300 -200 -100 a. 0 0 100 10.00 ft 200 R1 R2 300 1.38 k 1.38 k 400 Type: Reactions (k) DL LL TL TL Hem-Fir#2 R, 375 Ib 1000 Ib 1375 Ib 1.38 k R2 375 Ib 1000 Ib 1375 Ib 1.38 k Size: 2000 (1) 6x10 HF#2 1500 1000 A 52.25 in' a 500 S 82.73 in' ,� o 1 392.96 in4 -500 F„' 112 psi -1000 Fb' 540 psi -1500 E' x 106 0.88 2000 VAllowable 3.90 k 4000 MAllowable 3.72 k-ft Design values are based off NDS 2005 Edition,published by American 3000 Wood Council. 2000 Q E Shear Moment 0 1000 VMAX 1.38 k MMAX 3.44 k-ft VAllowable Allowable 3.90 k M 3.72 k-ft 0 Ratio 0.35 Ratio 0.92 0.00 OK OK -0.05 Deflection -0.10 TL LL Actual 0.18 in 0.13 in o 0.15 Criteria 0.50 in 0.25 in Ratio 0.36 0.52 -0.20 OK OK PWU Engineering Inc.02013,Software v1.02,3/06/14 PWU ENGINEERING INC. Email: pwuengineering(a)-comcast.net -,�0 PROFF Ph: (503) 810-8309 /uh s - s �1 t c4t, 600-0PAA- PbGr rt PEG ZOo �� 't'rrf(.iP tiJ t FkqpifeS. 36 St O t4 . 7'Zooms���,25 _ !� 7 k < 1. k-�Lc-ow A f3(�• FON D'r?- 412 D7-`2Z �y�: s �Psary 0 T[2 012 DTT 2 Z. - Gc,tp uP TO ti spatJ•. LL w� SOPsft tz =-306''1 2 GATAr—Ifl FOA sbst/��t� x2'fZi W t YL%1 b s►br_ PLAfr_ - �C W;E'. M �N C3� t� c� �c 'y s�s @ L,6 t( LI tU• — 2' p�tk 5p#v Ri✓& bgz-t-t, ►S N �7 pve S� PgXM�gjj_j o trroO Z f2 f_tr#="" ETC. Railing Post-to-Deck Framing Code Requirements The railing connection is one of the more crucial connections pertaining to safety,and it is often inadequately constructed. In order to provide the required load resistance When required at the hand rail,the post must not only be fastened to the rim joist, but also tied ,, Guards shall be located along back into the joist framing. Machine bolts through the post and rim joist alone do many surfaces more than 30' not typically meet the performance requirements of the code.The details below have above the floor or grade below been shown through testing to resist the forces called out by the codes. including porches,balconies, raised floor areas,stairways, landings and open-sided Simpson Strong-Tie® Solutions walking surfaces. IRC 2006,Section R312.1 o HD2A Holdown: IBC 2006,Section 1013.1 0 ° Horizontal application. ° Hot-dip galvanized Height o° o ® coating recommended. to foist layout Guards shall be a minimum of I o 36°tall(IRC)or up to 42'tall for certain occupancies(IBC). IRC 2006,Section R312.1 a IE �� l IBC 2006,Section 1013.2 DTT2Z Deck 2x8(Min.) '� % 2x8(Min.)— Tension Tie: 0TT2Z ;; blocking ; ' deck joists Features to blocking Load Resistance a zMAx® layout "- 1 f Handrail assemblies and galvanized - Tom+ - guards shall be able to resist coating. ---- a single concentrated load of 200 pounds,applied in any direction at any point along = the top. For more IRC 2006, Table R301.5 information on this _ F. IBC 2006,Section 1607.7.1 application, see - - Simpson Strong-Tie technical bulletin T-GRDRLPST Vii, - ----_---_ Selection of products based upon `' 'i performance and/or suitability for a specific application should be '� i.•i :''" 3y_ _ .. _ __-i 777 made by a qualified professional. Simpson Strong-Tie recommends that deck designs be approved by the local building department - before construction begins. -!� GALVANIZED" These products are available with a ZMAX@ _ =' :<4;e'., For more information on connecting or hot-dip galvanized coating.Stainless-steel £_ =. _i; :e' connectors are also available for higher ; ' ,,..'f'': r, posts inside the rim joist, see exposure environments orapplications if'r',i.,;'' Simpson Strong-Tie technical using certain preservative-treated woods. bulletin T-GRDRLPST See page 6 for more details. _ ;® •� - ; 16 I DECK FRAMING CONNECTION GUIDE F-DECKCODE09©2009SIMPSONSTRONG-TIE COMPANY INC. u. i DTT2 Deck Post Connectors Page 2 of 4 • Simpson Strong-Tie SDS screws install best with a low speed high torque drill with a 3/8" hex head driver. For Shearwall Installation,see HDU/DTT2. Gallery: ..top roll over images below to see larger image j ,e \� �=,�"yam 3�'t":'_•�: 'v�W t s It%}�"'�"�' 5 \may �� �""=• •.��: € DTT2Z DTT2 installed as Typical Deck-to- bj (DTT2SS similar) a lateral connector House Lateral I for a deck Load Connection guardrail post. For more information on guardrail post J 4i it connections,see technical bulletin ' (yT-GRDRLPST. •gyp, �I ! �.t Load Table: See code report listings below ''top These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Minimum Allowable Tension Load Model Anchor Fasteners Wood Member 'D SP . SPFJHF No. Diameter Fasteners (100) � �,(16Q�a . (100) 1 (160)1 1825 1825 1440 1800 r DTT2 ija 8-SDS 'x11V2.' �y, ,3 2t}0gq0 2145• 1-4{40 11835 f!I !i.'"�^ tG.S :Iz G'JU' i ''A =.w 214.5 2F4b '#05, C�I�I 1. The allowable loads have been increased 60%for wind or earthquake loading with no further increase allowed. 2. Load values are valid if the product is flush with the end of the framing member or installed away from the end. 3. The guardrail post illustration above addresses an outward force on the guardrail.An additional DTT2 can be added at the lower bolt to address an inward force. Code Reports (PDFs): •next ..top LEGACY REPORTS IAPMO UES IMES ESR CITY OF LOS ANGELES STATE OF FLORIDA ICC-ES NER ICC-ES ER ICC-ES ES ER DTT2 No code listing.Please contact us for test data. DTT2SS No code listing.Please contact us for test data. DTT2Z ESR-2330/ESR-2523" RR25720 FL10441 DTT2Z-SDS2.5 No code listing.Please contact us for test data. http://www.strongtie.com/products/connectors/DTT2.asp 11/20/2012 I Page�u ~ S|n»oo-Ddvo0VSDS Stno1uod \�ood8orcn' ~ ' e. Minimum spacing requirements are listed inICC-ES ESR-2236. Allowable Shear Loads for Wood Side-Plate App|icationao DF/SP Allowable Load S3.4 _ize _ Model_ ` � (i n.) w |' � � . »;2SnS25200 , _'_ . � �x� �uuzeu � . ' , xx3 ouxzxuoo2801 165 165 170 185 195 205 � —�- ! --��-- ---- ^ �x�x uuszo�u . 00 Hx� �o��usuo ____ '---- -- ��O` 34U' 23U 2O0 6 SD5256&O no mo /95 ' �vn ^zu� 34" / ____i ____ !-' ----- 3�V' | 24O' | 34O' � 2J8 | 130 | *xD SD�25U8U _|_��� |_lk5 |_ 1/n- L �5_L_!95-L205 ��� j -- �� '/ ' / ' __--__- ___-__�� SPF/HF Allowable Loads' Size Model Jin.) 4* / - | 3 316 2 SDS25200 105 �x2� GD5252O ^ . . xxS _ SD5Z5300 130 1 1410 140 150 150 145 2001 � | . | ^ ' �,4x �nV/��|� ' | !|_- 150 155 165 2501 2,151 190 1 16n xz-5�—_-_ S_OS_25500 -�-��- | --- X 6 SoS25600 ln �� \o^O -�l -1— 5^ -V ! - 155 L '- -2501 , ' �- ' ��� ] > � 150��^ �0�n�V195 1. Noted loads are based on ICC-ES Code Report ESR-2236 and/or testing per ICC AC233 and assume a minimum main memberthickness mthe screw length minus the side member thickness.All other allowable loads are UosoU on the 2005 National Design Specification(NDS)and a minimum penetration nf0D= 1.45'into the main member. 2. Values are valid for connection involving only two members.Where the side and main members have different specific gravities, the lower values shall ueused. a. Allowable loads are also applicable to structural composite lumber(e.g., LVL. PGL. and L8Q having an equivalent specific gravity of 0.50 or greater. 4. Allowable loads are shown at the wood load duration factor of CD= 1.00. Loads may be increased for load duration by the building code UP to a D 1.00.The Designer shall apply all adjustment factors required per NDS. 5 Loads are based on installation into the side grain of the wood members with the screw axis perpendicular to the wood fibers. O Loads apply toappropriate stainless-steel models. Allowable Double-Shear Loads ---r-------- Size Model Allowable Loads(I bS.) Side Members Wood Structural SDS25300 355 325 305 Pinel Rated Sheathing X 4 SDS25412 2x Solid Savin 395 475 335 1. Allowable loads are based on Simpson Strong-Tie@ laboratory testing with a safety factor of 5 applied to the average ultimate test load. z. Allowable loads are based on 1 1/2"thick main members and assume nogap between side and main members. ' 3 8omwoU|eloads are shown at the wood load dure8unty�orofCo= 1.OU. Loads may beinnmosodfor load Uu,odonbythe building code uptvaCu ' ~ 1.60.The designer ux*||apply all adjustment factors required per NDS. �http://vvpn�.otnong\ic.cono/pvnducta/tounnoto/s/8D9.00p 11/20/2012 Version: 3.1 Designed on: December 4,2015 ` 5 ' Design wwpa.or S11ry ASD Method How to -✓"� Order Pro Developed by: Enter Data Print Version Member# Studs + Forum Engineers Location : Cripple Wall Sits on Sill Plate? No Yes " Dimension Lumber" Dimension Lumber'* Nominal Size: ( 1 ) 2 x 6 Sill Plate Nominal Size : 2 x 6 Species= Hem-Fir Species or Symbol = Hem-Fir Grade= Stud Grade= Stud Bearing at<3"of Sill End? No Height(H) = 8 ft - 0 in P P= 1500 Ib = DL+SL Unbraced Length (/1) = 8 ft - 0 in W= 28.0 plf = Wind Unbraced Length (/Z) = 1 ft - 0 in H 17 7 lu= 1 ft - 0 in 17 Setup (pressed-down buttons are selected) 17 - w Repetitive Use? No Yes Incised for PT? No Yes Flat Use: No Yes Moisture Content: `19°! >19% for P only,fc(psi)= 182 < 506 = Fc-� Temperature(°F): <1oo 100-12s 125-150for P+w, fc(psi)= 182 < 506 = Fc-� Set Duration Factors CD = 1.15(P) & 1.60 (P+w) (1.312)fb(psi)= 231 < 885 = Fb Set Effective-Length Factor K = 1.00 (fc/F'C)2 + fb I[F'b(1 -fc I Fce)] = 0.35 < 1.00 OK Set Deflection Limit 0/H = 120 Mid-H Deflection due to w, A(inch)= 0.07 < H/120 OK Section Properties Post/Stud Sill PL breadth(b)= 1.5 in 1.5 Adjustment Factors Sill PL depth (d)= 5.5 in 5.5 Bending Com // E Com Area(A)= 8.3 in^2 8.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S)= 7.6 in^3 Temperature Ct= 1.00 1.00 1.00 1.00 Moment of Inertial(1)= 20.8 in^4 Beam Stability CL= 0.99 N/A N/A N/A Size CF= 1.00 1.00 N/A N/A Flat Use Cf„= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising Ci= 1.00 1.00 1.00 1.00 Fb Fc// E Fc I Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 675 800 1200000 405 440000 Column Stability(P) CP= N/A 0.77 N/A N/A Adjusted(P) 709 1200000 506 440000 Column Stability(P+w) Cp, = N/A 0.66 N/A N/A Adjusted(P+w) 885 850 1200000 506 440000 Bearing Area Cb= N/A N/A N/A 1.25 Version: 3.1 r Designed on: December 4,2015 Wt V�rRfJ W f?. 1 Vr ® ASD Method How to Orderer Pro Developed by: Enter Data Print Version Member# Studs Forum Engineers Location : Cripple Wall Sits on Sill Plate? No Yes ** Dimension Lumber** ** Dimension Lumber** Nominal Size : ( 1 ) 2 x 6 Sill Plate Nominal Size : 2 x 6 Species= Hem-Fir Species or Symbol = Hem-Fir Grade= Stud Grade= Stud Bearing at< 3"of Sill End? No Height(H) = 12 ft - 0 in P P= 1200 Ib = DL+SL Unbraced Length (/,) = 12 ft - 0 in w= 21.0 plf = Wind Unbraced Length (/Z) = 1 ft - 0 in H lu = 1 ft - 0 in Setup (pressed-down buttons are selected) W Repetitive Use? No Yes Incised for PT? No Yes Flat Use: No Yes Moisture Content: <19% >19% for P only, fc(psi)= 145 < 445 = Fc Temperature(°F) : <100 100-125 125-150 for P+w, fc(psi)= 145 < 472 = Fc Set Duration Factors CD = 1.15(P) & 1.60 (P+w) (1.3/2)fb(psi)= 390 < 885 = Fb Set Effective-Length Factor K = 1.00 (fc/F'c)Z + fb/[F'b(1 -fc/Fce)] = 0.70 < 1.00 OK Set Deflection Limit 0/H = 120 Mid-H Deflection due to w, A(inch)= 0.27 < H / 120 OK Section Properties Post/Stud Sill PL breadth (b)= 1.5 in 1.5 Adjustment Factors Sill PL depth (d)= 5.5 in 5.5 Bending Como// E Com Area(A) = 8.3 in^2 8.3 Wet Service CM= 1.00 1.00 1.00 1.00 Section Modulus(S) = 7.6 in^3 Temperature C,= 1.00 1.00 1.00 1.00 Moment of Inertial (1)= 20.8 in^4 Beam Stability CL= 0.99 N/A N/A N/A Size CF= 1.00 1.00 N/A N/A Flat Use Cfu= 1.00 N/A N/A N/A Design Values(psi) Sill PL Incising Ci= 1.00 1.00 1.00 1.00 Fb Fc// E Fc I Emin Repetitive Member Cr= 1.15 N/A N/A N/A Reference 675 800 1200000 405 440000 Column Stability(P) Cp= N/A 0.48 N/A N/A Adjusted(P) 445 1200000 506 440000 Column Stability(P+w) Com,„= N/A 0.37 N/A N/A Adjusted(P+w) 885 472 1200000 506 440000 Bearing Area Cb= N/A N/A N/A 1.25 TOP OF WALL HEIGHT TO MATCH TOP OF STEMWALL HEIGHT AT TYPICAL GARAGE FOOTING HEIGHT OF CURB PER ARCH �D PROFF (2)#4 CONT.MIN @ T.O.W. CONC SLAB WHERE G I N OCCURS PER PLAN 9421 2 G OR I IEEI I FE I 1 I 1 I=_1 I I i I I I=1 I I=I11 /0 22 HIL"T"BARS I P III Expires: 06/30/2014 "H"BARS 12"WIDE(MIN) 1-1/2"CL DRAIN ROCK UP TO 12"FROM T.O.W. DRAIN PIPE AT BOTTOM "V"BAR DOWELS "F"BARS C7 J Lu Lu "X11 BARS CD CD rn 1A COMPACTED GRAVEL #4 CONT.TYIL-// 7 B N W —7 Cantilevered Retaininq Wall Schedule Generic Retaininal or Stan TaFrUTra—dice Values H(Ft) W A B I C I D "V"Bars "H"Bars "F/"Bars x"Bars "T"Bars Lap Length L Dowel Heglth DH 51-011 Al 611 11-011 31-111 loll #4@18"o.c. #4@18"O.C. #4@18"o.c. #4@18"o.c. 6'-0" 5'-3" 6" V-0" 3-9" 10" #4@14"O.C, #4@18'o.c. #4@15"o.c. #4@18"o.c. Notes: 1. Design values are based on 40pcf active,a I 000plf wall load,and a 50psl residential vehicular surcharge. 2. Allowable Soil Bearing= 1,500 psf,Passive=250 psf/ft,Friction=.4 3. Footing and Wall F'c= 3,000 psi @ 28 days,Fy=60 ksi 5. If no"T"bars are shown and no dimension is shown in the table above for Dowel Height DH,extend the"V"bar dowel from the footing to the top of the wall. CANTILEVERED RETAINING WALL 8 _ SCALE: N.T.S. To specify your own Title : Cant Wall,5'Tall,40pcf Page: special title block here, Job# Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr, Retain Pro 2006,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria ILOil Data Footing Dimensions& Strengths Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 3.58 Heel Active Pressure - 40.0 psf/ft Total Footing Width - 4.58 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in = FootingIlSoil Friction = 0.400 Key Depth 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi F = 60,000 psi for passive pressure = 10.00 in P Y P Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 11ateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs -_ at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.84 OK Wall Material Above"Ht" = Concrete Sliding = 1.68 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,812 lbs Rebar Spacing = 18.00 ...resultant ecc. = 0.23 in Rebar Placed at = Edge Soil Pressure @ Toe = 629 psf OK Design Data - Soil Pressure @ Heel = 598 psf OK Totalfb/FB+fa/Fa 0.540 1,500 Total Force @Section lbs= 800.0 Allowable = psf Moment....Actual ft-#= 1,333.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 709 psf Moment.....Allowable = 2,471.3 ACI Factored @ Heel = 675 psf Shear.....Actual psi= 15.7 Footing Shear @ Toe = 3.3 psi OK Shear.....Allowable psi= 82.2 Footing Shear @ Heel = 7.2 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 670.1 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,124.8 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,5'Tall,40pcf Page: _ special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and SettingslHP_Administr, Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 709 675 psf Mu':Upward = 353 0 ft-# Mu':Downward = 75 0 ft-# Mu: Design = 278 1,333 ft-# Actual 1-Way Shear = 3.28 7.22 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S`Fr Heel Reinforcing = #4 @ 18.00 in Heel: Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,695.7 3.04 5,157.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= Total = 670.1 O.T.M. = 1,320.4 Footing Weight = 572.9 2.29 1,312.7 Resisting/Overturning Ratio = 5.84 Key Weight = Vertical Loads used for Soil Pressure= 2,812.1 lbs Vert.Component = 168.5 4.58 772.4 Total= 2,812.1 lbs R.M.= 7,711.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c 13/4" 5'-0" 5'-0" 2" I • • 10" 3" #4@ 18.in @Toe Designer select #4@18.in all horiz.reinf. 1-0" 3'-7" @ Heel See Appendix A 4'-7" t . Pp=0.# 680.56# 598.43psf 628.74psf To specify your own Title : Cant Wall,5'Tall,40pcf+Sur Page: special title block here, Job# Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. - This Wall in File:C:\Documents and SettingslHP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions& Strengths Retained Height = 5.00 ft Allow Soil Bearing mmm= 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 3.58 Heel Active Pressure - 40.0 psf/ft Total Footing Width = 4.58 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in FootingIlSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 3,000 psi F = 60,000 psi for passive pressure = 10.00 in Footing Concrete Density Y 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem'l Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Poisson's Ratio Axial Load Eccentricity = 0.0 in = 0.500 *Design Summary Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.02 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,966 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.00 in Rebar Placed at = Edge Soil Pressure @ Toe = 718 psf OK Design Data - Soil Pressure @ Heel = 577 psf OK Total fb/FB+fa/Fa 0.687 = 1,500 Total Force @Section lbs= 945.5 Allowable psf Moment....Actual ft-#= 1,697.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 812 psf Moment.....Allowable = 2,471.3 ACI Factored @ Heel = 653 psf Shear.....Actual psi= 18.5 Footing Shear @ Toe = 3.8 psi OK Shear.....Allowable psi= 82.2 Footing Shear @ Heel = 9.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 776.2 lbs LAP SPLICE IF BELOW in= EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,186.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,5'Tall,40pcf+Sur Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 812 653 psf Mu':Upward = 400 0 ft-# Mu':Downward = 75 0 ft-# Mu: Design = 325 1,697 ft-# Actual 1-Way Shear = 3.84 9.28 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined summary of overturning & Resisting Forces & Moments .....OVERTURNING.... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 786.6 2.08 1,632.6 Soil Over Heel = 1,695.7 3.04 5,157.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 154.2 3.04 468.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= Total = 776.2 O.T.M. = 1,629.8 Footing Weight _ - 572.9 2.29 1,312.7 Resisting/Overturning Ratio = 5.02 Key Weight = Vertical Loads used for Soil Pressure= 2,966.2 lbs Vert.Component = 168.5 4.58 772.4 Total= 2,966.2 lbs R.M.= 8,180.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c 13/4" 5'-0" 5-0" i 2" • • --- 10" 3" #4@18.in @Toe Designer select #4 18.in 1'-0" 3'-7" �° all horiz.reinf. @ Heel See Appendix A 4'-7" 50.psf Pp=0.# 786.62# lllllllllW 576.73psf 717.71 psf To specify your own Title Cant Wall,5'Tall,40pcf+Sur+Wall Page: special title block here, Job# Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data _Footing Dimensions& Strengths Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 3.58 Heel Active Pressure - 40.0 psf/ft Total Footing Width 4.58 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in Key Depth 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc for passive pressure = 10.00 in Footing 3,000 psi Fy = 60,000 psi Fing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem _Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ,,.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem------'I Footing Type Line Load mmmAxial Dead Load = 500.0 lbs 0.0 ft Base Above/Below Soil -_ at Back of Wall Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.40 OK Wall Material Above"Ht" = Concrete Sliding = 1.79 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,966 lbs Rebar Spacing = 18.00 ...resultant ecc. = 3.90 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,233 psf OK fb/FB+fa/Fa = 0.687 Soil Pressure @ Heel = 497 psf OK Total Force @ Section lbs= 945.5 Allowable = 1,500 psf Moment....Actual ft-#= 1,697.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,479 psf Moment.....Allowable = 2,471.3 ACI Factored @ Heel = 597 psf Shear.....Actual psi= 18.5 Footing Shear @ Toe = 7.6 psi OK Shear.....Allowable psi= 82.2 Footing Shear @ Heel = 2.9 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force 776.2 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,386.5 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth, H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,5'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,479 597 psf Mu':Upward = 708 3,776 ft-# Mu':Downward = 75 5,061 ft-# Mu: Design = 633 1,285 ft-# Actual 1-Way Shear = 7.55 2.87 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = #4 @ 18.00 in Heel:Not req'd,Mu<S'Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 786.6 2.08 1,632.6 Soil Over Heel = 1,695.7 3.04 5,157.3 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 154.2 3.04 468.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= Total = 776.2 O.T.M. = 1,629.8 Footing Weight = 572.9 2.29 1,312.7 Resisting/Overturning Ratio = 5.40 Key Weight = Vertical Loads used for Soil Pressure= 3,966.2 lbs Vert.Component = 168.5 4.58 772.4 Total= 3,466.2 lbs R.M.= 8,805.1 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 18.in o/c 4 12 13/4" 5'-0" 5'-0" 2" I r r r 10" F-`1 3" r #4@18.in @Toe Designer select #4 18.in 1'-0" 3'-T, @ all horiz.reinf. @ Heel See Appendix A 4'-7" 50.psf lEcc=O.in I � f Pp=0.# 786.62# 497.41 psf 1233.4psf To specify your own Title : Cant Wall,6'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions& Strengths Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width _ 4.25 Heel Active Pressure 40.0 psf/ft Total Footing Width 5.25 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in Key Depth 0.00 in FootingIlSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc for passive pressure = 10.00 in Footing 3,000 psi Fy = 60,000 psi Fing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design SummaryStem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.58 OK Wall Material Above"Ht" = Concrete Sliding = 1.65 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 3,813 lbs Rebar Spacing = 14.00 ...resultant ecc. = 0.88 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 787 psf OK fb/FB+fa/Fa = 0.732 Soil Pressure @ Heel = 665 psf OK Total Force @ Section lbs= 1,152.0 Allowable = 1,500 psf Moment....Actual ft-#= 2,304.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 887 psf Moment.....Allowable = 3,148.5 ACI Factored @ Heel = 750 psf Shear.....Actual psi= 22.6 Footing Shear @ Toe = 4.3 psi OK Shear.....Allowable psi= 82.2 Footing Shear @ Heel = 10.1 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 923.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,525.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,6'Tall,40pcf Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:\Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1 143665 2005001 Footing Design Results Toe Heel Factored Pressure = 887 750 psf Mu':Upward = 439 0 ft-# Mu':Downward = 75 0 ft-# Mu: Design = 364 2,304 ft-# Actual 1-Way Shear = 4.30 10.07 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S'Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments .....OVERTURNING.... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,475.0 3.38 8,353.1 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 - Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 923.5 O.T.M. = 25124.3 Footing Weight = 656.3 2.63 1,722.7 Resisting/Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure= 3,812.5 lbs Vert.Component = 231.3 5.25 1,214.2 Total= 3,812.5 lbs R.M.= 11,852.4 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 14.in o/c 1 3/4" 6'-0" 6'-0" 6'-0" 2" 6.in Conc w/#4 @ 18.in 10" 3" #4@18.in i @Toe Designer select #4@15.in all horiz.reinf. 1'-0" 4'-3" @ Heel See Appendix A 5'-3" ra Pp=0.# 933.89# 111111111111�665.3ppEf 787.08psf To specify your own Title : Cant Wall,6'Tall,40pcf+Sur Page: special title block here, Job# • Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions & Strengths Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 4.25 Heel Active Pressure - 40.0 psf/ft Total Footing Width = 5.25 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width = 0.00 in K Depth = Key ept 0.00 in FootingllSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.90 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 4,000 lbs Rebar Spacing = 14.00 ...resultant ecc. = 1.69 in Rebar Placed at = Edge Soil Pressure @ Toe = 885 psf OK Design Data - Soil Pressure @ Heel = 639 psf OK Totalfb/FB+fa/Fa 0.898 1,500 Total Force @Section lbs= 1,326.5 Allowable = psf Moment....Actual ft-#= 2,827.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,000 psf Moment.....Allowable = 3,148.5 ACI Factored @ Heel = 723 psf Shear.....Actual psi= 26.0 Footing Shear @ Toe = 4.9 psi OK Shear.....Allowable psi= 82.2 Footing Shear @ Heel = 12.5 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,047.7 lbs HOOK EMBED INTO FTG in= 6.86 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,600.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ration' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 d To specify your own Title • Cant Wall,6'Tall,40pcf+Sur Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr. Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,000 723 psf Mu':Upward = 491 0 ft-# Mu':Downward = 75 0 ft-# Mu: Design = 416 2,828 ft-# Actual 1-Way Shear = 4.92 12.45 psi Allow 1-Way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces& Moments .....OVERTURNING.... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,058.1 2.41 2,551.7 Soil Over Heel = 2,475.0 3.38 8,353.1 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 187.5 3.38 632.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions= Total = 1,047.7 O.T.M. = 2,548.8 Footing Weight = 656.3 2.63 1,722.7 Resisting/Overturning Ratio = 4.90 Key Weight = Vertical Loads used for Soil Pressure= 4,000.0 lbs Vert.Component = 231.3 5.25 1,214.2 Total= 4,000.0 lbs R.M.= 12,485.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 6.in Conc w/#4 @ 14.in o/c 1 3/4" 6'-0" 6'-0" 6'-0" i 2" 6.in Conc w/#4 @ 18.in 10 Y " i #4@18.in @Toe Designer select #4 15.in 1'-0" 4'-3" @ all horiz.reinf. @ Heel See Appendix A 5'-3" 50.psf Pp=0.# 1058.1# W639.22psf 884.59psf To specify your own Title : Cant Wall,6'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and Settings\HP_Administr Retain Pro 2006.7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Criteria Soil Data Footing Dimensions & Strengths Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Wdth = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 4.25 Heel Active Pressure - 40.0 psf/ft Total Footing Width 5.25 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in FootingIlSoil Friction = 0.400 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 10.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil - Axial Dead Load = 500.0 lbs at Back of Wall 0.0 ft Axial Live Load = 500.0 lbs Poisson's Ratio = 0.500 Axial Load Eccentricity = 0.0 in *Design Summary Stem Construction , Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.14 OK Wall Material Above"Ht" = Concrete Sliding = 1.72 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 5,000 lbs Rebar Spacing = 14.00 ...resultant ecc. = 4.65 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,374 psf OK fb/FB+fa/Fa = 0.898 Soil Pressure @ Heel = 530 psf OK Total Force @ Section lbs= 1,326.5 Allowable = 1,500 psf Moment....Actual ft-#= 2,827.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,628 psf Moment.....Allowable = 3,148.5 ACI Factored @ Heel = 628 psf Shear.....Actual psi= 26.0 Footing Shear @ Toe = 8.4 psi OK Shear.....Allowable psi= 82.2 Footing Shear @ Heel = 5.6 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 1,047.7 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.86 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,800.0 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5: 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 Modular Ratio'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type= Medium Weight Wind,W 1.600 Concrete Data fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 To specify your own Title : Cant Wall,6'Tall,40pcf+Sur+Wall Page: special title block here, Job# : Dsgnr: Date: SEP 3,2013 use the"Settings"screen Description.... and enter your title block information. This Wall in File:C:1Documents and SettingslHP_Administr Retain Pro 2005,7-April-2005,(c)1989-2005 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration#:RP-1143665 2005001 Footing Design Results Toe Heel Factored Pressure = 1,628 628 psf Mu':Upward = 782 6,091 ft-# Mu':Downward = 75 8,574 ft-# Mu: Design = 707 2,483 ft-# Actual 1-Way Shear = 8.43 5.64 psi Allow 1-way Shear = 82.16 82.16 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 @ 18.00 in Toe: Not req'd,Mu<S`Fr Heel Reinforcing = #4 @ 15.00 in Heel:#4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,058.1 2.41 2,551.7 Soil Over Heel = 2,475.0 3.38 8,353.1 Toe Active Pressure = -10.4 0.28 -2.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 187.5 3.38 632.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 500.0 1.25 625.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 ' Earth @ Stem Transitions= Total = 1,047.7 O.T.M. = 2,548.8 Footing Weight = - 656.3 2.63 1,722.7 Resisting/Overturning Ratio = 5.14 Key Weight = Vertical Loads used for Soil Pressure= 5,000.0 lbs Vert.Component = 231.3 5.25 1,214.2 Total= 4,500.0 lbs R.M.= 13,110.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: 11 6.in Conc w/#4 @ 14.in o/c 1 3/4" 6'-0" 6'-0" 6'-0" 2" 6.in Conc w/#4 @ 18.in . 10 3" #4@18.in @Toe Designer select #4 15.in 1'-0" 4'-3" @ all horiz.reinf. , @ Heel See Appendix A 5'-3" 50.psf =O.in Pp=0.# 1058.1# 530.38psf 1374.4psf