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Plans (2) Butler 16110 E Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS Barrows Road Estates - Building 2 11297 - 11271 SW Hallmark Terrace Tigard, Oregon for Barrows Road Estates, LLC Job Number 335-1010-01 Permit No MST20 1 1-00006 through 00013 � M 6 T-RO —07)77 0` O R a � �s/0 i s To2o - d1 S . ,GINE w 1485 /457-0/e — Lajd �srao�i . � ott - 6Uai OREGON tit ST Zo _ ^ Ilk v 14.'► ��tQ /� s T2-°�f _ �u E. B�C A457RoIl azro I EXPCR F,C• 12-11-2011 January 4, 2011 Revised February 18, 2011 Contents: Project Overview 1 Configuration 2 Design Parameters 3 Holdown Schedule 4 Anchor Bolts 5 Typical Interior Unit—Lots 10 - 15 Configuration Typ-1 Gravity Framing Typ-2 Lateral Framing Typ-10 These calculations are only valid if this cover sheet has an original wet-stamped engineering seal. Barrows Road Estates—Building 2 335-1010-01 Barrows Road Estates, LLC. February 18, 2011 Structural Calculations Page 1 STRUCTURAL CALCULATIONS These revised structural calculations are Barrows Road Estates Building 2, an 8-unit rowhouse- project to be built on SW Barrows Road in Tigard, Oregon in response to plan review comments and some value engineering changes. The similar 3-story units were designed to be structurally independent. Form each other in accordance with the 2010 Oregon Structural Specialty Code. Loading: Roof 15 psf DL + 25psf Snow Floor framing 12 psf DL + 40 psf LL Exterior walls 12 psf Interior partitions 8 psf Allowable Soil Bearing 1,500 psf(assumed) Earth Pressure 35 psf equivalent fluid pressure Base Friction 0.35 Seismic: Base Shear: E = F SDS /R W Eq 12.14-11 - simplified analysis procedure Site Class D Seismic Design Category D F = 1.2 3-story building Ss = 1.00 Maximum for Portland Metro area . S1 = 0.36 SDS = 2/3 FaSs = 2/3 x 1.10 x 1.0 = 0.733 Design Category "D" R = 6.5 Light wood-framed walls, Table 12-14-1 = 5.5 Concrete Shear Walls W = Structure Weight E = (1.2)(0.733)(1.0)/6.5 W = 0.129 W Wind: Use simplified method per ASCE 7-05 Section 6.4 Wind Pressure ps = 2,IW pes3o 95 mph 3 second gust Where X, = 1.026 Mean Roof Height 32'-4", Exposure B Figure 6-2-G p30: Zone A 16.10 Zone B 11.05 ( Interpolated from ASCE Figure 6-2 for Zone C 13.18 ( l0in 12 roof slope, 95 mph wind speed Zone D 9.08 J Load Combinations: D +L+ (W or 0.7 E) . 0.6D ± (0.7EorW) Butler Job No. 335-1010-01 Project Barrows Road Estates Date 2 1/4/11 Consulting, Inc. Client Barrows Road Estates, LLC Subject Building 2 Configuration Sheet By MEB Rev Description By Date / / /44/ '' may' �� nor s��P// /F�F�/� / .-- ,,* 4f,<■...4./k, 5i \� O �/ /� $ hhha, .7.......atitshi KEY PLAN .11 1rf01�: =-1�i�0�1 �%���L.. �.��q 11 �1.. a��a�O. ..I�a�l III =7 '°•,••• _ Illl.l.nm.11llrlll.y Irr Plrnrr7rlo .11111111.41111.— .qIW WIC. �I101�llll�lllll�llllljl: xx�.1111111111111411111111, 11:11111:1111.111111111111F III:n11r111111111111.= d111111111r11111.-- mrr7i747147m7a 1�m:nnm:mu:m.l.nu a i,....m...tt. IIII l lv.:2 4uu4nn4 Iumummuu�� rr 1 ,111U 1N. 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Do-: : I::1::1::1::1i1 0o r�j - • 1 I -. . i la:1::1::1::1115 DD 1 oa BB -:: DO 'I7-1-:;00 —;,SI BB'I,-.�== pp- 1. :il3, oo �,�- Di] =.�.- -� BB ;:= BBI 1 i- !1 1—:. .. 1 FROUNT ELEVATION 1 Sheet 3 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 1/4/11 Consulting, Inc. Client Barrows Road Estate: Subject Shear Walls By MEB Design Parameters Component Member Fv Fb E Dimensional Lumber 2x & 4x DF #2 95 psi 875 psi 1.6E+06 psi P.T. Lumber 2x & 4x HF #2 75 psi 850 psi 1.3E+06 psi Beams LSL 400 psi 1700 psi 1.55E+06 psi LVL 290 psi 2900 psi 2.0E+06 psi Shear Walls Wall Unit Shear v; = V;/EL; Overturning MOT = L; v; H Overturning Resist. MRes = wog Liz/2 Net Uplift Pup-Seis = (MOT-0.6 MRes)/(Li-3") H = Height of wall panel L; = Length of wall panel wpL = Dead load tributary to wall Shear Wall Plate Attachment: Fastener Capacity Co = 1.33 Co = 1.60 5/8" Anchor Bolt 790 1,053 1,264 5/8" q A.B. 3x sill pl 1,040 1,387 1,664 16d Nail 108 144 173 Shear Wall Schedule Type Sheathing Panel Nailing Capacity Sill Plate Attachment Edges Field (plf) Anchor Bolts Nailing A 7/16"APA-rated, 1-side 8d @ 6" 8d @ 12" 240 Seis 5/8„ C @ 4'-0" 16d CO 6" 316 Wind B 7/16" APA-rated, 1-side 8d @ 4" 8d @ 12" 350 Seis 5/8" @ 2'-8" 16d @ 4" 16 473 Wind 8 C 7/16"APA rated 1-Side 8d @ 3" 8d @ 12" 450 Seis 5/8" 4 @ 2'-8" 20d @ 3" 3x edge framing 630 Wind 3x sill plate D 7/16"APA rated 1-Side 8d @ 2" 8d @ 12" 585 Seis 5/8" @2.4 20d @ 3" + Simp • 3x edae framing 819 Wind 3x sill mate A34 @ 24" • Adjust capacity by 2L/H for H/L< 3.5 Use 3x sill edge framing & sill plates for vsels >350 plf Ignore DL on overturning calculation on ground floor eliminated requirement for oversized sill plate washers. Sheet 4 butler Job No. 335-1010-01 Project Barrows Road Estates Date 1/4/11 Consulting, Inc. Client Barrows Road Estat Subject Shear Walls By MEB Holdown Schedule Type Holddown Capacity Attachment Remarks -- None Required Nail to double 2x studs 1 *Simpson MSTC28 1,540 lb (16) 16d nails and/or wrap around beam Nail to double 2x studs 2 Simpson MSTC4O 3.465 lb (36) 16d nails and/or wrap around beam Nail to double 2x studs *3 Simpson MSTC52 4,620 lb (48) 16d nails and/or wrap around beam Nail to double 2x studs *4 Simpson MSTC66 5,860 lb (68) 16d nails and/or wrap around beam Nail to double 2x studs 5 Simpson CMST14 6,490 lb (74) 16d nails and/or wrap around beam (2) Simpson Nail to double 2x studs w/ 6 CMSTC16 (1 ea 9,171 lb (50) 16d nails ea strap ( (28) 16d nails Attach to dbl 2x stud w/ *7 Simpson HDU2 3,070 lb Simpson 5/8" SSTB16 (6) SDS'/4x21/2 screws Attach to dbl 2x stud w/ 8 Simpson HDU4 4,565 lb Simpson 5/8" SSTB2O (10) SDS'/4x21/2 screws Attach to dbl 2x stud w/ *9 Simpson HDU5 5,645 lb Simpson 54" SSTB24 (14) SDS'/4x21/2 screws Attach to triple 2x stud w/ 11 Simpson HDU8 7,870 lb Simpson 74" t SSTB28 (20) SDS'/4x21/2 screws 12 Simpson HDU11 9,535 lb 1" 4 x Threaded Rod embed 10' Attach to 6x post w/ into 12"thick x 15"wide ftg (30) SDS'/4x21/2 screws Sheet 5 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 1/4/11 Consulting, Inc. Client Barrows Road Estat Subject Anchor Bolts By MEB Anchor Bolts Use provisions of ACI 318-05 Appendix D for bolts wet-set into concrete Anchor Strength = 4) ANc/ANco `1'ed,N `1`c,N '1'cp,N N Eq D-4 $ = 0.75 Condition A w/supplemental reinforcing Occurs when anchor embedded into reinforced footing 4) = 0.70 Condition A w/o supplemental reinforcing Occurs when anchor embedded into stem wall or footing with no supplemental reinforcing ANco = 9her2 projected failure surface if edge distance > 1.5 hef het = embed depth ANc = actual projected failure surface taking into account edge distances 'l'ed,N = edge distance factor = 0.7 + 0.3 ca,min/ 1.5 het where ca,min = minimum edge distance `1'c,N = 1.0 cracked concrete factor (assume as cracked) 'l'cp,N = 1.0 post-installed anchor factor Nb = 24 f'c 1/2 het 1.5 = concrete breakout strength Equations D-7 for wet-set anchors Anchor to extend full depth of stem wall into strip footing Condition Thickened Footing Holddown HDU11 Uplift Load 9,535 lb Ftg Depth 12 in Ftg Width 15 in • f'c 2,500 psi Embed depth het 10 in Cal 7.50 in cat 15.00 in ANco = 900 in2 ANc = 450 in2 ANc/ANco = 0.500 ''ed,N = 0.850 Nb = 37,947 lb Ncb = 16,128 lb 4)Ncb 11,289 lb Use 15" x 30" x 12" deep ftg Sheet Typ-1 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/23/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject Configuration Typical Unit By MEB Rev Description By Date A Plan Check,Value Egring MEB 2/17/11 I I r I BM1 MIM1 r _ ill II — — 1 al ral N. Am A HI �i Ili�-i=ii i ri --- =� i 1. I��! --- - ROOF FRAMING PLAN 3RD FLOOR FRAMING PLAN F7 F7 I _ I F8 F1_ r BM15 —I -- r-i -��I = F6 U�F14 ril F11 1ITAII! IIF4 I� 1 Lill I _ _ II .42E7. - BM1�; — F-_,AL--—--- 1 +p ` BM7 jI BM11 - 0lrrr- gm �� 3 r�� i -BM12-- BM9 -"'' F13 '1l F13 2ND FLOOR FRAMING PLAN FOUNDATION PLAN Sheet Typ-2 • Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/3/10 Consulting, Inc. Client Barrows Road Estates,LLC Subject Roof Framing-Typ Unit By MEB .' Rev Description By Date Roof Framing A Use 14" Joists MEB 2/17/11 - Use Premanufactured Roof Trusses See engineering by truss manufacturer w Headers HDR1 iuimnmumuuuumimuuumm Span ft 6.50 max Span • Roof Trib ft 2.00 Wall Trib ft 4.00 Unit Load plf 148 Trial Section 4x8 DF #2 f, = 3w(2 22-D) psi OK 23.1 OK wL2/8 fb = S - psi OK 306 OK x 5wL4 Ox = 384 El in 0.033 OK Use 4x8 DF#2 Third Floor Framing Joist J1: w= 12 psf DL+ 40 psf LL 1 17'-10" Max VMax = 742 lb 463 plf 463 plf MMax = 2,067 ft-lb ALL = .25" max = U886 Use 4" Open web product @ 24" 0/C Hdr BM1 BM2 Span (ft) 6.50 14.00 4.17 Roof Trib (ft) 2.00 2.00 - Floor Trib (ft) 0.80 0.80 5.50 Wall Trib (ft) 9.00 9.00 - Unit Load (plf) 230 230 286 Trial Section 4x10 DF #2 13/4x 14" LVL 13/4x 14" LVL fv 3w(2 U2-D) (psi) 26.4 84.5 19.2 wL2/8 fb = Sx (psi) 292 1,181 130 5wL4 /Ix = 384 El (in) 0.025 0.248 =L/677 0.002 Use 4x10 DF#2 Use 13/4x 14" LVL Use 13/4x 14" LVL Sheet Typ-3 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/3/10 Consultin , Inc. Client Barrows Road Estates, LLC Subject 3rd Floor Framing - Typ Uni By MEB Rev Description By Date Third Floor Framing (Cont.) A Use 14" Joists MEB 2/17/11 BM3 P W2 w1 = (12+40) x 13'-9"/2 = 358 plf mummmmummuuuu w2 = (12+40) x 17'-10"/2 = 464 plf 3'-11" P = 596 lb 867 lb 1,237 lb Section 13/4x 14" LVL UMax= 1,237 lb f„= 75.7 psi OK o p MMax= 1,050 ft-lb f = 220 psi OK Ax= 0.0036 in Use 13/4x 14" LVL Cantilever Rims Beam BM4 BM5 Span 12.83 8.00 P Roof Trib 1 - 9.00 w1 IIIIII Roof Trib 2 8.00 8.00 Floor Trib 1 8.92 7.00 Span 2'-0" • Floor Trib 2 7.00 7.00 R1 R2 Wall Trib 1 - 9.00 Wall Trib 2 9.00 9.00 w1 = 464 832 w2 = 792 792 P = 1,607 lb - BM2 1,607 lb - BM2 R1 = 2,602 2,728 R2 = 6,541 7,119 Section Try 31/2 x 14" LVL Try 51/4 x 14 LVL UMax= 3,350 lb 3,928 lb f"= 110.4 psi OK 80.2 psi OK MMax= 7,296 ft-lb 4,798 ft-lb fb = 766 psi OK 3 psi OK Ax= 0.177 =U483 0.052 =LJ1.846 Ocant= 0.0507 =2L/948 0.0339 =2L/1,413 Try 31/2 x 14 LVL Use 51/4 x 14 LVL Sheet Typ-4 • Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/22/10 Consultin , Inc. Client Barrows Road Estates, LLC Subject 2nd Floor Framing - Typ Un By MEB Rev Description By Date 2nd Floor Framing A 117/2" I-Joists MEB 2/17/11 Joist J1: Max Span 17'-10" Use 117/8" I-Joist @ 24" 0/C Simple Span Beams •R Span •R BM6 BM7 BM8 BM9 Span (ft) 3.75 14.00 4.00 12.17 Roof Trib (ft) - 2.75 - 2.50 Floor Trib (ft) 6.88 1.60 5.67 - Wall Trib (ft) - 19.00 - - Unit Load (pIf) 358 449 295 125 Trial Section 13/4x 117/8 LSL 31/2 x 117/8 LVL 13/4x 117/8 LSL 4x8 DF#2 f„ 3w(2 U2-D) (psi) 22.6 97.2 21.3 40.5 fb = w S/8 (psi) 183 1,604 172 906 x 5wL4 Ox = 384 El (in) 0.004 0.397 =L/423 0.004 0.347 =1../421 Use 13/4x 117/8 LSL Use 31/2 x 117/8 LVL Use 13/4x 117/8 LSL Use 4x8 DF#2 BM10 BM14 Span 4.21 ft 12.00 ft - I P Overhang 0.875 ft 2.00 ft w, w Floor Trib 1 7.00 ft 1.60 ft O1immili °On°umml Floor Trib 2 1.60 ft 1.60 ft t 4'-21/2 101/2" W1 = 364 plf 83 plf R, R2 w2 = 83 plf 83 plf P = 670 lb - BM6 2,767 lb - BM11 R1 = 619 lb 24 lb R2 = 1,656 lb 3,908 lb Section 4x12 DF#2 51/4x 117/8 LVL VMax= 913 lb 2,934 lb f"= 34.8 psi OK 70.6 psi OK MMax= 618 ft-lb 5,701 ft-lb fb = 101 psi OK 554 psi OK Ox= 0.004 in 0.026 in - Acant= 0.0011 in 0.0691 in = 2U776 Use 4x12 DF#2 Use 51/4x 117/8 LVL Sheet Typ-5 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/22/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject 2nd Floor Framing - Typ Un By MEB Rev Description By Date 2nd Floor Framing (Cont.) A Add BM15 MEB 2/17/11 w, L1 P w2 L2 tSpan R, R2 Beam BM11 BM12 BM13 BM15 Span ft 3.50 6.25 5.67 5.58 L1 ft 1.50 4.75 3.92 4.04 L2 ft 2.00 1.50 1.75 1.54 Roof Trib1 ft 2.00 3.84 4.00 - Roof Trib2 ft 9.00 2.08 4.00 - FI Trib 1 ft - - 2.00 2.00 Fl Trib 2 ft 7.71 - 2.00 2.00 Wall Trib1 ft - - 18.00 9.00 Wall Trib2 ft 18.00 - - 9.00 w1 plf 80 154 480 176 w2 plf 977 83 264 176 P lb 3,141 BM7 2,447 BM7 - 2,852 BM4 R1 lb 2,447 1,055 1,302 1,279 R2 lb 2,767 2,247 1,041 2,556 MMax= ft-lb 3,581 3,277 1,418 3,731 weq = 8MMax/L2 2,339 671 353 957 Trial Section 31/2 x 117/8 LSL 31/2x 91/2 LSL 13/4x 117/8 LSL 31/2x 117/8 LSL f, psi 99.9 101.4 94.0 92.2 fb psi 522 747 414 544 6,x = in 0.010 =L/3,818 0.059 =L/1,293 0.002 = L/688 0.028 Use 31/2 x 117/8 LSL Use 31/2 x 91/2 LSL Use 13/4x 117/8 LSL Use 31/2x 117/8 LSL Deck Framing Typical Joist: nmmummimumuwmi Try 2x8 P.T. Hem Fir #2 @ 24" 0/C 8'-0" 2'-0" w = (8+40) x 2' = 96 plf 360 lb 600 lb 1� VMax = 408 lb 67"- �� f, = 56.3 psi OK MM,, = 675 ft-lb fb = 616.4 psi OK Use 2x8 PT hem fir#2 @ 24"0/C Sheet Typ-6 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/22/10 Consultin , Inc. Client Barrows Road Estates, LLC Subject Deck Framing - Typ Unit By MEB Rev Description By Date Deck Framing (Cont.) A Knee brace Unit 15 MEB 2/17/11 Beam w = 600 lb/2' = 300 plf numumuImumImuunumm Try 4x12 P.T. Hem Fir#2 -0 10'-0" t 1 -0 1,800 lb 1,800 lb UMax = 1,500 lb IPfs f, = 57.1 psi OK MMax = 3,600 ft-lb °o Fria fb = 585 psi OK Sx = 0.125 in = U960 OK Use 4x12 PT hem fir#2 Ledger: Reaction = 4'-0" x (8 DL+ 4OLL) = 192 plf 3/R" 4) Lap screws Z1= 230 lb Max Spacing = 230 lb/ 192 plf = 1.20' Use 2x8 PT hem fir#2 ledger w/ 3/8" 4) Lag screws @ 8" 0/C Deck Framing - Unit 15 Joist Floor Trib 2.00 ft 111111111111111111111 w = 96 plf 2'-6" 1'-0" Deck Trib 2.00 ft 100.8 lb 235.2 lb R� MCI = -115 lb LSU28 hanger Section 2x8 PT HF #2 13 UMax = 139 lb fv = 19.2 psi 69ri-k0 M Max = 64 ft-lb fb = 58 psi Scant = 0.0015 IN ok Use 2x8 PT HF#2 Beam w = 235.2 lb/2' = 118 plf uuuuuuuuuuuuunuIuuuuui 12-0 Try 4x8 PT Hem Fir #2 t 7081b 7081b UMax = 708 lb f„ = 41.8 psi OK MMax = 2,124 ft-lb 214 Ff-cA fb = 831 psi OK Ax = 0.381 in = U378 OK Use 4x8 PT hem fir#2 Sheet Typ-6.1 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 2/17/11 Consulting, Inc. Client Barrows Road Estates, LLC Subject Unti 15 Deck By MEB r _ Rev Description By Date Unit 15 Deck(Cont.) A Knee brace Unit 15 MEB 2/17/11 Knee Brace p P = 708 lb 2-6 Horiz. reaction @ top = 708 lb Use TS22 twist strap to blocking RT°° Brace: Axial Load = 708/cos 45° = 1.001 lb Try 6x6 PT HF#2: fa = 33.1 psi °D L = 3.54 ft F'c = 370 psi > fa OK RBo, . Post Axial Load = 708 lb Try 6x6 PT HF#2: Height 8.00 ft RT°p = 487 lb (2) A34 clip angles RB°t = 221 lb (2) A34 clip angles MMax = 1,217 ft-lb fa = 23.4 psi fb = 526.6 psi F'0 = 431 psi Interaction Eq: 0.616 < 1.0 OK Use 6x6 DF #2 Connections 5/8" 0 bolts 3/8" $ lag screws Fll = 1,880 lb 490 F} = 700 lb 330 FA = 1,020 lb 1 req'd 394 lb 4 req'd Use 1/4" knife pl Use (4) 3/8" 4 lag screws w/ (2) 5/8" bolts Sheet Typ-7 .Butler Job No. 335-1010-01 Project Barrows Road Estates Date 2/5/07 Consulting, Inc. Client Barrows Road Estates, LLC Subject Deck Railings By MEB Railings: Design for 20 plf horiz. Load top rail or 200 lb horizontal point load V —■I■i■— ■ El 11R mi.Posts: Try 4x4 Cedar Posts @ 7'-0" 0/C Max FB = 725 psi (western cedar#1) x 1.5 (Cf) x 1.33 = 1,446 psi P = 200 lb or 20 plf x 7'-0" = 140 lb MMax = 200 lb x 3'-3" = 650 ft-lb fb = 650 x 12 /7.146 in3 = 1,092 psi OK . Base Attachment - _ R = 200 lb x (36+11/9 + 11/9 +41/4) /41/4" = 2,035 lb 5/8" 0 bolts thru rim board Check for crushing: F, = 425 x 1.15 x 1.33 = 650 psi Bearing area req'd: 2,035 lb /650 psi = 3.13 in`Use 3/16 x 2" x 2" plate washer Restrain torsion in rim board w/stud ties to joists M = 650 ft-lb Reaction @ joist: 650/2 x 12/71/4" = 538 lb Simpson SP2 Stud Plate Tie Use (2) 5/8" 4) thru-bolts into rim board Attach rimboard to joists w/ Simpson SP2 Stud Plate Ties Top Rail: Try 2x6 cedar #2 MMax = 200 x 7'-0" /4 = 350 ft-lbs t=i Controls 20 plf x 7'-0"2/ 8 = 123 ft-lb fb = 350 x 12/7.563 in3 = 555 psi OK - Use 4x4 Cedar #1 posts @ ea corner (10"-0" 0/C) Attach to 2x8 rim borad w/ (2) 5/s" 4)thru-bolts - Simpson SP1 stud tie plate rimb board to joists 2x6 cedar #2 top rail Butler Job No. 335-1010-01 Project Barrows Road Estates Sheet Typ-8 Date 12/6/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject Foundations - Typ Unit By MEB Rev Description By Date Foundations A Add BM15 MEB 2/17/11 . Allowable Soil Bearing = 1,500 psf (assumed) Footing Trib Trib Width Unit Load Total HReq'd Ftg Dimension Reinforcing (ft) (psf) (lb) Common Roof 18 40 720 �Floors 36 52 1,872 Wall 28 16 448 Stem Wall 1 157 170 Total 3,210 2.14 8" x 27" strip ftg (2) #4 Cont Fl Roof 2.00 40 80 Floors 1.60 52 83 Deck 4.00 48 192 Wall 28.00 12 336 Total 691 0.46 8 x 15" strip ftg (2) #4 cont F2 Roof 2.00 40 80 Floors 1.60 52 83 ;Wall 28.00 12 336 Total 499 0.33 8 x 15" strip ftg (2) #4 cont F3 Roof 1.00 40 40 Floors 7.00 52 364 • Wall 28.00 24 672 Stem Wall 1.50 97 146 Total 1,222 0.81 8 x 15" strip ftg (2) #4 cont F4 Floors 13.75 52 715 • Wall 20.00 8 160 Total 875 0.58 8 x 12" strip ftg (2) #4 cont F5 Floors 22.29 52 1,159 Wall 20.00 8 160 Total 1,319 0.88 8 x 12" strip ftg (2) #4 cont F6 Floors 1.60 52 83 Wall 18.00 8 144 Total 227 0.15 8 x 12" strip ftg (2) #4 cont F7 Deck Beam 6.00 300 1,800 1.20 16" 4)x 8" None F8 BM4 6,541 Fl 2.50 691 1,728 Total 8,269 5.51 2'-6" x 2'-6" x 12" (3) #4 ea way F9 BM5 7,119 Common 1.75 3,210 5,617 Fl 3.50 691 2,419 Total 15,155 10.10 3'-6" x 3'-6" x 12" (4) #4 ea way F1O BM3 1,237 BM6 1.88 358 670 - F6 2.00 227 454 Total 2,362 1.57 8" x 12"x 3'-0"strip ftg (2) #4 cont Butler Job No. 335-1010-01 Project Barrows Road Estates Sheet Typ-9 Date 12/6/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject Foundations - Typ Unit By MEB Rev Description By Date Foundations A Add Footing F14 MEB 2/17/11 • Allowable Soil Bearing = 1,500 psf (assumed) Footing Trib Trib Width 'Unit Load Total HReq'd Ftg Dimension Reinforcing (ft) (psf) (lb) F11 BM3 867 BM10 1,656 F4 3.00 875 2,625 Total 5,148 3.43 2'-0" x 2'-0" x 12" (2) #4 Cont. F12 BM9 6.09 125 761 BM12 2,247 Total 3,008 2.01 2'-0" x 2'-0" x 12" (2) #4 ea way F13 BM7 7.00 449 3,141 BM9 6.09 125 581 BM12 1,055 F3 3.00 1,222 3,665 Total 8,441 5.63 3'-0" x 2'-0" x 12" (3) #4 ea way F14 BM15 2,556 1.70 2'-0" x 2'-0" x 12" (2) #4 ea way Sheet Typ-9.1 Butler Job No. 225-0907-01 Project Barrows Road Estates Date 2/12/08 Consultin , Inc. Client Milestone Homes Subject Footings By MEB Rev Description By Date A Plan Check MEB 2/17/11 • Out-of-Plane Loading Check 1st floor Wall Studs Use simplified wind load method per ASCE 7-05 Ps = XL,' Ps30 95 mph 3 second gust, Exposure "B" X = 1.00 Mean roof heigh<30' Interpolated from ASCE 7-05 Figure 6-3 Area Pressure Zone 4 Zone 5 ps30 Zone 4: 10 17.65 21.8 20 16.9 20.35 ASCE 7-05 Figure 6-3, 50 15.95 18.4 100 15.2 13.5 Allowable Stresses DF #2: FB = 875 psi Fc = 1,300 psi - E = 1.6E+06 psi _ Location End Wall Side Wall Side Wall Height 9.00 9.00 9.00 Stud Spacing 2.00 2.00 2.00 Zone Zone 5 Zone 4 Zone 5 Area 18.00 18.00 18.00 Wind Pressure 20.6 17.1 20.5 Moment 417 345 415 Roof Trib Width 2.00 10.00 10.00 Floor Trib 2.00 18.00 18.00 Wall Trib Height 20.00 20.00 20.00 Axial Load 504 1,976 1,976 Trial Section 2x6 DF#2 2x6 DF#2 2x6 DF#2 fa = P/A 61.1 239.5 239.5 fb = Mc/I 661.9 547.8 658.7 Cd 1.6 1.6 1.6 CRU 1.35 1.35 1.35 1 CF Bending 1.3 1.3 1.3 CF Comp 1.1 1.1 1.1 - FOE = 0.3E/(H/D)2 1,245 1,245 1,245 F'c 354 378.8 378.8 • Interaction Eq 0.354 0.736 0.859 2x6 @ 24" OK 2x6 @ 24" OK 2x6 @ 24" OK Sheet Typ-10 utler Job No 335-1010-01 Project Barrows Road Estates Date 12/2/10 Consulting, Inc. client Barrows Road Estates, LLC Subject Lateral Loading -Typ Unit By MEB Rev Description By Date LATERAL LOADING A 9' top floor plate ht MEB 2/10/11 SEISMIC LOADING: Use Simplified Lateral Force Analysis Procedure from ASCE 0-05, 12.14.8 Ss = 0.926 Si = 0.337 per USGS hazard map for Lat 45.439°, Long 122.819° Fa = 1.130 Site Class D, Table 11.4-1 F„ = 1.726 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.0464 SMi = F„S1 = 0.582 SDS = 2/1 SMS = 0.698 Seismic Design Category "D" SDI = 2/4 SM1 = 0.388 Seismic Design Category "D" E = F SDS/ R W Eq 12-14.11, simplified analysis procedure F = 1.2 3-story building R = 6.5 Light wood-framed shear walls side-to-side direction 2.0 Gypsum wallboardshear walls in the front-to-back direction E = 1.2 x 0.773/6.5 W = 0.129 W side-to-side direction 1.2 x 0.773/2.0 W = 0.419 W front-to-back direction Vseis = 0.129W x 0.7 = 0.0901 W (Allowable Stress Design) Component Length Width Unit wt Wt Story • (ft) (ft) (psf) (kips) Shear Roof Roof 42.39 18 15 11.4 Ext. Walls 118.00 4.5 12 6.4 Partitions 72.50 4.5 8 2.6 Subtotal 20.4 1,842 3rd Floor Floor 39.67 18 12 8.6 Ext. Walls 121.18 9 12 13.1 Partitions 75.50 9 8 5.4 Subtotal 27.1 2,442 2nd Floor Floor 38.02 18 12 8.2 Roof 4.25 18 12 0.9 Deck 14.00 10 8 1.1 Concr. Piers 3.75 7.5 97 2.7 Veneer 8.00 4 20 0.6 Ext. Walls 121.00 8.5 12 12.3 Partitions 56.00 8.5 8 3.8 Subtotal 29.8 2,684 Ground Ext. walls 122.00 4 12 5.9 Partitions 34.00 4 8 1.1 Subtotal 6.9 626 Total Residence 84.2 7,593 • Sheet Typ-11 Butler Job No 335-1010-01 Project Barrows Road Estates Date 12/2/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject Lateral Loading -Typ Unit By MEB Rev Description By Date • Wind Loading A 9' top floor plate ht MEB 2/10/11 • Use simplified wind load method per ASCE 7-5 Section 6.4 Ps = X lw Ps30 95mph 3 second gust, Exposure "B" A. = 1.033 Mean roof Neigh =33'-4" Table 6-2 for Exp. B ps3o: Zone A 16.10 x A. = 16.63 Zone B 11.05 x A, = 11.41 Interpolated from ASCE Table 6-2 Zone C 12.85 x A. = 13.27 10 in 12 roof slope Zone D 8.85 x a, = 9.14 Side-to-Side Direction a = 0.1 L 4.10 ft C,J Controls 0.4 H 12.93 ft 3rd Floor W1 = 4'-61/2"x 16.63+5'-8" x 11.41 = 140.2 plf Wz = 4'-61/2" x 13.27+5'-8" x 9.14= 112.7 plf w3 = 4'-61/2" x 16.63+7'-6" x 11.41 = 161.1 plf Wa = 4'-61/2"x 13.27+7'-6" x 9.14= 128.8 plf w3 W� I W4 W2 WIL, W4 wa wi 2'-0"t 39'-0" 2'-0"t • 39'-0" 3,004 lb 2,496 lb 2,786 lb 2,712 7°3 25,7 • 2nd Floor W, = 5'-83/4" x 16.63 = 95.3 plf W2 = 5'-83/4" x 13.27 = 76.0 plf W3 = 10'4/2"x 16.63 = 169.8 plf MI = 10'-21/2"x 13.27 = 135.5 plf W1 W3� Wa W I Wd V I z I • 2'-0"t 39'-0" 2'-0"t 39'-0" 6,037 lb 5,150 5,359 lb 5,600 lb 2S42. 2421 __, I 1651 2$Q4 1st Floor w1 = 10'-i" x 16.63 = 167.7 plf w2 = 10'-1" x 13.27 = 133.8 plf w3 = 5'-2"x 16.63 + 1'-8" x 11.41 = 104.3 plf w4 = 5'-2"x 13.27+ 1'-8"x 9.14 = 83.2 plf w �� i W2 LWq W9 �� W3 2-0"• 15'-2" t 21'-10" t 3'-6" 2'-0" 15'-2" t 21'-10" f 3'-6" 7,011 lb 2,356 lb 7,197 6,374 lb 2,279 lb 7,891 974. , 5 606a l� /67A hi sr • Typ-12 Butler Job No 335-1010-01 Project Barrows Road Estates Date 12/5/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject Lateral Loading -Typ Unit By Sheet MEB Rev Description By Date Wind Loading A 9' top floor plate ht MEB 2/10/11 Use simplified wind load method per ASCE 7-5 Section 6.4 Ps = ? I Ps30 95 mph 3 second gust, Exposure "B" A, = 1.033 Mean roof heigh =33'-4" Table 6-2 for Exp. B Ps30: Zone A 17.65 x X = 18.24 Zone B 6.13 x X. = 6.34 Interpolated from ASCE Table 6-2 ZoneC 11.76 xa, = 12.15 3 in 12 roof slope Zone D 3.50 x X. = 3.61 Front-to-Back Direction a = 0.1 L 1.80 ft 0.4 H 12.93 ft Minimum 3.00 ft 'J Controls 3rd Floor W1 = 5'-43/4" x 18.24+4'-93/4" x 6.34= 128.9 plf ws w N, w3 W7 w4 W2 = 5'-43/4" x 12.15+4'-93/4" x 3.61 = 82.9 plf ws 2 W3 = 10'-2'/2"x 18.24 = 186.2 plf t 18'-0" a wa = 10'-21/2"x 12.15 = 124.0 plf 1,317 lb 1,104 ws = 10'-33/4"x 18.24 = 188.1 plf ws = 10'-33/4"x 12.15 = 125.3 plf • 1------------_ w7 = 12'-103/4"x 12.15 = 156.7 plf - 2nd Floor I w1 1 w2 wi = 10'-23/4"x 18.24 = 186.6 plf w2 = 10'-23/4"x 12.15= 124.3 plf t 18'-0" 2,747 lb 2,285 lb 1,430 lb 1,181 lb 1st Floor 1 w1 ' w2 w, = 10'-1" x 18.24 = 183.9 plf t w2 = 10'-1" x 12.15 = 122.5 plf 18'-0" 4,157 lb 3,449 lb - 1,4101b 1,164 lb • Sheet Typ-13 Butler Job No 335-1010-01 Project Barrows Road Estates Date 12/6/10 Consultin , Inc. Client Barrows Road Estates, LLC Subject Lateral Loading By MEB Rev Description By Date Lateral Load Distribution A 9' top floor plate ht MEB 2/10/11 Distribute Lateral Loads by tributary area Redundancy Factor p = 1.0 for simplified method Front-to-Back direction designed for R = 2.0 Side-to-side direction designed for R = 6.5 Wall Wind Seismic VWa„ Load Trib Area Load Z Length unit shear (Ib) (ft) (Ib) (Ib) (ft) (plf) 3rd Floor Wall 1 1,317 347.7 897 1,317 16.00 82.3 Seis Wall 2 1,317 366.3 945 1,317 16.00 82.3 Seis Total E-W - 714.0 1,842 Wall A 3,004 378.2 975 3,004 4.00 751.0 Wind Wall C 2,712 335.8 866 2,712 8.00 339.0 Wind Total N-S - 714.0 1,842 2nd Floor Wall 1 2,747 347.7 2,086 2,747 16.00 171.7 Seis Wall2 2,747 366.3 2,198 2,747 16.00 171.7 Seis Total E-W - 714.0 2,442 Wall A 6,037 378.2 2,269 6,037 12.00 503.1 Wind Wall C 5,600 335.8 2,015 5,600 6.00 933.3 Wind Total N-S - 714.0 2,442 1st Floor Wall 1 4,157 416.6 3,428 4,157 18.00 230.9 Seis Wall 2 4,157 416.6 3,540 4,157 18.00 230.9 Seis Total E-W 833.3 2,684 Wall A 1 7,011 220.4 2,979 7,011 14.58 480.9 Wind Wall B 2,356 333.0 1,072 2,356 5.13 459.7 Wind Wall C 7,891 279.8 2,412 7,891 3.67 2150.1 Wind Total N-S - 833.3 2,684 Sheet Typ-14 Butler Job No 335-1010-01 Project Barrows Road Estates Date 12/6/10 Consultin , Inc. client Barrows Road Estates, LLC Subject Diaphragms- Typ Unit By MEB Rev Description By Date Diaphragms A 9'top floor plate ht MEB 2/10/11 Typical Roof Diaphragm: 15/32" APA-rated sheathing w/ 8d nails @ 6" O/C panel edges, 12" field Edge blocking not required 240 plf Case 1, 180 plf Case 2 Typical Floor Diaphragm: 19/32" APA-rated sheathing w/ 10d nails @ 6" O/C panel edges, 12" field Edge blocking not required 240 plf Case 1, 215 plf Case 2 Special Floor Diaphragm: 19/32" APA-rated sheathing w/ 10d nails @ 4" O/C panel edges, 12" field Block all panel edges 425 plf both directions Level - Direction VMax Length Depth Unit Shear Diaphragm (lb) (ft) (ft) (pit) Roof - Transverse 2,712 41.00 18.00 150.7 Typ Roof Case 1 Roof - Longitduinal 1,317 18.00 35.00 37.6 Typ Roof Case 2 3rd Floor-Transverse 2,888 41.00 14.00 206.3 Typ Floor Case 1 3rd Floor-Longitudinal 1,430 18.00 16.00 89.4 Typ. Floor Case 2 2"dFloor-Wall C 6,092 41.00 15.17 401.6 Special Floor 2,130 18.00 16.00 133.1 Typ. Floor Case 1 2" Floor- Longitudinal 1,410 18 17.75 79.4 Typ. Floor Case 2 Sheet Typ-15 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/6/10 Consulting, Inc. Client Barrows Road Estate! Subject Shear Walls - Typ Unit By MEB Rev Description By Date . Shear Wall Worksheet A 9' top floor plate ht MEB 2/10/11 Roof DL 15 psf Holddowns: Simpson straps and anchors Floor DL 12 psf Wall DL 12 psf 3rd Floor Shear Walls Parameter I Wall A I Wall C I Wall 1 1 Wall 2 Vwind (Ib) 3,004 2,712 1,317 1,317 Vseis (lb) 975 866 897 945 Wall Length L; (ft) 4.00 4.00 3.92 16.00 16.00 V; (lb) 3,004 1,370 1,342 1,317 1,317 Unit Shear Wind (plf) 751.0 342.4 342.4 82.3 82.3 Unit Shear Seis (plf) 243.8 109.4 109.4 56.0 59.1 Wall Type D B B A A Wall Height (ft) 9.00 9.00 9.00 9.00 9.00 Adusted van-seis 520.0 311.1 304.9 240.0 240.0 MOT (ft-lb) 27,036 12,327 12,081 11,853 11,853 Roof Trib Width (ft) 2.00 2.00 2.00 9.00 9.00 Wall Trib Height (ft) 9.00 9.00 9.00 9.00 9.00 MRes (ft-lb) 1,104 1,104 1,060 31,104 31,104 Pup (Ib) 7,033 3,111 3,118 - - Simpson Holddown CMST14 MSTC40 MSTC40 Not Req'd Not Req'd 2nd Floor Shear Walls Parameter I Wall A I Wall C I Wall 1 1 Wall 2 Vwind (Ib) 6,037 5,600 2,747 2,747 Vseis (Ib) 2,269 2,015 2,086 2,198 Wall Length L, (ft) 6.00 6.00 4.00 3.92 16.00 16.00 V; (lb) 3,019 3,019 2,828 2,772 2,747 2,747 Unit Shear Wind (plf) 503.1 503.1 707.1 707.1 171.7 171.7 Unit Shear Seis (plf) 189.1 189.1 254.4 254.4 130.4 137.4 Wall Type C C D D A A Wall Height (ft) 9.00 9.00 9.00 9.00 9.00 9.00 Adusted van-seis 450.0 450.0 520.0 509.6 240.0 240.0 MOT (ft-Ib) 54,203 27,167 37,782 37,026 36,576 36,576 Roof Trib Width (ft) 2.00 2.00 2.00 2.00 9.00 9.00 Floor Trib Width (ft) 0.80 1.60 0.80 0.80 9.00 9.00 Wall Trib Height (ft) 19.00 19.00 19.00 19.00 19.00 19.00 MRes (ft-Ib) 4,817 4,990 2,141 2,056 60,288 60,288 PHD (lb) 8,924 4,204 9,733 9,753 26 26 Simpson Holddown 2-CMSTC16 MSTC52 2CMSTC16 2CMST1C16 Not Req'd_Not Req'd • Sheet Typ-16 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 12/6/10 Consulting, Inc. Client Barrows Road Estat Subject Shear Walls - Typ Unit By MEB Rev Description By Date Shear Wall Worksheet A 9' top floor plate ht MEB 2/10/11 1st Floor Shear Walls Parameter I Wall A I Wall B I Wall C 1 Wall 1 1 Wall 2 VwThd (Ib) 7,011 ' 2,356 7,891 4,157 4,157 Vseis (lb) 2,979 1,072 2,412 3,428 3,540 Wall Length L; (ft) 8.00 7.00 5.00 1.88 1.21 22.00 22.00 V; (Ib) 3,739 3,272 2,356 4,799 3,092 4,157 4,157 Unit Shear Wind (plf) 467.4 467.4 471.2 2,559.5 2,559.5 189.0 189.0 Unit Shear Seis (plf) 198.6 198.6 214.5 782.5 782.5 155.8 160.9 Wall Type B B B Concrete Concrete A A Wall Height(ft) 8.00 8.00 8.00 8.00 8.00 Adusted van-seis 350.0 350.0 350.0 240.0 240.0 MOT (ft-lb) 84,116 53,341 18,848 69,832 69,832 Roof Trib Width (ft) - - - - - Floor Trib Width (ft) - - - - - Wall Trib Height (ft) - - - - - MR„ (ft-lb) - - - - - Pup (Ib) 10,854 7,902 3,968 1 3,211 3,211 Simpson Holddown HDU11 HDU8 HDU4 I HDU4 HDU4 Shear Wall Beams • BM7 - 2nd Front Rim Joist BLat4'-0"S at 6 0 Prat Plat peat = 37,782 ft-lb MOT Wall C lb Lat Wall C/4' = +/- 9,446 lb I 4-0 1 w = 288 DL + 161 LL = 437 plf 14'-0" t Check 51/4x 117/8" LVL 8,402 lb -2,284 lb -2,284 lb 8,402 lb V Max= 7,162 Ib -,162. -�.�"'� 2792 f„ = 172.32 psi _ I-� I MMax= 25,150 ft-lb yflp�. fb = 2,446 psi 51/4x 11 '/e" LVL OK et Uplift: 0.6 DL +/- Wind Reactions Max 8,402 lb Use HGUS5.5/12 Hanger @ L. End 4'-0" 4. 6'-0" t 41-0' , Min -4,134 lb Use ECCQ56 col cap w/HDU4 @ ftg © R. End 14'-0" t • 6,553 lb -4,134 lb -4,134 lb 6,553 lb •Butler Sheet Typ-17 Job No 335-1010-01 Project Barrows Road Estates Date 12/23/10 Consulting, Inc. Client Barrows Road Estates, LLC Subject Shear Wall Beams - Typ Unit By MEB Rev Description By Date Shear Wall Beams A 9' top floor plate ht MEB 2/10/11 Beam BM11 BM12 P Span 3.50 ft 6.25 ft w1 L1 w2 L2 L1 1.50 ft 4.75 ft IIIIIIIIIIIIIIIIIIIII L2 2.00 ft 1.50 ft Span t Roof Trib1 2.00 ft 3.84 ft R, R2 Roof Trib2 9.00 ft 2.08 ft Fl Trib 1 - ft - ft Fl Trib 2 7.71 ft - ft Wall Trib1 - ft - ft Wall Trib2 19.00 ft - ft W1-DL = 30 plf 58 plf w1-LL = 50 plf 96 plf W2-DL = 456 plf 31 plf W2-LL = 533 plf 52 plf PDL = 2,016 lb - BM7 1,448 lb - BM11 PLL = 1,127 lb - BM7 1,008 lb - BM11 PLat = 5,343 lb - BM7 3,053 lb - BM11 R1 = 5,509 lb 1,789 lb R2 = 5,075 lb 4,574 lb MMaX= 8,173 ft-lb 6,767 ft-lb • wag = 8MMax/L2 5,337 plf 1,386 plf Trial Section 31/2x 117/8 LSL 31/2x 91/2 LSL fv = 198.8 psi OK 206.3 psi OK fb = 1,192 psi OK 1,543 psi OK AX = 0.024 in=U1,826 0.123 = L/630 Uplift Reactions: 0.6D - W R1 ,.6D-w lb -2,179 HUCQ412-SDS -357 AC4 Post cap R2.6d-w lb -1,381 HUCQ412-SDS -1,635 ECCQ46 cap Use 31/2 x 117/8 LSL Use 31/2 x 91/2 LVL BM13 w = 24 DL + 80 LL = 104 plf P P = 1,524 DL + 1,261 LL +/- 2,219 Wind 2'-0" t 12'-0" At Check 51/4x 11 '/8" LVL 6,687 lb -227 lb UMa,= 5,109 lb -1,404 lb -438 lb fv = 122.92 psi MMax= 10,052 ft-lb fb = 978 psi • OCant = 0.111 in = 2U438 51/4 x 117/8" LVL OK Sheet Typ-18 butler Job No. 335-1010-01 Project Barrows Road Estates Date 1/4/11 Consulting, Inc. Client Barrows Road Estates, LLC Subject Concrete Piers - Typ Unit By MEB Rev Description By Date Concrete Piers A 9' top floor plate ht MEB 2/10/11 Try 8" thick pier w/(2) #5 vert bars each end Design as a "Wall Pier"for Length/thickness >2.5 f', = 3,000 psi Fy = 60 ksi Loading: Adjust seismic load R =5.0 for ordinary concrete shear walls Vn Seis 2,412 lb (ASD) V,Seis=V,f0.7x(6.5/5.0) 4,480 lb V„Wind 7,891 lb (ASD) V„Wind = 1.6 Vn 12,626 lb a Controls Pier Geometry: P1 P2 Pier Length L (in) 22.00 22.00 Pier Height H (ft) 8.00 8.00 Thickness b (in) 8.00 8.00 L/b ratio 2.75 2.75 depth d (in) 20.00 20.00 AS (2) #5's (in2) 0.62 0.62 Loading: Dead Load (Ib) 1,974 (114) Live Load (Ib) 2,125 257 Reactions from garage door header Lateral (Axial) 2,589 370 P„= 1.2D+ .5L+ 1.6W 7,574 584 lb Relative Stiffness (H/L)3 0.500 0.500 V„ (Ib) 6,313 6,313 Stresses: Axial: P„/Ag (psi) 43.0 3.3 < f'�/20 = 150 psi OK! Bending: Mu = V„ H 50,502 50,502 Reinf. Ratio p 0.00388 0.00388 M„ Capacity (lb-ft) 53,249 53,249 > M„ OK MPS (ft-lb) 73,070 73,070 Shear: Ve=2Mpr/H 18,268 18,268 V„Ne 0.346 0.346 <0.5 b Concrete carries shear vc =V„/bd (psi) 39.46 39.46 < f'c1/2 OK Min. horiz. reinf ratio p =0.002 Min shear reinf.area= 0.002AQ(in2/ft) 0.19 0.19 Shear Reinforcing #3 tie @ 6" #3 tie @ 6" Horiz. AS/ft (in2) 0.44 0.44 V,Capacity =Ac.,2 f'c112+ pF,, 17,554 17,554 >V„ OK Use 8" Thick Concr. Piers w/ (2) #5 Vert each end & #3 ties @ 6" 0/C Sheet Typ-19 Butler Job No. 335-1010-01 Project Barrows Road Estates Date 1/4/11 Consulting, Inc. Client Barrows Road Estat Subject Concrete Piers By MEB Rev _Description By Date ' Concrete Pier Footing A 9' top floor plate ht MEB 2/10/11 ,' Try 24" wide x 20" deep x 20-0" long footing Check overturning: 0.6 MRes-DL > MOT Lat Load Height MOT Seismic 2,412 8.00 19,299 ft-lb Wind 7,891 8.00 63,128 ft-lb a Controls Calculate Overturning Resistance DL Trib Width Trib L Height Unit Load Weight Xcg MRes-DL Unit LL LL (ft) (ft) (ft) (psf) (Ib) (ft) (ft-lb) (psf) (Ib) Beam 1.00 1.00 1.00 1,974 1,974 1.96 3,866 2,125 2,125 Roof 8.00 2.00 1.00 15 240 12.21 2,930 25 400 Floor 14.00 2.00 1.00 12 336 12.21 4,103 40 1,120 Pier 1 0.67 1.83 8.50 145 1,507 2.00 3,014 Pier 2 0.67 1.83 8.50 145 1,507 12.21 18,402 Veneer 1.00 3.75 8.00 39 1,170 7.08 8,284 Stud Wall 1.00 4.00 18.00 7 510 13.00 6,627 Footing 2.00 14.17 1.67 145 6,863 7.09 48,621 Slab 3.00 14.17 0.33 145 2,034 7.09 14,412 Total 16,141 6.83 110,258 3,645 • x 0.6 = 66,155 > MOT OK Check Soil Bearing: P/A +/- Mc/I Max Min D +/- W 569.5 943.2 1,513 -373.7 < 1.33 x 1,500 psf OK, < 0 NG D+L+/-W 698.2 943.2 1,641 -245.0 < 1.33 x 1,500 psf OK, < 0 NG PoL MOT = PDL (L/2 - X/3) °Max L = 14.17 ft X X = 1.5 L-3 MoT/PDL= 9.52 ft NMI QMax = 2 PDL/X/W = 1,695 psf < 1.33 x 1,500 OK! Check Concrete Stresses: - - 20" deep x 24" wide footing Mu Max = 50.50 kip-ft ( Max pier moment) f'e = 3,000 psi 1 Fy = 60,000 psi Steel Try (3) #5, As = 0.93 in2 d = 17 in p = 0.0023 Mu = 0 Fy A,d11 -0.59 p Fy/f'd = 69.23 kip-ft OK Use 2'-0" wide x 14'-2" long x 20" deep footing w/ (3) #5 cont. T & B