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Butler 16110 SE Goosehollow Drive P . Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 RECEIVED 1 (503)658-0204 fax JAN 3 0 2013 ,• STRUCTURAL CALCULATIONS CITYOFTIGARD Barrows Road Estates —Building 3 BUILDING DIVISION SW Barrows Road Tigard, Oregon N(STo?o 13 - 07 76 2-2— for Ail 5 To2O 13 - cry a`S frt 6 7---23o 13 - ,�N cJU'� 3�l leQI q a 3 - -Monza Homes, LLC m S!a Job Number 309-1212-03 MS J ge,/3 - o'Z AA S T07.0'3 — cab a-7 StRUCTUR4L "3� G p 1 PNROE 4 ( 44)SS/gr 14855 AA5t;4:- OREGON 414- E Bv�� EXPIRES 12-31-2013 January 18, 2013 Contents: Project Overview 1 Configuration 2 Design Parameters 3 Common Wall Footings 5 End Unit-Lots 17 & 22 Configuration End-1 Gravity Framing End-2 Lateral Framing End-7 Interior Unit-Lots 18 - 21 Configuration Int-1 Gravity Framing Int-2 Lateral Framing Int-8 T Y Barrows Road Estates—Building 3 309-1212-03 a-kIomes, LLC. January 18, 2012 tructural Calculations Page 1 STRUCTURAL CALCULATIONS • These structural calculations are for Barrows Road Building 3, a 6-unit rowhouse-project to be on SW Barrows Road in Tigard, Oregon on Lots 17 - 22. The building has 2 unit types. Each unit was designed to be structurally independent from each other in accordance with the 2010 Oregon Structural Specialty Code. Loading: Roof 17 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) 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 SOS = 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 W = Structure Weight F = (1.3)(0.733)(1.0)/6.5 W = 0.135 W Wind: Use simplified method per ASCE 7-05 Section 6.4 Wind Pressure ps = X Iw Pes30 95 mph 3 second gust Where X. = 1.028 Mean Roof Height 32'-10", Exposure B Figure 6-2-G 8 in 12 pitch p3o: Zone A 16.10 Zone B 11.05 Zone C 12.85 Zone D 8.85 Load Combinations: D +L + (W or 0.7 E) 0.6D± (0.7EorW) D +0.75 L+/- 0.75 W I Sheet 2 Butler Job No. 309-1212-03 Project Barrows Road Building 3 Date 1/15/13 r Consulting, Inc. Client Mena Homes,LLC Configuration Subject guration By MEB r. yet1c■ `nJ �B C 0 E F r F' Fl r r I I FLi.. -1 cm_ .0 )172-IT -1 r1 ,..,., I F1 -- - T -- - F1 O - - - r — r — --- --- I --= 1 CWF8 I --1 r-- t_ - - - - O I ,F2 I - -1 F -- - 4tifrl- CWF1 I II - 1 F2 I +I----�I - -- 1--- T--- -+ -I 4- © � I I—CWF1 - — -- — I I 1 — r Fl I I CWF7 I I CWF1 Ft , — 7 r-- rr-- 1 r---- Lri� I I CWFb 1�-- ---�I --- --- 1�-- 11--- --- ---- WFS ++ -- IJ 11- I I--- 1 1 1-I— --} - — �- - I I - -- I I —1 1— I C- -11 —1 Cr11 �r� II_ ---11— I CWFI-TT- 1 I I----II— I1�--- ---7--' Z-i CRJ- CWF. . --- --- ---++ -- I I + I I r�1 1 1 -1 1- 1- �� 1 1��1 I I I , ID II am 1CJ—t1— 1 II 6 Ti r 1 L J 1 - LI I �� III I 1 - I L — t--_ I �_- I - II _ I 1 1-----1 1- -1 1. 1 I I --r -I I I r -1 1--- I- i- 1 I I �- -1 1 4___ j III_ _-� I 1 hit -_ I I I __ I_ CWF1d I -1 I___�r-i I CWF10 I r I r I CWF71 I I I .' I I I 1-- ------- 1 I I 0 r --- J • -ti L� CWF31 I 1 I r1 J r� I 111__- I I I C1VF3 �J LL■ I I �T I I r- - - -1 I 1— I q---- I I I-----1 CWF2I?J I I L_ i • j----I I t- - CwF2 1-- I 5 , -- -- ■ CW'F'5 ■ -- ---- , r -- --7 r I �-1 r 1 I r1 r1 r1 r-_ ^ L—�- -- -_ L J LJ in LJ ■ i J ---L� -J • GI r1 r 1 T-01 r.1 r■1 r r.1 r�� LJ LJ CI-S LJ LJ I1 LJ LJ S I I I illb FOUNDATION PLAN 0 0 0 0 0 0 0 - - /11...\ss,,,,, - Mirog .- .. .. . ... I 111,^,44111i1 ,.• mmmmmm .. ••••1.1111 ■..•.• .. OO., .. OO :� ------:: ..... OO - — DO' OO .... ❑❑ �U■.■. iii - - I........ •hill -. -- 11, ■...; ■■■i ...• �I - = QE I■❑❑■ E❑ nn .t. IBU t = Bt] ■ ■■-: - �_1■❑E■ ■�• _ !■❑❑■ ■.❑ D9 ❑❑■ 'no �I n nn n _ -1n a w FRONT ELEVATION . Sheet 3 Butler Job No.309-1212-03-03 Project Barrows Road Building 3 Date 1/15/13 Client A4eta-Homes,LLC Subject Design Parameters By MEB .1 Design Parameters Component Member F„ 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 1,700 psi 1.55E+06 psi LVL 290 psi 2,900 psi 2.0E+06 psi Glulam 165 psi 2,400 psi 1.8E+06 psi Shear Walls Wall Unit Shear v; = V1/EL; Overturning MOT = L; v; H Overturning Resist. MRes = woL L12/2 Net Uplift Pup-Seis = (MOT-0.6 Wes)I(L;-3") . H = Height of wall panel L; = Length of wall panel wDL = Dead load tributary to wall Shear Wall Plate Attachment: - Fastener Capacity CD = 1.33 Co = 1.60 518" 4 Anchor Bolt 790 1,053 1,264 x_ 5/8" 41 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) j Anchor Bolts Nailing G2 2 plies 5/8"gypsum Base 6d @ 9" 8d @ 12" 76.9 Seis 5/8, @ 6'-0" 16d @ 6" wallboard face 8d @7" 250 Wind AO '/1s"APA rated,1-side 8d @ 6" 8d @ 12" 120 Seis 5/8.0 @ 6'-0" 16d @ 6" unblocked 168 Wind A '/16"APA-rated, 1-side 8d @ 6' 8d @ 12" 240 Seis 5/8,41 @ 4'-0" 16d @ 6" 316 Wind . B '/1fi'APA-rated, 1-side 8d @ 4" 8d @ 12" 473 Wind 350 Seis 5/8. @ 2'-8" 16d @ 4" C 7/16"APA rated 1-Side 8d @ 3" 8d @ 12" 450 Seis 5/8"41 @ 2'-8" 16d @ 3" . 3x edge framing 630 Wind 3x sill plate D 15/32"APA rated 1-Side 8d @ 2" 8d @ 12" 585 Seis 5/8'4 @2'-4" 16d @ 3"+ Simp _ 3x edge framing 819 Wind 3x sill plate A34 @ 24" CC r/18'APA rated 2-Sides 8d @ 3" 8d @ 12" 900 Seis 5/8"41 @ 1'-4" 16d @ 3"+Simp 3x edge framing 1,248 Wind 3x sill plate A34 @ 8" II DD 7/1A"APA rated 2-Sides 8d @ 2" 8d @ 12" 1,170 Seis 5/8'4 @ 1'-0" 16d @ 3"+ Simp 3x edge framing 1,638 Wind 3x sill plate A34 @ 8" Adjust capacity by 2UH for H/L< 3.5 Sheet 4 I Butler Job No.309-1212-03-03 Project Barrows Road Building 3 Date 1/15/13 Consulting, Inc. Client Monza-Homes,LLC Subject Design Parameters By MEB - I Holdown Schedule Type Holddown Capacity Attachment Remarks -- None Required 1 Simpson CS16 1,705 lb (20) 10d nails Nail to single 2x stud and/or wrap around beam below 2 Simpson MSTC40 3,465 lb (36) 16d nails Nail to dbl 2x studs and/or wrap around beam below 3 Simpson MSTC52 4,620 lb (48) 16d nails Nail to dbl 2x studs and/or wrap around beam below 4 Simpson MSTC66 5,860 lb (68) 16d nails Nail to dbl 2x studs and/or wrap around beam below *5 Simpson DTT2Z 1,825 lb Simpson 5/8'4) SSTB16 Attach to single 2x stud w/ (8) SDS /4x1 /2 screws 6 Simpson HDU2 3,070 lb Simpson 5/8'4 SSTB16 Attach to dbl12x stud w/ (6) SDS 14x2 /2 screws Attach to dbl 2x stud w/ 7 Simpson HDU4 4,565 lb Simpson 5/8"4)SSTB20 (10) SDS'/4x2112 screws Attach to dbl 2x stud w/ *8 Simpson HDU5 5,645 lb Simpson 5/8"4) SSTB24 (14) SDS'/4x21/2 screws 9 Simpson HDU8 7,870 lb Simpson 7/8" 4) SSTB28 Attach to triple 2x stud w/ (20) SDS1/4x21/2 screws 10 Simpson HDU11 11,175 lb 1" 4) x Threaded Rod embed 10" Attach to 6x post w/ into 12"thick x 16"wide ftg (30) SDS1/4x21/2 screws 11 Simpson HDU14 14,925 lb 1" 4) x Threaded Rod embed 10" Attach to 6x post w/ into 16"thick x 24"wide ftg (36) SDS1/4x21/2 screws 12 TJSB 24x9 22400 1"4) xThreaded Rod embed 10" Install using manufacture's into 16"thick x 24"wide ftg template * Holdown/strap not used on Building 3 , Sheet 5 Butler Job No.309-1212-03-03 Project Barrows Road Building 3 Date 1/15/13 Consulting. Inc.,Client DHomes Subject Common Wall Footings By MEB Common Wall Footings Allowable Soil Bearing = 1,500 psf(Assumed) Footing Trib 'Width Unit Load Load AReq'd Ftg Dimension Reinforcing (lb) (sq ft) CWF1 Roof 2.00 42 84 Floors 27.00 52 1,404 Wall 24.00 16 384 Stem Wall 2.50 157 393 Total 2,265 1.51 8" x 24" x Cont. (2) #4 Cont CWF2 Roof 12.00 42 504 Floors 12.50 52 650 Wall 22.00 16 352 Stem Wall 2.50 157 393 Total 1,899 1.27 8"x 24"x Cont. (2)#4 Cont CWF3 Roof 2.00 42 84 Floors 9.00 52 468 Wall 22.00 16 352 Stem Wall _ 2.50 157 393 Total _ 1,297 0.86 8"x 24"x Cont. (2)#4 Cont CWF4 Roof 2.00 42 84 Floors 16.00 52 832 Wall 24.00 16 384 Stem Wall 2.50 157 393 Total 1,693 1.13 8"x 24"x Cont. (2)#4 Cont CWF5 BM8-End 9,424 Fl-End 2.00 264 528 F2-Int 1.75 944 1,652 CWF1 _ 1.75 2,265 3,963 Total _ 15,567 10.38 3'-6" x 3'-6" x 12" (4) #4 ea way CWF6 BM2-End 9,832 BM2-Int 11,100 CWF1 5.00 2,265 11,323 Total 32,255 21.50 5'-0'x 5'-0"x 15" (5)#4 ea way CWF7 BM3-End 9,079 BM3-Int 8,083 CMF2 4.50 1,899 8,543 Total 25,705 17.14 4'-6"x 4'-6" x 12" (5)#4 ea way CWF8 BM9-Int 10,984 F1-Int 2.00 264 528 F2-Int 1.75 944 1,652 CWF1 1.75 2,265 3,963 Total 17,127 11.42 3'-6" x 3'-6" x 12" (4) #4 ea way Sheet 6 Butler Job No.309-1212-03-03 Project Barrows Road Building 3 Date 1/15/13 Consulting, Inc. Client Meaaa Homes Subject Common Wall Footings By MEB Common Wall Footings ( Cont.) Footing Trib Width Unit Load Load AReq.d Ftg Dimension Reinforcing (lb) (sq ft) CWF9 BM2-Int 11,309 BM2-Int 11,309 CWF1 6.00 2,265 13,587 Total 36,205 24.14 4'-0"x 6'-0"x 12" (4)#4 x (6)#4 CWF10 BM3-Lot 21 9,381 BM3-Lot 20 9,770 CWF3 6.00 1,297 7,779 Total 26,930 17.95 3'-0"x 6'-0" x 12" (3)#4 x (6)#4 CWF11 BM7-End 4,424 BM8-Int 5,545 Total 9,969 5.00 2'-6" x 2'-6" x 12" (3) #4 ea way CWF12 BM9 x 2 2.00 10,984 21,968 Fl 4.50 264 1,188 CWF1 3.00 2,265 6,794 _ Total 29,950 19.97 4'-6"x 4'-6"x 12" (5)#4 ea way CWF13 BM2 x 2 2.00 11,100 22,200 CWF1 5.00 2,265 11,323 Total 33,523 22.35 5'-0' x 5'-0" x 15" (5) #4 ea way CWF14 BM3 x 2 2.00 11,309 22,618 CWF4 4.50 _ 1,693 7,616 Total _ 30,234 _ 20.16 4'-6"x 4'-6"x 12" (5)#4 ea way CWF15 BM8 x 2 2.00 1,028 2,056 1.03 2'-0"x 2'-0"x 12" (2)#4 ea way Sheet Int-1 Butler Job No. 309-1212-03 Project Barrows Road Bldg 3 Int Unit Date 1/18/13 Consulting, Inc. Client McAz'a Homes, LLC Subject Configuration By MEB 11111 IIIII II IIIII II I I L CET 111111 ._ IIrr'rrm IIIIII I , I I I ..... I IL i i I I E . j E T S�M j�- 1 ii 1---0 ___L____J •-1---0 J- ROOF FRAMING 3rd FLOOR FRAMING 0 4 Q BM4 —�_ F0rQ 1--_,` F1 - s - a - --- I I- I- 0 mLl M. F21 1 -- t-- - I I CWF1I — CWF51 , -- t--- _ _ CwF1I F31 I I r--' -- - ICWF9 • I I I r-1 F7 I I_ Q---,.� _ _= CWF61 ESL— — I--0 L_J �-_ _ LTI - 1--- I ■ 1 II —, I--"- -- 1 1 -- t.- Sheet Int-2 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Unit Date 1/10/13 Consulting, Inc. Client -Monza Homes, LLC Subject Roof Framing By MEB Roof Framing Use premanufactured roof trusses See engineering by truss manufacturer Girder Truss- Lower Roof Span = 6 ft Roof Trib = 7.17 ft Reaction = 903 lb Simple Beams Beam Header Span (ft) 6.50 w Roof Trib (ft) 9.00 nnwuuumuuuuumA Wall Trib (ft) 2.00 Span Unit Load (plf) 402 Trial Section 4x8 DF#2 f„ = 3■ (L/2-D) (psi) 62.9 OK fb = wx (psi) 554 OK 5wL4 Ax = 384 El (in) 0.091 OK Use 4x8 DF#2 Lower Roof Rafters w = (10+25) x 2' = 70 plf w Section 2x6DF #2 @ 24" 0/C uuuuuuuu VMaX_ 298 lb 8'-0" 2'-0" f = 55.9 psi OK 263 lb 438 lb " p MMax= 492 ft-lb fb = 780.6 psi OK Ax = 0.194 in = L/495 OK 3rd Floor Framing Use 14" open-web joists @ 24" 0/C 18' max span Header Span (ft) 6.50 Roof Trib (ft) 12.02 Wall Trib (ft) 2.00 Unit Load (plf) 529 Trial Section 4x8 DF#2 f„ = 3 2 D) (psi) 82.7 OK fb = w1S/8 (psi) 729 OK x 4 Ox = 384 El (in) 0.119 OK Use 4x8 DF#2 Sheet Int-3 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Unit Date 1/1 1/1 3 Consultin , Inc. Client Monza Homes, LLC Subject 2nd Floor Framing By MEB 3rd Floor Framing (Cont.) BM1 BM2 BM3-Lots 18&21 BM3-Lots 19&20 Span 16.00 ft 17.83 ft 17.83 ft 17.83 ft L1 12.44 ft 4.10 ft 4.10 ft 4.10 ft L2 3.56 ft 13.73 ft 7.73 ft 7.73 ft L3 - ft - ft 6.00 ft 6.00 ft Roof Trib 1 - ft 20.00 ft 10.00 ft 16.00 ft Floor Trib 1 1.00 ft 1.50 ft 1.00 ft 1.00 ft Wall Trib 1 3.00 ft 9.00 ft 9.00 ft 9.00 ft Roof Trib 2 - ft 20.00 ft 10.00 ft 16.00 ft Floor Trib 2 1.00 ft 8.00 ft 8.00 ft 8.00 ft Wall Trib 1 - ft 9.00 ft 9.00 ft 9.00 ft , Roof Trib 3 - ft ft 12.00 ft 12.00 ft Floor Trib 3 2.00 ft ft 7.75 ft 7.75 ft ' Wall Trib 3 - ft ft 9.00 ft 9.00 ft wi 88 plf 1,026 plf 580 plf 832 plf w2 52 plf 1,256 plf 944 plf 1,196 plf w3 - - 1,015 plf 1,015 plf P1 472 lb Str Hdr 957 lb BM1 795 lb BM1 795 lb P2 - - 903 lb GT1 - P1 795 lb 11,100 lb 8,383 lb 9,771 '.c, R., 957 lb 11,309 lb 9,381 lb 9,770 lb MMax= 8,805 ft-lb 50,912 ft-lb 39,300 lb 45,297 ft-lb Weq = 275 plf 1,281 plf 989 plf 1,140 plf Trial Section 13/4 x 14" LVL 51/2 x 18"Glulam 51/2 x 18"Glulam 51/2 x 18" Glulam fv 58.6 psi 171.3 psi 142.1 psi 148.0 psi fb 1,848 psi 2,057 psi 1,588 psi 1,830 psi Ax = 0.507 =U1,016 0.606 =L/353 0.467 =L/458 0.539 =L/397 Use 13/4 x 14" LVL Use 51/2 x 18" GLB Use 51/,x 18"GLB Use 51/2 x 18"GLB Sheet Int-4 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Unit Date 1/11/13 Consulting, Inc. Client 4s.4enza-Homes,LLC Subject 2nd Floor Framing By MEB 2nd Floor Framing Simple Span Beams Beam BM4 BM5 BM6 w Span 17.83 18.13 4.00 • • Roof Trib 12.02 - 1.00 Span Floor Trib 1.00 6.98 8.92 Wall Trib 9.00 9.00 18.00 Unit Load 665 435 722 Trial Section 51/4 x 14"LVL 31/2 x 14" LVL 13/4 x 14" LVL fv = 3w(2 2 D) 105.1 OK 70.1 OK 36.8 OK A wL2/8 fb = S 1,232 OK 833 OK 202 OK x - 5wL4 Ax = 384 El 0.630 =L/340 0.660 =L/330 0.005 =L/340 Use 51/4 x 14" LVL Use 31/9 x 14" LVL Use 13/4x 14" LVL BM7 Lots 18 & 22 p P= 1,420 lb- GT1 + Wall W1 SV121„ w1 = (12+40) x 2' = 104 plf 4'-0" IIIIIIIIIIIIIIIIIIIIIIIIIIIII wz = (15+25)x 8'-1" +(12+40)x 1'+ 12 psf x 9'=483 plf _ f 9'-11" Try 31/2 x14" LVL 2,032 lb 2,561 lb VMax = 2,66! lb fv = 81.5 psi OK C_ _ MMax = 7,330 ft-lb fb = 769 psi OK 7,330 ft-lb ox = 0.226 in = L/527 OK Use 31/2x14" LVL BM8 Lots 18 & 22 w1 = (17+25) x 4' + (12+40) x 1'-0" + 12 psf x 9' = 328 plf wi 111111111111111 W2 = (17+25) x 102/2/8" = 263 plf • 8.13/4 9'_7,/4' Section: 51/2 x 9" glulam 961 lb 3,498 lb 1,006 lb VMax = 1,787 lb _ 1,787 lb fv = 54.2 psi OK MMax = 3,055 ft-lb 1,711 lb fb = 494 psi OK - 1,408 ft-lb 1,924 ft-lb ox= 0.044 in =U2,618 OK Use 51/2 x9" glulam 3,055 ft-lb Sheet Int-5 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Unit Date 1/12/13 Consulting, Inc. Client .,..1!..4ertL7.a Homes, LLC Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM7 Lots 19 &20 W1 SW�„ w� = (12+40) x 2' = 104 plf 4'-0" 1111111111111111111111111111 w2 = (15+25)x 8'-1"+(12+40)x 1'+ 12 psf x 9'=483 plf 9'-11" Try 13/4 x14" LVL 1,185 lb 2,089 lb VMax = 2,089 lb f„ = 127.9 psi OK MMax = 4,518 ft-lb fb = 948 psi OK 4,518 ft-lb Ox= 0.278 in = U428 OK Use 13/4x14" LVL BM8 Lots 19 &20 w� = (17+25) x 10' + (12+40) x 1'-0" + 12 psf x 9' = 580 plf W1 111111111111111 W2 = (17+25) x 102/2/8" = 263 plf 8'-13/4' 9'-71/4' Section: 51/2 x 9" glulam 1,795 lb 5,651 lb 1,027 lb VMax = 2,930 lb 2,721 Ib fv = 88.8 psi OK MMax = 2,623 ft-lb 2,930 lb fb = 747 psi OK 1,408 ft-lb 1,924 ft-lb ox= 0.043 in =L/2,668 OK Use 51/2 x 9" glulam 4,623 ft-lb BM9 P = 5,927 lb BM4 P w= (17+25)x 1'-0"+(12+40)x 17'-10"/2'+ 12 psf x 9' =572 plf iuuiuuumimmmwuuuuwu Try 51/4 x14" LVL 8'-0" 2'-0" VMax = 7,071 lb 663 lb 10,984 lb f„ = 144.3 psi OK 7,071 Ib MMax = 12,998 ft-lb fb = 909 psi OK Ax= 0.062 in = 2U773 OK Use 51/4 x14" LVL 12,998 ft-lb Sheet Int-6 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Unit Date 1/12/13 Consulting, Inc. Client I14e -Homes, LLC Subject 2nd Floor Framing By MEB 1st Floor Framing Joists Span 8.63 ft max Spacing 24 in 11111111111111111111111111111111111111111 w = 104 plf 8'-71/2' 8'-7h/2' Section: 2x10 DF#2 VMax = 561 lb f„ = 60.6 psi OK MMax = 967 ft-lb fb = 543 psi OK Ax 0.0818 L/1,265 Use 2x10 DF#2 @ 24" 0/C BM10 3W�„ W2 w, = (12+40) x 12'-10"/2 = 334 plf 41-0" W2 = 12+40 x 2' = 104 plf Illlllllllllllllllllh111111��11►11►►1111111• 2 ( ) p 7'-7" Try 4x10 DF#2 1,024 lb 589 lb VMax = 1,024 lb f„ = 47.4 psi OK MMax = 1,570 ft-lb ft, = 377 psi OK 1,570 ft-lb ox = 0.103 in = L/883 OK Use 4x10 DF#2 Sheet Int-7 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Unit Date 1/12/13 Consulting, Inc. Client Monza-Homes,LLC Subject Foundations By MEB Foundations Allowable Soil Bearing = 1,500 psf (assumed) Footing Trib Width Unit Load Load A .d Ftg Dimension ' Reinforcing (lb) (sd ft) Fl Floors 3.00 52 156 Wall _ 9.00 12 108 Total 264 0.18 8" x 15" x Cont. (2) #4 Cont F2 Roof 2.00 42 84 Floors 12.38 52 644 Wall 18.00 12 216 Total 944 0.63 8"x 15"x Cont. (2)#4 Cont F3 Floors 11.25 52 585 Wall 2.00 8 16 Total 601 0.40 8" x 12" x Cont. (2) #4 Cont F4 Floors 15.00 52 780 Wall 9.00 12 108 Total 888 0.59 8"x 12"x Cont. (2)#4 Cont F5 Floors 2.00 52 104 Wall 9.00 12 108 Total 212 0.14 8"x 12"x Cont. (2)#4 Cont F6 BM9 10,984 F 1.50 264 396 F2 1.50 944 1,416 Total 12,796 8.53 3'-0"x 3'-0"x 12 (3)#4 ea way F7 BM5 9.06 435 3,942 2.63 24"x 24"x 12" (2)#4 ea way F8 Lot 19 BM8 3,498 2.33 24"x 24"x 12" (2)#4 ea way F8 Lot 20 BM8 _ 5,651 3.77 24"x 24" x 12" (2)#4 ea way F9 Lot 19 BM8 1,006 0.67 16" 4 x 12" None F9Lot 20 BM8 1,027 0.68 16"(I)x 12" None Sheet Int-8 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 Int Uni Date 1/13/13 Consulting, Inc. Client Homes, LLC Subject Lateral Loading By MEB LATERAL LOADING SEISMIC LOADING: Use Simplified lateral Force Analysis Procedure from ASCE7-05, 12.14.8 Ss = 1.00 Si = 0.36 Maximum for City of Portland Fa = 1.10 Site Class D, Table 11.4-1 F„ = 1.62 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.10 SM1 = F„S1 = 0.583 Sips = 2/3 SMS = 0.733 Seismic Design Category "D" SD1 = 2/3 SM1 = 0.389 Seismic Design Category "D" E = F Sips/R W Eq 12-14.11, simplified analysis procedure F = 1.20 3-story building R = 6.5 Light wood-framed shear walls E = 1.2x0.733 /6.5W = 0.135 W Vseis = 0.124 W x 0.7 = 0.0948 W(Allowable Stress Design) Calculate Story Shears: Component Length 1 Width 1 Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 18.00 18.00 17.00 5.5 Ext. Walls 68.00 4.50 12.00 3.7 Subtotal 9.2 870 Upper Floor 16.00 18.00 12.00 3.5 Roof 35.78 18.00 17.00 10.9 Ext. Walls 104.00 13.50 12.00 16.8 Partitions 56.52 8.50 8.00 3.8 Subtotal 35.1 3,326 Main 'Floor 49.37 18.00 17.00 15.1 Roof 4.67 18.00 15.00 1.3 - Ext. Walls 136.00 9.00 12.00 14.7 Partitions 83.44 9.00 8.00 6.0 - Subtotal 37.1 3,512 Total 1 81.3 7,708 Sheet Int-9 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 Int Uni Date 1/12/13 Consulting, Inc. client -Mama Homes, LLC Subject Lateral Loading By MEB WIND LOADING Use simplified wind load method per 6.4 ASCE 7-05 Ps = ? lW P53o 95 mph 3 second gust k = 1.028 Mean roof height=32-10" , Exposure B,ASCE Figure 6-2 Poo: Zone A 16.10 x ? = 16.55 Zone B 11.05 x a, = 11.36 Interpolated from ASCE Figure 6-2 Zone C 12.85 x X = 13.21 for 33.7° roof slope (8 in 12 pitch) Zone D 8.85 x a, = 9.10 a = lesser of 0.4 H or 0.1 L, 3' min East-West Direction a = 0.1L = 5.20 fta Controls 0.4 H 13.13 ft 3.00 ft min _ 3rdd Floor w W1 = 13.21 x 5.29'= 69.9 plf W1 - W3 W2 = 13.21 x 10.625' = 140.3 plf A 16'-0" T w3 = 13.21 x 5,29' +9.10 x 5.33' = 118.4 plf 8731b 1,0021b 2nd Floor w1 = 16.55 x 5.16 =85.3 plf w7 = 13.21 x 4.94' +9.10 x 7.83' = 136.5 plf w2 = 16.55 x 7.79 = 128.9 plf w8 = 13.21 x 5.16 =68.2 plf w3 = 13.21 x7.79 =102.9plf w9= 13.21 x6.79' +9.10x5.98 = 14E.1 plf w4 = 13.21 x 10.64 = 140.5 plf w10 = 16.55 x 6.79' +11.36 x 5.98' r 180.2 plf w5 = 13.21 x 10.30 = 136.0 plf w11 = 16.55 x 4.94' +11.36 x 7.83' = 170.7 plf w6 = 13.21x7.64' +9.10 x 5.14' = 147.6 plf wi WZ W4• Wri_ 8 W7 Wg w41 W5 1 W10 11 W3 Wq 52'-0" At t 52'-0" 3,923 lb 4,638 lb 3,760 lb 4,942lb IIIIIIIIIINK- 1st Floor w1 = 16.55 x 5.82 =93.4 plf w3 = 13.21 x 10.33 =136.5 plf w2 = 16.55 x 10.33 = 171.0 plf w4 = 13.21 x 5.82 =76.9 plf � w W3 !Jr W4-1 w3 .-n-,4 w1 2-0" t 28'-0" t 18'-0" t 4'-0" 2-0" t 28'-0" t 18'-0" t 4'-0" - 6,307 lb 1,742 lb 7,650 lb 6,133 lb 1,686 lb 8,338 lb - 4,946 lb-_ 5,471 lb 4,110 lb 3,914 lb Sheet Int-10 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 Int Uni Date 1/13/13 Consulting, Inc. Client Monza Homes, LLC Subject Lateral Loading By MEB Wind Loading (Cont.) Use simplified wind load method per 6.4 ASCE 7-05 PS = X IW ps30 95 mph 3 second gust = 1.028 Mean roof height=32-10" , Exposure B,ASCE Figure 6-2 Ps30: = 1.028 Mean roof height=32-10" , Exposure B,ASCE Figure 6-2 Zone A 16.10 x = 16.55 Zone B 11.05 x = 11.36 Interpolated from ASCE Figure 6-2 Zone C 12.85 = 13.21 for 33.7° roof slope (8 in 12 pitch) Zone D 8.85 x A. = 9.10 a = lesser of 0.4 H or 0.1 L, 3' min Front Elevation a = 0.1L = 3.20 ft a Controls 0.4 H 8.95 ft 3.00 ft min 3rd Floor w1 = 16.55 x 4.625'+11.36 x 5.97'=144.4 plf w2 wa w2 = 16.55x7.625'+11.36x3.00'=160.3plf wa w2 w1 w3 ws w3 = 13.21 x 7.625'+9.10 x 3.00'= 128.0 plf ws � w1 18'-0" wa = 13.21 x 10.375= 140.4 plf 18I-0" 1,262 lb 1,144 lb ws = 13.21 x 4.625'+9.10 x 5.97'= 115.4 plf 1,144 lb 1,2621b 2nd Floor w' w2 w1 = 16.55 x 10.30 =170.5 plf W3 18'-0" w2 = 13.21 x 10.30 = 136.0 plf 18'-0" 2,646 lb 2,347 lb W3 = 13.21 x 8.36+9.10 x 1.67= 125.6 plf 2,384 lb 2,581 lb 1,3 4 Ib wa = 16.55 x 8.36+ 11.36 x 1.67= 157.3 plf 1,240 lb 1,2031b 1,3191b 1st Floor wa w W2 w w2 w1 = 16.55 x 10.33 = 171.0 plf 18'-0" w2 = 13.21 x 10.33 =136.5 plf 18'-0" 4,034 lb 3,545 lb w3 = 13.21 x 7.08'+9.10 x 3.25= 123.1 plf 3,622 lb 3,883 lb 1,3 8 lb w4 = 16.55 x 7.08'+ 11.36 x 3.25=152.5 plf 1,238 lb 1,198 lb 1,302 lb Sheet Int-11 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 Int Uni Date 1/13/13 Consulting, Inc. Client .Monza-Homes,LLC Subject Lateral Loading By MEB Lateral Load Distribution Distribute Lateral Loads by tributary area Redundancy Factor p = 1.0 for simplified method Wall Wind Seismic VWaii Length Unit Shear Shear Wall Load Trib Areal Load (Ib) (sq ft) (Ib) (Ib) (ft) _ (plf) 3rd Floor Wall C 873 162.0 435 873 6.00 145.5 AO Wall E 1,002 162.0 435 _ 1,002 10.92 91.8 A Total E-W 324.0 870 Wall 1 1,262 162.0 435 1,262 16.00 78.9 G2 Wall 2 1,262 162.0 435 1,262 16.00 78.9 ' G2 Total N-S 324.0 870 2nd Floor Wall A 3,923 483.6 2,094 3,923 6.92 566.9 C Wall G_ 4,942_ 448.4 2,102 4,942 6.00 823.7 D Total E-W 932.0 3,326 Wall 1 2,646 476.0 2,134 2,646 51.00 51.9 G2 Wall 2 2,581 456.0 2,062 2,581 51.00 50.6 G2 Total N-S 932.0 3,326 1st Floor Wall B 6,307 289.3 3,276 6,307 5.84 1,080.0 1 CC Wall C 1,742 396.8 817 1,742 6.17 282.6 A Wall D 8,338 285.9 3,589 8,338 4.00 2,084.5 TJSB Total E-W 972.0 3,512 Wall 1 4,034 486.0 3,890 4,034 45.08 89.5 G2 Wall 2 3,883 486.0 3,819 3,883 47.08 82.5 G2 Total N-S 972.0 3,512 Butler Sheet Int-12 Job No 309-1212-03-03 Project Barrow Road Bldg 3 Int Uni Date 1/13/13 Consulting, Inc. Client is Homes, LLC Subject Lateral Loading By MEB Diaphragms Typical Roof Diaphragm 15/32" plwyood, 8d @ 6" o/c panel edges, 12" field 180 plf perpendicular framing, 240 plf parallel framing Special Roof Diaphragm 15/32" plwyood, 8d @ 21/2" o/c boundaries, 4" o/c panel edges 530 plf capacity. Block all panel edges. Typical Floor Diaphragm 3/4" plwyood, 10d @ 6" o/c panel edges, 12" field 240 plf perpendicular framing, 320 plf parallel framing Special Floor Diaphragm 15/32" plwyood, 8d @ 4" o/c panel edges, 12" field 480 plf block all panel edges Level Wall V Depth Unit Load Framing lb ft plf Roof Front 1,002 18.00 55.7 Perp Rear 873 18.00 48.5 Perp Use typical roof diaphragm Side 1,262 16.00 78.9 Parallel 3rd Floor Front 4,942 12.00 411.8 Parallel a Use Special roof diaphragm Rear 3,923 18.00 217.9 Perp a Use typical roof diaphragm Side 1,384 16.00 86.5 Perp a Use typical floor diaphragm 2nd Floor Front 5,613 18.00 311.8 Parallel Rear 3,914 18.00 217.4 Parallel Use typical floor diaphragm Side 1,388 20.00 69.4 Perp Butler Sheet Int-13 Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Un Date 1/13/13 Consulting, Inc. client Menza4lomes,LLC Subject Shear Walls By MEB Shear Wall Worksheet Roof DL 17 psf Wall DL 12 psf Floor DL 12 psf Holddowns: Simpson straps and anchors 3rd Floor Trar Walls 2nd Floor Shear Walls A 1 Parameter Wall C Wall E Wall 1 I Wall 2 Wall A I Wall G I Wall 1 Vwnd (Ib) 873 1,002 1,262 1,262 3,923 4,942 2,646 Vsels (Ib) 435 435 435 435 2,094 2,102 2,134 Wall Length L, (ft) 6.00 10.92 16.00 16.00 3.92 3.00 _ 3.00 3.00 3.00 51.00 V,(Ib) 873 1,002 1,262 1,262 1,550 1,186 1,186 2,471 2,471 2,646 Unit Shear Wind (pl 145.5 91.8 78.9 78.9 395.5 395.5 395.5 823.7 823.7 51.9 Unit Shear Seis(plf 72.5 39.8 27.2 27.2 211.1 211.1 211.1 350.3 350.3 41.8 Wall Type AO AO G2 G2 B B B D D G2 Wall Height H (ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 6.33 6.33 9.00 Adjusted allow Seis 120.0 120.0 76.9 76.9 304.9 233.3 233.3 606.6 606.6 76.9 MOT (ft-lb) 7,857 9,018 11,358 11,358 13,952 10,678 10,678 15,641 15,641 23,814 Roof Trib Width(ft) 9.00 9.00 1.00 1.00 12.00 12.00 12.00 8.00 8.00 1.00 Floor Trib Width (ft) - - - - - - - - - - Wall Trib Height(ft) 9.00 9.00 11.00 111.00 9.00 9.00 9.00 9.00 9.00 9.00 MRes (ft-Ib) 4,698 15,562 19,072 172,672 2,397 1,404 1,404 1,098 1,098 162,563 Pup (Ib! 876 - - - 3,410 3,576 3,576 5,448 5,448 - Simpson Holddown CS16 NotTeq'd Not Req'd Not Req'd MSTC4O I MSTC52 MSTC52 MSTC66 MSTC66 Not Req'd 2nd Floor 1st Floor Shear Walls A Parameter Wall 2 Wall B I Wall C I Wall D I Wall 1 I Wall 2 Vw„d (lb) 2,581 6,307 1,742 8,338 4,034 3,883 Vse,8(Ib) 2,062 3,276 817 3,589 3,890 3,819 Wall Length L,(ft) 51.00 2.92 2.92 3.13 3.04 2.00 2.00 45.08 47.08 V,(Ib) 2,581 3,154 3,154 883 859 4,169 4,169 4,034 3,883 Unit Shear Wind(pl 50.6 1,080.0 1,080.0 282.6 282.6 2,084.5 2,084.5 89.5 82.5 Unit Shear Seis(plf 40.4 560.9 560.9 132.6 132.6 897.4 897.4 86.3 81.1 Wall Type G2 CC CC A A TJSB TJSB G2 G2 Wall Height H (ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 Adjusted allow Seis 76.9 584.0 584.0 166.7 162.1 1,952.5 1,952.5 76.9 76.9 - MOT (ft-lb) 23,229 28,382 28,382 7,947 7,731 37,521 37,521 36,306 34,947 Roof Trib Width(ft) 1.00 - - - - - - 1.00 1.00 _ Floor Trib Width (ft) - 2.00 2.00 2.00 2.00 2.00 2.00 4.00 7.92 Wall Trib Height(ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 27.00 27.00 - MRes (ft-lb) 162,563 563 563 645 610 264 264 395,264 483,247 Pup (Ib) - 10,187 10,187 2,556 2,564 20,383 20,383 - - Simpson Holddown Not Req'd HDU11 HDU11 HDU2 HDU2 1" Rod 1" Rod Not Req'd Not Req'd Butler Sheet Int-14 Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Un Date 1/13/13 Consulting, Inc. Client A4e �a Homes, LLC Subject Shear Walls By MEB Shear Wall Strapping Wall Wall G 3rd V w Vwnd = 4,942 lb ununununnumuumunuuuuun Vseis = 2,102 lb H = 9.00 ft = L1 L2 H1 = 6.33ft H2 = 2.67 ft s I Ti I T2 L = 8.00 ft T3 L1 = 3.00 ft z V3 L2 = 3.00 ft 1 V1 =VMa,/ L1 = 2,471 lb L V2 =VMa,/ L2 = 2,471 lb R R Vwind = Vwnd /EL; 824 plf Vseis = Vseis/ELi 350 plf Allow Seis shear 554.5 plf Type D OK R = VMaxH/L = 5,560 lb T1 = V1H1/L1 = 5,214 lb T2 = V2H1/L2 = 5,214 lb V3 = R -Ti = 346 lb v3 = V3/ H2 = 130 plf<=I Type D OK T3 = V3L11H1 = 389 lb Strap CS16 strap Overturning Resistance Roof Trib Width 8 ft Wall Trib Ht 9 ft MRes= WDL L2/2 = 7,808 ft-lb Upper Floor MOT = - Uplift 4,974 Holdown MSTC66 Butler Sheet Int-15 Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Un Date 1/13/13 Consulting, Inc. Client )4434.3a-Homes, LLC Subject Shear Beams By MEB Shear Wall Beams BM4 Pat PLat fat PLat PLat PLat w w = 324 DL + 341 LL = 665 plf nuuuuuumuuuummuuuml PLat = 1,550 lb Wall A x 9'/3'-11" = +/- 3,562 lb 17'-10" 3,684 lb 6,654 lb 6,654 lb 3,684 lb Check 51/4 x 14" LVL for D+ .75L+/-.75W I __ VMax = 6,356 lb f„ = 129.7 psi OK MMa, = 27,312 ft-lb 12,5 2 ft-lb fb = 1,911 psi OK 51/4x 14" LVL OK Check Uplift: 0.6 DL +/- Wind Max Uplift= 940 lb Ptat PLat Pat Plat Pat Plat Max Reaction=6,654 W Use HGU5.5-SDS Concealed flange hanger • 17'-10" -940 lb 3,020 lb 3,020 lb -940 lb BM8 P at PLat Check 51/2 x 9" glulam w w •UIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111111 plat = 5,560 lb Wall G 8'-13/4" 9'-71/4 -3,820 lb 6,566 lb 2,087 lb w1 = 188 DL + 140 LL = 388 plf 5,545 lb -355 lb -369 lb w2 = 106 DL+ 157 LL = 263 plf VMax = 4,518 lb 1,787_ f„ = 136.9 psi OK MMaX = 8,367 ft-lb 1,711 lb fb = 1,352 psi OK 1,408 ft- 1,924 ft-lb 3,055 ft- Use 31/2 x 101/2'glulam Uplift 5,901 lb MSTC66 strap, CBSQ-SDS post base P .t Plat 3,472 lb MSTC28 strap, CBSQ-SDS post base w w IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1,390 lb MSTC28 strap, CBSQ-SDS post base 8'-13/4' 9•-71/4 -5,901 lb 5,741 lb 1,885 lb 6,586 lb -3,472 lb -1,390 lb Butler Sheet Int-16 Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Un Date 1/13/13 Consulting, Inc. Client I�4ea Homes, LLC Subject Shear Walls By MEB Shear Wall Beams BM9 P P = 2,889 DL + 3,041 LL +/- 1,980 W - BM4 nmmuuuuu mmso uuu w= 232 DL+340 LL =572 plf 8'-0" 163 lb 11,362 lb Check 51/4 x14" LVL for D + .75L +/- .75W 905 lb 7,650 1b Vmax = 7,629 lb fv = 155.7 psi OK 47,295 ft-lb Mm ax = 14,284 ft-lb fb = 999 psi OK 51/4 x14" LVL OK - Uplift: 0.6D- W P - um „umm i„m i„�„�,,,m„ Uplift: 406 lb @ interior end Use H6 tie 8'-0" -4061b 5,5121b 584 lb 562 lb Butler Sheet Int-17 Consulting, Inc. Job No. 309-1212-03-03 Project Barrow Road Bldg 3 Int Un Date 1/15/13 Client Monza Homes, LLC Subject Shear Wall Footing By MEB Shear Wall Footing Design f000ting for Shear Wall D MOT = 75,042 ft-lb Component Length Width Height Unit DL Weight CG Wtx CG Unit LL LL (ft) (ft) (ft) (psf) (Ib) (ft) (ft-lb) (psf) (Ib) Floor 8.38 8.00 3.00 12 2,412 7.00 16,884 40 8,040 Stud Wall 8.38 1.00 9.00 12 905 7.00 6,332 Stem Wall 8.08 0.67 2.00 145 1,570 7.00 10,990 Return Ftg CWF2 5.00 2.00 0.67 145 972 2.75 2,672 Return Ftg F4 5.00 0.67 2.08 145 1,010 10.83 10,942 600 4,181 Return Wall CWF2 5.00 1.00 1.00 1,099 5,493 2.75 15,104 800 4,000 Return Wall F4 5.00 1.00 1.00 288 1,440 10.83 15,595 Backfill 14.00 1.58 0.50 120 1,327 7.00 9,290 Footing 14.00 2.25 1.33 145 6,075 7.00 42,523 - Total 21,203 6.15 130,332 16,221 x 0.6 = 78,199 ft-lb > MOT OK Check Soil Bearing Pressure P/A +/- Mc/I = Max Min DL +/-W 673.1 1,021 1,694 -347.9 < 1.33 x 1,500 psf OK, < 0 NG DL+.75 LL+1- .75W 1,059 766 1,825 293.6 < 1.33 x 1,500 psf OK < 0 NG PDL i MOT = "DL (L/2 -X/3) QMax L - 14.00 ft IIF X L 1 X = 1.5L-3M OT/P DL 10.38 ft QMax = 2PDL/X/W = 1,815 psf< 1.33x2,0000K! Footing Reinforcing Quit-Max = 2,441 psf Mu = 2,441 psf x 2'-3" x 3'2/2 = 24,715 ft-lb fc = 3,000 psi Fy = 60,000 psi Footing Width b = 24 in Footing Depth = 12 in d = 12 in _ AS = 0.60 in2 (3)#4 p = 0.0042 Mu Capacity = Fy AS d (1-0.59pFy/fc) = 29,700 ft-lb > Mu OK Use 27"wide x 16" deep ftg x 14'-0" long ftg w/(3)#4 top& bot Butler Sheet Int-18 Consulting, Inc. Job No. 309-1212-03-03 Project Barrow Road Bldg 3 lnt Un Date 1/15/13 Client Mega-Homes, LLC Subject Anchor Bolts By MEB Anchor Bolts - Tension Tension capacity of anchor bolts Use provisions of ACI 318-05 Appendix D.5 Anchor Strength =fi ANC/ANCO wed,N 'c,N wcp,N Eq D-4 4) = 0.75 Condition A w/ supplemental reinforcing Occurs when anchor embedded into reinforced footing = 0.70 Condition A w/o supplemental reinforcing Occurs when anchor embedded into stem wall or footing with no supplemental reinforcing ANCO = 9hef2 projected failure surface if edge distance > 1.5 hef hef = embed depth ANC = actual projected failure surface taking into account edge distances "ed,N = edge distance fact 0.7 + 0.3 ca,min / 1.5 hef where ca m;n = minimum edge distance Pc,N = 1.0 cracked concrete factor (assume as cracked) �cp,N = 1.0 post-installed anchor factor Nb = kc fc 1/2 hef 1 5 = concrete breakout strength EquationD-7 kc = 17 post installed anchors 24 cast-in--place anchors Consider anchor in 6' ste m wall Holddown HDU !1 TJSB24x9 Location Rear Well Int. ;Jr its Entry Wall Int. Units Max Uplift Load 10,187 20,383 Condition strip footing strip footing Member depth 12 in 16 in Member width 15 in 27 in fc 2,500 psi 2,500 psi Embed depth hef 10 in 12 in cal 7.50 in min 12.00 in min cat 15.00 in min 18.00 in min ANCO = 900 in2 1,296 in2 ANC = 450 in2 972 in2 ANC/ANCO = 0.500 0.750 ''ed,N = 0.850 0.900 Nb = 37,947 lb 49,883 lb NCb = 16,128 lb 33,671 lb = 0.75 Reinf. footing 0.75 Reinf. footing (I)Ncb 12,096 lb OK 25,253 lb OK Sheet End-1 Butler Job No. 309-1212-03 Project Barrows Road Bldg 3 End Unit Date 1/18/13 Consulting, Inc. Client Warn-Homes, LLC Subject Configuration By MEB 2 0 0 - I\ I 1 • I I I I I \ I I I I I I i 1 1 1 1 1 I \ I \\ \ \\ I I I I I -- \ I I I I I I I. BM2 I -O �M� _ ��=M■ 0 I I I I I '=°1 1 I 1 1 I I I I I I 1=I I = �- I Vi..1 IILMITMICZa I I % I I r_ _ ,_, I s Ai I I I ,- 0 _i 1 1 i I I III V � /, 1 I /, _.] - ni __ , L ROOF FRAMING 3rd FLOOR FRAMING ? 0 9 T__ 1 E3 - ___ F71 _ __ m -- -- -- I I 1 I I f- — 1I CW 1 I ji F21 a---- I-- -- -- y 11- F3 t �I r'_'T---I I I F81 -- -- - r L 1 cli�a 12 t CWF6 1- I1.-.1 t __ I=Imp - I---- t—_ Sheet End-2 _ Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End Uni Date 1/14/13 Consulting, Inc. Client Monza Homes, LLC Subject Roof Framing By MEB Roof Framing Use premanufactured roof trusses See engineering by truss manufacturer Girder Truss- Lower Roof Span = 10.00 ft Roof Trib = 7.00 ft Reaction = 1,470 lb Simple Span Beams Beam Header Span (ft) 6.50 w Roof Trib (ft) 9.00 ummilm uuuuuuw Wall Trib (ft) 2.00 Span Unit Load (plf) 402 Trial Section 4x8 DF#2 k = 3w(L/2-D) (psi) 62.9 OK fb = ws (psi) 554 OK x 5wL4 Ax = 384 El (in) 0.091 OK Use 4x8 DF#2 - Lower Roof Refers w = (10+25) x 2' = 70 plf w Section 2x6DF#2 @ 24" 0/C 111111111111111111111111N11•1111111 _ 4-0" 2'-0" Max U 175 lb 105 lb 3151b f„ = 32.8 psi OK MME 140 ft-lb fb = 222.1 psi OK A, = 0.012 in OK 3rd Floor Framing Use 14" open-web joists @ 24" 0/C 18' max span Header Span (ft) 6.50 Roof Trib (ft) 8.04 Wall Trib (ft) 2.00 Unit Load (plf) 362 Trial Section 4x8 DF#2 f„ = 3% ./120:D) 2 D) (psi) 56.6 OK fb = w1_2/8 (psi) 498 OK x 5wL4 Ax = 384 El (in) 0.082 in=L/951 OK Use 4x8 DF#2 Sheet End-3 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End Uni Date 1/14/13 Consultin , Inc. Client Mn 1n Homes, LLC Subject 2nd Floor Framing By MEB 3rd Floor Framing (Cont.) BM1 BM2 BM3 Span 15.50 ft 17.92 ft 17.92 ft L1 3.56 ft 4.17 ft 4.17 ft L2 11.94 ft 13.75 ft 1.00 ft L3 - ft - ft 12.75 ft Roof Trib 1 - ft 16.00 ft 14.00 ft Floor Trib 1 3.58 ft 1.50 ft 1.00 ft Wall Trib 1 - ft 9.00 ft 9.00 ft Roof Trib 2 - ft 16.00 ft 14.00 ft Floor Trib 2 2.00 ft 8.00 ft 8.00 ft Wall Trib 1 - ft 9.00 ft 9.00 ft Roof Trib 3 - ft ft 10.00 ft Floor Trib 3 2.00 ft ft 8.00 ft Wall Trib 3 - ft ft 9.00 ft w1 186 plf 858 plf 748 plf w2 104 plf 1,088 plf 1,112 plf w3 - - 944 plf P1 - 840 lb BM1 1,065 lb BM1 P2 - - 1,470 lb GT1 R1 1,065 lb 9,545 lb 9,723 lb R2 840 lb 9,832 lb 9,079 lb MMax 3,389 ft-lb 44,427 ft-lb 49,299 ft-lb weq = 113 plf 1,107 plf 1,228 plf Trial Section 13/4 x 14" LVL 51/2 x 18"Glulam 51/2 x 18"Glulam fv 65.2 psi 149.0 psi 147.3 psi fb 711 psi 1,795 psi 1,992 psi Ax = 0.183 =L/1,016 0.534 =L/403 0.592 =L1363 Use 13/4 x 14" LVL Use 51/2 x 18" GLB Use 51/2 x 18"GLB Sheet End-4 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End Uni Date 11/14/13 Consulting, Inc. Client Monza Homes,LLC Subject 2nd Floor Framing By MEB 2nd Floor Framing Simple Span Beams Beam BM4 BM5 BM6 w Span 17.92 16.33 4.00 Roof Trib 8.04 - 1.00 Span Floor Trib 1.00 7.06 8.96 Wall Trib 9.00 9.00 9.00 Unit Load 498 439 616 Trial Section 51/4 x 14"LVL 31/2 x 14"LVL 13/4x 14" LVL f„ = 3w(2 2 D) 79.2 OK 62.7 OK 31.4 OK A wL2/8 fb = S 932 OK 683 OK 172 OK x 5wL4 Ox = 384 El 0.481 =L/447 0.439 =L/446 0.004 =L/340 Use 51/4x 14" LVL Use 31/,x 14" LVL Use 13/4x 14" LVL BM7 w1 = (10+25) x 4'-6" = 158 plf W1 w2 w2 = (17+25) x4'-0" + (12+40) x 1'-0" + 12 psf x 9' = 328 plf mmm mmmdllllllllllllllllllllllllll 3'-33/4" 9._71/4 Section: 51/2 x9" Glulam ~ 375 lb 3,197 lb 1,284 lb VMax = 1,866 lb 1,866 lb fv = 56.5 psi OK MMax = 2,793 ft-lb 1,331 lb fb = 451 psi OK 2,513 ft-lb ox= 0.057 in =L/2,040 OK �---....„,, 2,793 ft-lb Use 31/2 x 101/2" Glulam BM8 P = 4,459 lb BM4 IP w w= (17+25)x 1'-0" +(12+40)x 17'-11"/2'+ 12 psf x 9' =616 plf ummmummmmmmmmmmmmmm Try 51/4 x14" LVL 8'-0 2'-0" VMax = 7,071 lb 1,195 lb 9,424 lb f„ = 144.3 psi OK 5,691 MMax = 12,998 ft-lb fb = 909 psi OK Ax = 0.048 in = 2U992 OK Use 51/4 x14" LVL 10,150 ft-lb Sheet End-5 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End Uni Date 1/14/13 Consulting, Inc. Client -Monza-Homes, LLC Subject 2nd Floor Framing By MEB 1st Floor Framing Joists Span 8.63 ft max Spacing 24 in Illlllllllllllllllllllllllllllllllllllll w = 104 plf T 8'-71/2" T 8'-71/2" Section: 2x10 DF #2 VMaX = 561 lb f„ = 60.6 psi OK MMaX = 967 ft-lb fb = 543 psi OK AX= 0.0818 L/1,265 Use 2x10 DF #2 @ 24" 0/C BM9 37• `W'2 w1 = (12+40) x 12'-10"/2 = 334 plf 4' 0" unmmummmw w2 = (12+40) x 2' = 104 plf 7'-7" Try 4x10 DF #2 1,024 lb 589 lb VMaX = 1,024 lb f„ = 47.4 psi OK MMaX = 1,573 ft-lb fb = 377 psi OK 1,170 ft-lb ,X = 0.103 in = L/883 OK Use 4x10 _DF#2- Sheet End-6 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End Uni Date 1/12/13 Client Monta-Homes,LLC Subject Foundations By MEB Foundations Allowable Soil Bearing = 1,500 psf(assumed) Footing Trib Width Unit Load Load AReq.d Ftg Dimension Reinforcing (lb) i (WO F1 Floors 3.00 52 156 Wall 9.00 12 108 Total 264 0.18 8" x 15" x Cont. (2) #4 Cont F2 Roof 2.00 42 84 Floors 13.46 52 700 Wall 27.00 12 324 Total 1,108 0.74 8"x 15"x Cont. (2)#4 Cont F3 Floors 11.20 42 470 Wall 2.00 8 16 Total 486 0.32 8" x 12" x Cont. (2) #4 Cont_ F4 Floors 12.96 52 674 Wall 9.00 12 108 Total 782 0.52 8"x 12"x Cont. (2)#4 Cont F5 Roof 2.00 42 84 Floors 8.00 52 416 Wall 27.00 12 324 Total 824 0.55 8" x 15" x Cont. (2)#4 Cont F6 Roof 10.05 42 422 Floors 1.00 52 52 Wall 18.00 12 216 Total _ 690 0.46 8"x 15"x Cont. (2)#4 Cont F7 BM8 9,424 Fl 1.50 264 396 F2 1.50 1,108 1,662 Total 11,482 7.65 3'-0"x 3'-0"x 12 J3) #4 ea way F8 BM2 9,545 F2 3.00 1,108 3,324 Total 12,869 8.58 3'-0"x 3'-0"x 12 (3)#4 ea way F9 BM5 8.17 439 3,585 2.39 20"x 20"x 10" None F10 BM3 9,723 F5 3.00 824 2,472 Total 12,195 8.13 3'-0"x 3'-0" x 12 (3) #4 ea way F11 BM6 2.00 616 1,232 0.82 24"x 24" x 12" (2)#4 ea way BM7 375 Total 1,607 1.07 24"x 24" x 12" _ (2)#4 ea way F12 BM7 3,197 2.13 24" x 24" x 12" (2) #4 ea way Sheet End-7 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 End Ur Date 1/14/13 Consulting, Inc. Client -Monza-Homes, LLC Subject Lateral Loading By MEB LATERAL LOADING SEISMIC LOADING: Use Simplified lateral Force Analysis Procedure from ASCE7-05, 12.14.8 Ss = 1.00 Maximum for City of Portland Si = 0.36 Fa = 1.10 Site Class D, Table 11.4-1 F, = 1.62 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.10 SM1 = F„S1 = 0.583 Sips = 2/3 SMS = 0.733 Seismic Design Category "D" SD1 = 2/3 SM1 = 0.389 Seismic Design Category "D" E = F SDS/ R W Eq 12-14.11, simplified analysis procedure F = 1.20 3-story building R = 6.5 Light wood-framed shear walls E = 1.2x0.733 /6.5W = 0.135 W Vseis = 0.124 W x 0.7 = 0.0948 W(Allowable Stress Design) Calculate Story Shears: Component Length Width Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof 'Roof 18.00 19.00 •7.00 1 5.8 Ext. Walls 68.00 4.50 12.00 3.7 Subtotal 9.5 899 Upper Floor 16.00 18.00 12.00 3.5 Roof 28.74 19.00 17.00 9.3 Ext. Walls 96.00 13.50 12.00 15.6 Partitions 50.89 8.50 8.00 3.5 Subtotal 31.8 3,009 Main Floor 42.67 18.00 17.00 13.1 Roof 3.33 18.00 15.00 0.9 Ext. Walls 120.00 9.00 12.00 13.0 Partitions 67.88 9.00 8.00 4.9 Subtotal 31.8 3,014 Total 73.0 6,922 Sheet End-8 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 End Ur Date 1/14/13 Consulting, Inc. Client Mcmza-Homes, LLC Subject Lateral Loading By MEB WIND LOADING Use simplified wind load method per 6.4 ASCE 7-05 PS = A. lW ps30 95 mph 3 second gust X. = 1.028 Mean roof height=32'-10" , Exposure B,ASCE Figure 6-2 p530: Zone A 16.10 x k = 16.55 Zone B 11.05 x A, = 11.36 y Interpolated from ASCE Figure 6-2 Zone C 12.85 x A. = 13.21 for 33.7° roof slope (8 in 12 pitch) Zone D 8.85 x A, = 9.10 , a = lesser of 0.4 H or 0.1 L, 3' min East-West Direction a = 0.1L = 4.40 fta Controls 0.4 H 13.13 ft 3.00 ft min _ 3rdd Floor wl = 13.21 x 5.29'= 69.9 plf wt.---- 2---- Ai a 3 w2 = 13.21 x 10.625 = 140.3 plf . • w3 = 13.21 x 5.29' +9.10 x 5.33' = 118.4 plf 16'-0" 873 lb 1,002 lb 2nd Floor w1 = 16.55x5.16 =85.3plf w7= 13.21 x4.94' +9.10x3.35' = 95.7 plf w2 = 16.55 x 7.36 =121.4 plf w8 = 13.21 x 5.16 =68.2 plf w3 = 13.21 x 7.36 = 97.2 plf w9= 13.21 x 6.14' +9.10 x 2.15' = 100.7 plf w4 = 13.21 x 8.66' = 114.4plf w10 = 16.55 x 6.14' +11.36 x 2.15' = 126.0 plf w5 - 13.21 x 10.30 = 136.0 plf w11 = 16.55 x 4.94' +11.36 x 3.35' = 119.8 plf w6 = 13.21 x 7.65' +9.10 x 0.56' = 106.1 plf W4 W JW2 W5 W6 W W ,I, W5 W_�11 W.y We W9 Ar 44'-0" t 44'-0" A 3,448 lb 3,457 lb 3,307 lb 3,629 lb 1st Floor w1 = 16.55 x 5.82 =93.4 plf w3 = 13.21 x 10.33 = 136.5 plf w2 = 16.55 x 10.33 =171.0 plf w4 = 13.21 x 5.82 =76.9 plf wwit ...W3 w41 W3 w 2 W4 4 2-0" t 20'-0" t 18'-0" t 4'-0" 2-0" t 20'-0" t 18'-0" t 4'-0" 5,549 lb 924 lb 5,921 lb 5,164 lb 874 lb 6,386 lb - 3,884 lb 4,157 lb 3,619 lb 3,461 lb Sheet End-9 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 End Ur Date 1/14/13 Consulting, Inc. Client ,Merza-Homes, LLC Subject Lateral Loading By MEB Wind Loading (Cont.) Use simplified wind load method per 6.4 ASCE 7-05 PS = A. IW PS30 95 mph 3 second gust X = 1.028 Mean roof height=32-10" , Exposure B,ASCE Figure 6-2 ps3o: X = 1.028 Mean roof height=32-10" , Exposure B,ASCE Figure 6-2 Zone A 16.10 x X = 16.55 Zone B 11.05 x X = 11.36 Interpolated from ASCE Figure 6-2 Zone C 12.85 x X. = 13.21 for 33.7° roof slope (8 in 12 pitch) Zone D 8.85 x X = 9.10 a = lesser of 0.4 H or 0.1 L, 3' min Front Elevation a = 0.1L = 3.20 ft a Controls 0.4 H 8.95 ft 3.00 ft min 3rd Floor w1 = 16.55 x 4.625'+11.36 x 5.97'= 144.4 plf w2 wa w2 = 16.55 x 7,625'+11.36 x 3.00'= 160.3 plf wa w2 w' w3 w5 w3 = 13.21 x 7.625'+9.10 x 3.00'= 128.0 plf I ws w\ WI - , 18'0" wa = 13.21 x 10.375= 140.4 plf 1 18'0" 1,262 lb 1,144 lb w5 = 13.21 x 4.625'+9.10 x 5.97'=115.4 plf 1,144 lb 1,2621b 2nd Floor wi = 16.55 x 10.30 = 170.5 plf w2 = 16.55x7.59'+ 11.36x2.71'= 156.4plf 'i'W1 wi w3 wa w; = 13.21 x 7.59'+9,10 x 2.71'= 124.9 plf wa w3 W w' wa = 13.21 x 10.30 = 136.0 plf w5 = 13.21x9.37+9.10x0.93'= 132.3plf 18'-0"" 2,588 Ib 2,358 lb ws = 16.55 x 9.37+ 11.36 x 0.93'=165.7 plf 2,384 lb 2,615 lb 1,3 61b 1196 lb 1,214 lb 1,353 lb 1st Floor w w2 w1 = 16.55 x 8.375'+ 11.36 x1.96= 160.9 plf w3 w2 W4 W2 = 13.21 x 10.33 = 136.5plf 18'-0" w3 = 13.21 x 8.375'+9.10 x 1.96= 128.5 plf 18'-0" 3,938 lb 3,611 lb wa = 16.55 x 10.33 = 171.0 plf 3,607 lb 4,008 lb 1,3 0 l 1,2231b 1,253 lb 1,393 lb Sheet End-10 Butler Job No 309-1212-03-03 Project Barrow Road Bldg 3 End Ur Date 1/14/13 - Consulting, Inc. Client jsdsanaa-.Homes, LLC Subject Lateral Loading By MEB Lateral Load Distribution Distribute Lateral Loads by tributary area Redundancy Factor p = 1.0 for simplified method Wall Wind Seismic VWaii Length Unit Shear Shear Wall Load Trib Area Load (Ib) (sq ft) (Ib) (Ib) (ft) (plf) 3rd Floor Wall C 873 167.3 449 873 6.50 134.3 AO Wall E 1,002 167.3 449 1,002 6.00 167.0 AO Total E-W 334.6 899 Wall 1 1,262 172.6 464 1,262 12.00 105.2 AO Wall 2 1,262 162.0 435 1,262 16.00 78.9 G2 Total N-S 334.6 899 2nd Floor Wall A 3,448 427.4 1,963 3,448 9.92 347.6 B Wall G 3,629 422.6 1,946 3,629 6.00 604.8 C Total E-W - 850.0 3,009 Wall 1 2,588 438.8 2,017 2,588 26.00 99.5 AO Wall2 2,615 411.2 1,891 2,615 44.00 59.4 G2 Total N-S 850.0 3,009 _ _ 1st Floor Wall B 5,549 217.8 2,930 5,549 8.00 693.6 A Wall C 924 326.9 579 924 9.00 102.7 AO Wall D _ 6,386 271.3 3,338 6,386 4.00 1,596.5 B Total E-W - 816.0 3,014 Wall 1 3,938 408.0 3,524 3,938 26.50 148.6 A Wall 2 4,008 408.0 3,398 4,008 40.00 100.2 A Total N-S 816.0 3,014 Sheet End-11 Butler lob No 309-1212-03-03 Project Barrow Road Bldg 3 End Ur Date 1/14/13 Consulting, Inc. ClientrHomes, LLC Subject Lateral Loading By MEB Diaphragms Typical Roof Diaphragm 15/32" plwyood, 8d @ 6" o/c panel edges, 12" field 180 plf perpendicular framing, 240 plf parallel framing Special Roof Diaphragm 15/32" plwyood, 8d @ 21/2" o/c boundaries, 4" o/c panel edges 530 plf capacity. Block all panel edges. Typical Floor Diaphragm 3/4" plwyood, 10d @ 6" o/c panel edges, 12" field 240 plf perpendicular framing, 320 plf parallel framing Level Wall V Depth Unit Load Framing lb ft plf Roof Front 1,002 18.00 55.7 Perp Rear 873 18.00 48.5 Perp Use typical roof diaphragm Side 1,262 16.00 78.9 Parallel 3rd Floor Front 3,629 12.00 302.4 Parallel a Use Special roof diaphragm Rear 3,448 18.00 191.6 Perp a Use typical roof diaphragm Side 1,384 16.00 86.5 Perp a Use typical floor diaphragm -- 2nd Floor Front 4,157 18.00 230.9 Parallel Rear 3,619 18.00 201.1 Parallel Use typical floor diaphragm Side 1,388 20.00 69.4 Parp Butler Sheet End-12 Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End U Date 1/14/13 Consulting, Inc. Client AMfernzatIomes,LLC Subject Shear Walls By MEB Shear Wall Worksheet Roof DL 17 psf Wall DL 12 psf Floor DL 12 psf Holddowns: Simpson straps and anchors 3rd Floor Shear Walls Parameter Wall C Wall E I Wall 1 Wall 2 Vwnd (lb) 873 1,002 1,262 1,262 Vseis(Ib) 449 449 464 435 Wall Length L, (ft) 6.50 6.00 6.00 6.00 16.00 Vi(lb) 873 1,002 631 631 1,262 Unit Shear Wind (pl 134.3 167.0 105.2 105.2 78.9 Unit Shear Seis(plf 69.2 74.9 38.6 38.6 27.2 - Wall Type AO AO AO AO G2 Wall Height H(ft) 9.00 9.00 9.00 9.00 9.00 _ Adjusted allow Seis 120.0 120.0 120.0 120.0 76.9 MOT (ft-lb) 7,857 9,018 5,679 5,679 11,358 Roof Trib Width(ft) 9.00 9.00 2.00 2.00 1.00 Floor Trib Width(ft) - - - - - Wall Trib Height(ft) 9.00 9.00 11.00 11.00 11.00 MRes (ft-lb) 5,514 4,698 2,988 2,988 19,072 Pup (Ib) 728 1,063 666 666 - Simpson Holddown CS16 _ CS16 CS16 CS16 Not Req'd 2nd Floor Shear Walls Parameter Wall A I Wall G Wall 1 I Wall 2 Vwed (Ib) 3,448 I 3,629 _ 2,588 2,615 Vse,s (Ib) 1,963 1,946 2,017 1,891 Wall Length L;(ft) 4.00 3.00 2.92 3.00 3.00 14.00 12.00 44.00 V,(lb) 1,390 1,043 1,015 1,815 1,815 1,394 1,194 2,615 Unit Shear Wind (pl 347.6 347.6 347.6 604.8 604.8 99.5 99.5 59.4 Unit Shear Seis(plf 197.8 197.8 197.8 324.3 324.3 77.6 77.6 43.0 Wall Type B B B C C AO AO G2 Wall Height H (ft) 9.00 9.00 9.00 6.33 6.33 9.00 9.00 9.00 Adjusted allow Seis 311.1 233.3 227.1 450.0 450.0 120.0 120.0 76.9 MOT (ft-lb) 12,513 9,385 9,134 11,486 11,486 12,542 16,429 23,535 Roof Trib Width(ft) 8.04 8.04 8.04 8.00 8.00 2.00 2.00 1.00 Floor Trib Width(ft) - - - - - 1.00 1.00 - Wall Trib Height(ft) 9.00 9.00 9.00 9.00 9.00 9.00 18.00 9.00 MRes (ft-lb) 1,957 1,101 1,043 1,098 1,098 15,092 18,864 121,000 Pup (Ib) 3,024 3,172 3,187 3,937 3,937 252 432 - Simpson Holddown MSTC40 MSTC40 MSTC40 MSTC52 MSTC52 CS16 CS16 Not Req'd Sheet End-13 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End II 1/14/13 - Consulting, Inc. Client -Monza'Homes, LLC Subject Shear Walls By MEB 3rd Floor Parameter I Wall B I Wall C I Wall D I Wall 1 I Wall 2 Vwnd (Ib) 5,549 924 6,386 3,938 4,008 Vse,s (Ib) 2,930 579 3,338 3,524 3,398 Wall Length L,(ft) 4.00 2.00 2.00 9.00 4.42 26.50 40.00 Vi(Ib) 2,775 1,387 1,387 924 6,386 3,938 4,008 Unit Shear Wind(plf 693.6 693.6 693.6 102.7 1,444.8 148.6 100.2 Unit Shear Seis(plf) 488.3 488.3 488.3 64.3 755.2 133.0 85.0 Wall Type D D D AO DD A G2 Wall Height H(ft) 9.00 5.67 5.67 9.00 9.00 9.00 9.00 Adjusted allow Seis 568.9 451.5 451.5 120.0 1,149.2 120.0 76.9 MOT (ft-lb) 24,971 7,866 7,866 8,316 57,474 51,871 36,072 Roof Trib Width (ft) - - - - 8.00 2.00 1.00 Floor Trib Width(ft) 2.00 2.00 2.00 2.00 1.00 4.00 7.92 Wall Trib Height(ft) 9.00 9.00 9.00 9.00 18.00 18.00 27.00 MRes (ft-lb) 1,056 264 264 5,346 3,556 #1i4#1414* 348,832 PAP (lb) _ 6,349 4,205 4,205 578 13,012 _ - - Simpson Holddown HDU8 HDU4 r HDU4 HDU2 HDU14 Not Req'd Not Req'd Shear Wall Strapping Wall Wall G 3rd Wall B 1st Vwnd = 3,629 lb 2,775 lb Vse,s = 1,946 lb 1,953 lb w F1 = 9.00 ft 9.00 ft v mum unmmmmmmmnmm Hi = 6.33 ft 5.83 ft H2 = 2.6' ft 3 17 ft = L1 r L2 L = 8.06 ft 8 00 ft L1 = 3.00 ft 2.00ft _ T' T j__•T2 L2 = 3.00 ft 2.00 ft 3 V1 = VMax/ L1 = 1,815 lb 1,387 lb = V3' V2 = VMax/ L2 = 1,815 lb 1,387 lb VWnd = Vwnd I EL, 605 plf 694 plf L useis = Vseis/EL, 324 plf 488 plf R R Allow Seis shear 554.5 plf<=1 Type C OK 439.1 plf C 3 Type CC OK R = VMaxH/L = 4,083 lb 3,121 lb T1 = V1H1/L1 = 3,829 lb 4,044 lb T2 = V2H1/L2 = 3,829 lb 4,044 lb V3 = R - Ti = 254 lb 923 lb V3 = V3/ H2 = 95 plfa Type C OK 291 plf Type CC OK T3 = V3L,1H2 = 285 lb 582 lb Strap CS16 strap CS16 strap • Overturning Resistance Roof Trib Width 8.00 ft 8.00 ft Wall Trib Ht 9.00 ft 9.00 ft MRes = WDL L12/2 = 7,808 ft-lb 7,808 ft-lb Uplift 3,497 2,536 Strap MSTC52 HUD2 V Butler Sheet End-14 Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End 1.1] Date 1/14/13 Consulting, Inc. Client A4ema Homes, LLC Subject Shear Beams By MEB Shear Wall Beams BM4 fat PLat P at w PLat Plat Plat T V w = 257 DL + 241 LL = 498 plf 1111111111111 11111111111111111111111111111 PLat = 1,390 lb Wall A x 9'/4'-0" = +/- 3,128 lb 17'-11" 2,623 lb 5,221 lb 5,221 lb 2,623 lb Check 51/4 x 14" LVL for D+ .75L+/-.75W VMaX = 4,078 lb fv = 83.2 psi OK MMa( 17,225 ft-lb 17,2 5 ft-lb fb = 1,205 psi OK 51/4x 14" LVL OK Check Uplift: 0.6 DL +/- Wind Max Uplift= 351 lb P at Plat PLat PLC Plat PLat Max Reaction=4,078 +I t w If , Use HUCQ612-SDS Concealed flange hanger inimmuuuunuuunuuuuunu 17'-10" -351 lb 3,113 lb 3,113 lb -351 lb BM7 P at Pat • ,N Check 51/2x101/2" Glulam umu unumtlllllllllllllllllllllllllll 8'-33/4" 9'..71/4 PLat = 4,083 lb Wall G -313 lb 159 lb 4,424 lb w1 = 45 DL + 113 LL = 158 plf 904 lb 5,488 lb -2,122 w2 = 188 DL + 140 LL = 328 plf 1,874 lb VMax = 3,614 lb f„ = 93.9 psi OK 3,614 lb MMax = 4,485 ft-lb 2,513 ft-lb fb = 533 psi OK 4,485 ft-lb 13/4 x 14" LVL OK but use 31/2 x 14" LSL Uplift: 777 lb MSTC66 strap, CBSQ-SDS post base - Check Uplift: 0.6 DL+/- Wind 2,531 lb MSTC28 strap, CBSQ-SDS post base PLat P At 3,914 lb MSTC52 strap, CBSQ-SDS post base • . w utuintli inii'III IIIIIIIIIII�IIIIIIIIII • 8'-33/4' T 9'-71/4' • - -777 lb -2,531 lb -2,122 lb 845 lb 4,574 -3,914 lb Sheet End-15 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End U: Date 1/14/13 Consulting, Inc. Client M 1=Iomes, LLC Subject Shear Walls By MEB Shear Wall Beams BM8 P P = 2,302 DL + 2,159 LL +/- 1,732 W- BM4 nimmi milimi uuuu in w = 233 DL + 383 LL = 616 plf 8'-0" 646 lb 9,777 lb Check 51/4 x14" LVL for D + .75L +/- .75W 1,295 lb 6,529 lb VM,, = 6,261 lb f„ = 127.8 psi OK MM. = 11,481 ft-lb fb = 803 psi OK 51/4 x14" LVL OK Uplift: 0.6D -W P umuimmmuuimilli mim Uplift: 254 lb @ interior end Use H6 tie 8'-0" -254 lb 4,765 lb 612 lb 435 lb Sheet End-16 Butler Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End Ili Date 1/15/13 Consulting, Inc. Client ..Monza Homes, LLC Subject Shear Wall Footing By MEB Shear Wall Footing Design f000ting for Shear Wall D MOT = 57,474 ft-lb Component Length Width Height Unit DL Weight CG Wtx CG Unit LL LL (ft) (ft) (ft) (psf) (Ib) (ft) (ft-lb) (psf) (Ib) Roof 8.00 8.00 1.00 17 1,088 6.50 7,072 25 1,600 Floor 9.25 3.00 1.00 12 333 6.50 2,165 40 1,110 BM6 2.00 1.00 1.00 233 466 2.83 1,319 383 766 Stud Wall 8.00 1.00 18.00 12 1,728 6.50 11,232 Stem Wall 9.25 0.67 2.00 145 1,797 6.50 11,682 Return Ftg F4 4.00 0.67 2.08 145 808 11.13 8,992 518 2,888 Return Ftg F5 2.00 0.67 2.08 145 404 2.33 942 450 1,254 ' Return Wall F4 4.00 1.00 1.00 264 1,056 11.13 11,748 Return Wall F5 2.00 1.00 1.00 312 624 2.33 1,454 Backfill 13.00 1.33 0.50 120 1,037 6.50 6,743 Footing 13.00 2.00 1.33 145 5,014 6.50 32,592 Total 14,356 6.68 95,940 7,618 .. x 0.6 = 57,564 ft-lb > MOT OK Check Soil Bearing Pressure P/A +/- Mc/1 = Max Min DL +/- W 552.2 1,020 1,572 -468.1 < 1.33 x 1,500 psf OK, < 0 NG DL+75 LL+/-.75W 771.9 765 1,537 6.719 < 1.33 x 1,500 psf OK, < 0 NC, iPDL MOT = PDL(U2 - X/3) QMax L = 13.00 ft k X E L 1 X = 1.5 L-3 MoT/PDL= 7.49 ft QMax= 2 PDL/X/W = 1,917 psf< 1.33 x 2,000 OK! Footing Reinforcing Quit-Max = 2,295 psf Mu = 2,295 psf x 2' x 3'2/2 = 20,655 ft-lb fc = 3,000 psi . Fy = 60,000 psi Footing Width b = 24 in Footing Depth = 12 in d = 12 in As = 0.60 in2 (3)#4 p = 0.0042 Mu Capacity = 4 Fy AS d (1-0.59pFy/fc) = 29,700 ft-lb > Mu OK - Use 24"wide x 16" deep footing x 13'-0" long ftg w/ (3) #4 top & bot Butler Sheet End-17 • Consulting, Inc. Job No. 309-1212-03-03 Project Barrow Road Bldg 3 End U: Date 1/15/13 Client _Merin Homes, LLC Subject Anchor Bolts By MEB Anchor Bolts - Tension Tension capacity of anchor bolts Use provisions of ACI 318-05 Appendix D.5 Anchor Strength =4) ANC/ANCO `-'ed,N 'c,N Pcp,N Eq D-4 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 = 9hef2 projected failure surface if edge distance > 1.5 hef hef = embed depth ANC = actual projected failure surface taking into account edge distances Ted.N = edge distance fact 0.7 + 0.3 ca,min/ 1.5 he where ca,,, = minimum edge distance gic,N = 1.0 cracked concrete factor (assume as cracked) q'cp,N = 1.0 post-installed anchor factor No = kC fc 12 hef 1.5 = concrete breakout strength EquationD-7 -- kC = 17 post installed anchors 24 cast-in-place anchors Con,,ider anchor in 6' stem wall Holdown HDU14 Location Wall D Max Uplift Load 13,012 Condition strip footing Member depth 16 in Member width 24 in f 2,500 psi Embed depth hef 10 in cal 9.00 in min cat 15.00 in min ANCO = 900 in2 ANC = 720 in2 ANc/ANco = 0.800 'V ed.N = 0.880 • Nb = 37,947 lb NCb = 26,715 lb (I)= 0.75 Reinforced footing 4)Ncb 20,036 lb