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HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00683-684 - Sugar Mill Apartments• Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Fails, ID 83401 Fax: 208.227.8405 wwW.frost-structural.com STRUCTURAL CALCULATIONS Project: Sugar Mill Apartments Client: JRW & Associates Project No.: IF16-149 Date: October 3, 2016 Engineer: DBP SEAL: ��S�pNAL ENci GENS'th 14134 OF IOQ�Q' Lip 13p0¢� October 3, 2016 • Structural Engineering Design Gravity Loads Risk Category = II [see ASCE 7 Table 1.5-1] Roof Loads: Mood asphalt shingles o/ felt 5.0 Eng.: 112" plywood or OSB 1.7 Sugar Mill Apartments 10" batt insulation (R-30) 1.0 JDate: 10/03/16 Prefab wood trusses at 24" o.c. 3.5 deflection limits 518" gypboard 2.8 L1240 mechanical/miscellaneous 2.0 deflection limits _ Mw 76.0 psf LL joist LL beam TL S = 35 psf 0360 L1360 0240 Lr = 20 psf L1360 L13600 L1240 Floor Loads: (Wood) floor finishes 6.0 11141 gyperete or light -weight concrete 11.5 314" plywood or OSB 2.5 woodjoists at 16"o.c. 3.5 10" batt insulation (R-30) 1.0 112" gypboard 2.2 mechanicallmiscelleneous 3.3 deflection limits DL = 30.0 psf LL joist LL beam TL LL (residential) = 40 psf L1720 U360 U240 LL (balconies/decks) o 60 psf U480 U360 L1240 Floor Loads: (Steel/Concrete) 2" concrete o/ 2" steel deck 39.0 steel beams 1.5 soffit finishes 1.0 mechanical/miscellaneous 3.5 deflection limits DL = 45.0 psf U joist LL beam TL LL (exterior walkways) a 100 psf U360 L1360 U240 Exterior Wood Walls: siding 4.0 112"plywood or OSB 1.7 2x wood studs at 16" o.c. 1.2 Eng.: 6" batt insulation (R-25) 1.5 Sugar Mill Apartments 518" gypboard 2.8 JDate: 10/03/16 miscellaneous 3.8 deflection limits DL = 15.0 psf L1240 brick veneer (where occurs) 40.0 deflection limits DL = 51.0 psf U600 Exterior Masonry Walls: siding 4.0 8" CMU (grouted 32" o.c) 55.0 2x wood studs at 16" o.c. 1.2 6" batt insulation (R=25) 1.5 518" gypboard 2.8 miscellaneous 5.5 deflection limits DL= 70.0 psf U600 Interlor Walls: 518" gypboard 2.8 112"plywood or OSB (where occurs) 1.7 2x wood studs at 16" o.c. 1.2 miscellaneous 1.3 deflection limits DL= 7.0 psf L12.40 Project Name: Projecl No.: Eng.: Sugar Mill Apartments I IF16-149 I DBP JDate: 10/03/16 ISheet: 1 of 97 .a ' • Structural Engineering Design Lateral Loads Risk Category= II [see ASCE 7 Table 9.5-1] ` Seismic Loads: MPH n Analysis Procedure: ............................................... Equivalent Lateral Force Procedure Enclosure Classification ......................................... Importance Factor .................................................. 1.0 0.18 SiteClass............................................................... D Mapped Spectral Response. Accelerations: Roof (uplift -zone 1) ................. 30.6 S, ................. 0.156 g 44.4 Ss ................. 0.442 g 38.3 Design Spectral Response Accelerations: Walls (zone 5) ................. !i psf SDI ................. 0.226 g :. SDs ................. 0.426 g Seismic Design Category ....................................... D Seismic Force -Resisting System(s): �) Light frame (wood) walls sheathed Lateral System ................. with wood structural panels rated r� i Dp ............ 3 Cd................ 4 CS ................. 0.066 Seismic Weight, W ................................................ 1257 kips Wind Loads: Design Wind Speed (ultimate) ............................... 115 MPH Wind Exposure ...................................................... E Sugar Mill Apartments Enclosure Classification ......................................... Enclosed Internal Pressure Coefficient ................................. 0.18 Component & Cladding Pressures: Roof (uplift -zone 1) ................. 30.6 psf Roof (uplift -zone 2) ................. 44.4 psf Walls (zone 4) ................. 38.3 psf Walls (zone 5) ................. 46.4 psf Parapet ................. 78.6 psf Project Name: Project No.: Eng.: date : Sugar Mill Apartments IF16-149 DBP 1l0/03/16 ISheet: 2 of 97 ' • Structural Engineering 1 Foundation Design Risk Category = II [see ASCE 7 Table 9.5-9] I� Foundation Design: Foundation Type ............................................. Conventional Spn Soils Report i Firm.............................................................. Xcefl Engineering Project No ..................................................... xxxxx Date........................................................ .. xxxxx Allowable Bearing Pressure............ 3000 psf Active Pressure............ x pcf At -Rest Pressure............ x pcf Passive Pressure ............ x pcf Sliding Coefficient............ x Frost Depth............ 36 inches Project Name: Project No.: Eng.:Date i Sheet: Sugar Mill Apartments IF16-149 DBP 10/03/16 3 of 97 r • Structural Engineering GRAVITY DESIGN Project Name: Protect No. ; Eng.: Date : Sheef Sugar Mill Apartments IF16-149 DBP 10/03/16 4 of 97 ale s Reo., m st O �C .l L.j ale s Reo., m st Bf2p �'f2( r' ll ti 22 h II�111111 � P LT i r s Ii C °P I p" cn E ` Buy I � J BJIs w --IF9 I i � II W I � i -u I E I IEQ I 4 I 1 w 3uqJL V I BIZZ ant _ I F:] i L , h.125:12 7 of 97 WMOTM Structural Engineering Wood Joist ASD design per NDS 2012 Mark: A DL(psf) LL(psf) LL w(pn TL w(plf) RDL = 263 lbs Span (ft) = 13.0 lu (ft) = 2.0 load 30 40 53 93, RLL = 351 lbs Spacing (in) = 16.0 CD = 1.00 mist. 0 0 0 0 RTL (left)= 6131bs ALL a L 1 720 Cr = 1.15 74% 3160 53 plf 93 plf 64% NOTAL < L / 599 54% 4685 43% 3640 RDL = 263 lbs 0.120 0.211 L / 1296 L / 741 DL(lbs) LL(lbs). x(ft) RLL = 351 lbs Joist Bearing Length (in) = 1.75 Pt. Load 0 0 0 RTL (right) = 6131bs Webstiffner7 (Y/N) : Y Pt. Load 0 0 0 12.4 12.4 11.7 Mmax = 2016 ft -lbs A B C D E F f11 2x12 11.71R" Tm 1 in 11 71A" RCI snnn 1 7 11 71R" I Pi gnpi,na 11 71R" raarl.ld5 11 71R" 17Fpi gn Va. (lbs) = Rwo. (lbs) = Mei. (ft -lbs) = ALL ATOTAL Not. freq., f (Hz) Muglas Fir #2 TMS Mal Boise Cascade Laulslaae•Pacft RedBuilt Rosebuig 2329 1641 26% 37% 1560 1225 39% 50% 1625 1425 38% 43% 1485 1275 41% 48% 1785 1225 34% 50% 1420 1225 43% 50% 2729 74% 3160 64% 3150 64% 3755 54% 4685 43% 3640 55% 0.120 0.211 L / 1296 L / 741 0.149 0.260 L / 1050 L / 600 0.147 0.258 L / 1059 L1605 0.128 0.225 L / 1215 L / 694 0.128 0.223 L / 7222 L / 698 0.139 0.243 L / 1125 L / 643 11.7 11.3 11.3 12.4 12.4 11.7 Adequate Adequate Adequate Adequate Adequate Adequate Selection (A. F): B J1 Use: 117/8" TJI 110 at 16" ox. Project Name: Project No.: Eng.: Date : Sheet: Sugar Mill Apartments I IF 16-149 1 DBP 1 10/03/16 1 8 of 97 -, 0 Structural Engineering Wood Joist ASD design per NDS 2012 Mark: J2 DL(ps� LL(psi]l LLW(PID TLW(Plf) RDL = 182 IIIS Span (ft) = 3.5 lu (ft) = 2.0 load 30 40 133 233 RLL= 243lbs Spacing (in) = 40.0 CD = 1.00 misc. 0 0 0 0 RTL (left)= 425 lbs ALL < L 1720 C,= 1.15 14% 3160 133 pif 233 plf .12% A-roTAL < L 1599 10% 4685 8% 3640 RDL = 182 lbs 0.002 0.003 L / 1500+ L / 1500+ DL(lbs) LL(lbs) x(�) RLL = 243 lbs; Joist Bearing Length (in) = 1.75 Pt, Load 0 0 0 RTL (d ght) = 425 lbs Webstiffner? (YIN): Y Pt. Load 0 0 0 108.1 108.2 1 102.0 Mmax = 388 ft -lbs A B C D E F N I 2xI2 14 718"Til 110 11 71R" Rei iinno 1-7 11 7/fl- LPI 2nPlw-t 11 71R" Rnd-IAR 41 7/A"FZFPI 9n Va. (lbs) = Raii, (lbs) = W. (ft -lbs) = ALL ATOTAL Nat. freq., f (Hz] DouglasFIY#2 Trus Joist Bola& Cascade Loulslana-Pauffic RedBullf Rosebuig 2329 1641 18% 26% 1560 1225 2.7% 351YO 1625 1425 26% 30% 1485 1275 29% 33% 1785 1225 24% 35% 1420 1225 30% 35% 2729 14% 3160 12% � 3150 .12% 3755 10% 4685 8% 3640 11% 0.002 0.003 L / 1500+ L / 1500+ 0.005 0.009 L / 1500+: L / 1500+ 0.005 0.009 L / 1500+ L / 1500+ 0.005 0.009 L / 1500+ L11500+ 0.005 0.009 L / 1500+ L / 1500+ 0.005 0.008 L / 1500+ L / 1500+ 1 102.3 1 99.0 1 98.7 108.1 108.2 1 102.0 Adequate Adequate Adequate Adequate Adequate Adequate Selection (A - F): B J2 Use: 117/8" TJ I 110 at 40" ox. Name: Project No.: Eng. Date: Sheet: IProject Sugar Mill Apartments I IF] 6-149 1 DBP 1 10/03/16 1 9 of 97 • Structural Engineering Wood Joist ASD design per NOS 2012 Mark: J3 DL(psf) LL(psf) LL w(pif) TL w(plf) RDL = 188 lbs Span (ft) = 12.0 lu (ft) = 2.0 load 30 40 27 47 RLL = 261 lbs Spacing (in) = 8.0 CD = 1.00 mist. 0 0 0 0 RTL (left)= 438 lbs ALL < L / 720 Cr = 1.15 39% 3160 27 pif 47 pif 67°x5 ATOTAL < L / 599 57% 4685 45% 3640 R13L = 374 lbs 0.050 0.087 L / 1500+ L / 1500+ DL(ibs) LL(lbs) x(ft) RLL = 499 lbs . Joist Bearing Length (in) = 1.75 Pt. Load 318.5 425.25 9.5 RTL (right) = 872 lbs Webstlffner7 (Y/N) : Y Pt. Load 0 0 0 20.6 20.6 19.4 Mmax = 2126 ft -lbs A B C D E F f91 9Y19 11 71R" T-11 1 An 11 71A" RRI nnnn 1 7 11 71R" 1 PI 9nPE"e 11 712" Red-IAR 11 712^ Prol 9n Va. (lbs) = Rau. (lbs) = Mall. (ft -lbs) = ALL ATOTAL Nat. freq., f (Hz; Douglas Fir#2 Trus Joist Boise Cascade Loulslena-PeclRc RedBuilt Roseburg 4658 3281 19% 27% 1560 1225 56% 71% 1625 1425 54% 61% 1485 1275 59% 68% 1785 1225 49% 71% 1420 1225 61% 71% 5458 39% 3160 67% 3150 67°x5 3755. 57% 4685 45% 3640 58% 0.050 0.087 L / 1500+ L / 1500+ 0.130 0,227 L / 1109 L / 634 0.128 0.224 L / 1125 L / 643 0.113 0.198 L/W2 L / 727 0..113 0.197 L / 1280 L / 732 0.121 0.211 L / 1194 L / 683 27.5 18.8 . 18.8 20.6 20.6 19.4 Adequate Adequate Adequate Adequate Adequate Adequate Selection (A- F): B Sugar Mill Apartments I IF16-149 ox. J3 Use: 117/8" TJI 110 at 8" Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF16-149 I DBP 1 10/03/16 1 10 of 97 K= Structural Engineering Steel Beams AISC-Allowable Stress Design (ASD) Mark: SBI Span (ft) = 12.5 Lb (ft) = 2.0 LL Deflection < L 1600 Total Deflection < L 1600 Fy (ksl) = 36 Cb = 1.00 Roof Snow Load ? : Yes Reduce floor LL ? : No SBI roof floor well misc. Pt. Load Pt. Load Use: DL(psi) LL(psf) 0.0 0 50 100 0 0 0 0 DL(k) LL(k) 0.0 0.0 0.0 0.0 MC12X10.6 trib(ft) LL w(plf) 0 0 4 400 0 0 0 0 400 pif beam weight = x(ft) 0 0 camber= 0.07 in TL w(plo RDL = 1.3 k 0 RLL = 2.5 k 600 RTL (left)= 3.8 k 0 0 RDL = 1.3 k 600 pif RLL = 2.5 k 10.6 plf RTL (right) = 3.8 k Mmax = 11.9 kit V„Itly= 29.5k 13% M„ iflb = 19.3 k -ft 62% LL deflection = 0.94 in 55% TL deflection = 0.21 in 84% OK OK OK OK I IF16-149 I DBP 1 10/03/15 1 11 of 97 (reduced) Mark: SB2 DL(psf) LL(psf) t ib(ft) LL w(plo TL w(pif) LL(psf) ROL = 18.0 k Span (ft) = 21.5 roof 0 0 0 0 0 RLL = 11.9 k Lb (ft) = 2.0 floor 30 40 37.5 935 2060 24.9 RTL (left)= 29.9 k LL Deflection < L 1360 well 7 0 40 0 280 Total Deflection < L 1 240 misc. 0 0 0 0 0 RDL = 18.0 k Fy (ksi) . 50 935 plf 2340 pif RLL = 31.9 k Cb = 1.00 beam weight = 57.0 plf RTL (right) = 29.9 k Roof Snow Load ? : Yes DL(k) LL(k) x(ft) Pt. Load 2.3 1.8 7.166667 Morax = 167.9 k -ft Reduce Floor LL ? : Yes Pt.'Load 2.3 1.8 14.33333 supports si Floor 7 : Yes V�Inv= 141.0 k 21% OK M„ Iflb = 262.0k -ft 64% OK SB2 Use: W16X57 camber = 0.38 in LL deflection = 0.25 in 36% OK TL deflection = 0.64 in 59% OK Mark: SB3 DL(psf) LL(psf) trib(ft) Lt. w(plf) TL w(pif) RDL = 2.6 k Span (ft) = 12.0 roof 0 0 0 0 0 RLL = 1.7 k Lb (ft) = 2.0 floor 50 40 7 280 630 RTL (left)= 4.3 It LL Deflection < L 1360 wall 7 0 10 0 70 Total Deflection < L 1 240 misc. 0 0 0 0 0 RDL = 2.6 k Fy (ksi) a 50 280 pif 700 pif RLL = 1.7 k Cb = 1.00 beam weight = 12.0 pif RTL (right) = 4.3 It Roof Snow Load ? : Yes DL(k) LL(k) x(ft) Pt. Load 0.0 0.0 0 Mmax = 12.8 k -ft Reduce Floor Lt- ? : No Pt. Load 0.0 0.0 0 Vn►Dv= 37.5k 11% OK M,106 = 31.2 k -ft 41% OK SB3 Use: WlOX12 camber= 0.13 in LL deflection= 0.08 in 21% OK TL deflection = 0.21 in 35% OK Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF16-149 I DBP 1 10/03/15 1 11 of 97 - • Structural Engineering Project Name: Project No.: Eng.: Date: Steel Beams Sugar Mill Apartments I IF16-149 I DBP L I 1 12 of 97 AISC-Allowable Stress Design (ASD) r Mark: SB4 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDS = 2.3 k Span (ft) = 12.0 roof 0.0 0 0 0 0 RLL = 1.8 k I L Lb (ft) = 2.0 floor 50 40 7.33 293 660 RTL (left)= 4.0 k LL Deflection < L 1360 wall 0 0 0 0 0 IL1 Total Deflection < L 1 240 mist. 0 0 0 0 0 RDS = 2.3 k Jl Fy (ksi) _ 50 293 pif 660 plf RLL = 1.8 k Cb = 1.00 beam weight = 12.0 pif RTL (right) = 4.0 k Roof Snow Load ? : Yes DL(k) LL(k) x(ft) Pt. Load 0.0 0.0 0 Mmax = 12.1 k ft Reduce Floor LL ? : No Pt. Load 0.0 0.0 0 Vnlfly= 37.5k 11.% OK tt I Mnlf2b= 31.2k -ft 39% OK J SB4 Use: W I OX'S 2 camber= o.11 in LL deflection = 0.09 in 22% OK TL deflection = 0.20 In .33% OK Mark: SB5 DL(psf) J LL(psf) trib(ft) LL w(pff) TL w(pn RDS = 7.8 k Span (ft) = 11.0 roof 0 0 0 0 0 RLL = 8.3 k _ Lb (ft) = 2.0 floor 30 40 37.5 1500 2625 RTL (left)= 16.1 k LL Deflection < L 1 360 wall 7 0 40 0 280 Total Deflection < L 1240 misc. 0 0 0 0 0 RDS = 7.8 k Fy (ksi) = 50 1500 pif 2905 plf RLI. = 8.3 k 1 Cb = 1.00 beam weight = 22.0 plf RTL (right) = 16.1 k Ji Roof Snow Load ? : Yes DL(k) LL(k) x(ft) Pt. Load 0.0 0.0 0 Mmax = 44.3 k -ft - 7 Reduce Floor LL ? : No Pt. Load 0.0 0.0 0 V,/Ov= 49.0 k 33% OK Mnlflb = 84.9 k -ft 68% OK _I SB5 Use: W1 OX 2 camber = 0.14 in LL deflection = 0.14 in 39% OK TL deflection = 0.28 in 51% OK Mark: S86 DL(psf) LL(psf) Wb(ft) LL w(plo TL w(plf) RDS = 1.7 k Span (ft) = 9.0 roof 0 0 0 0 0 RLL = 3.4 k JI Lb (ft) = 2.0 floor 50 100 7.5 750 1125 RTL (ieft)= 5.1 k LL Deflection < L 1 360 we// 0 0 0 0 0 Total Deflection <.L ! 240 mist. 0 0 0 0 0 RDL = 1.7k Fy (ksi) a 36 750 pif 1125 plf RLL = 3.4 k Cb = 1.00 beam weight = 10.6 plf RTL (right) = 5.1 k Roof Snow Load ? : Yes DL(k) LL(k) x(ft) l Pt. Load 0.0 0.0 0 Mmax = 11.5 k -ft Reduce Floor LL ? : No Pt. Load 0.0 0.0 0 J Vnli2v= 29.5k 17% OK MnlOb= 19.3 k -ft 59% OK SB6 Use: MC12X10.6 camber= 0.04 in LL deflection = 0.07 in 23% OK TL deflection = 0.10 in 23% OK Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF16-149 I DBP 1 10/03/16 1 12 of 97 1079772 Structural Engineering Steel Beams AISC-Allowable Stress Design (ASD) Mark: SB7 DL(psf) DL(psf) LL(pSs trib(ft) LL w(plo TL w(plf) RDL = 1.4 k Span (ft) = 13.5 roof 0.0 0 0 0 0 RSL = 2.7 k Lb (ft) = 2.0 floor 50 100 4 400 600 RTL (left)= 4.1 k LL Deflection < L 1600 wall 0 0 0 0 0 Total Deflection < L 1600 mist. 0 0 0 0 0 RDL = 1.4 k Fy (ksi) = 36 DL(k) LL(k) x(ft) 400 plf 600 plf RLL = 2.7 k Cb = 1.00 0.0 0 beam weight = 10.6 plf RTL (right) = 4.1 k Roof Snow load ? : Yes 0 DL(k) LL(k) x(ft) Pt. Load 0.0 0.0 0 Mmax = 13.9 k -ft Reduce Floor LL ? : No Pt. Load 0.0 0.0 0 V„lfly = 29.5 k 14% OK Wilb= 19.3 k -ft 72% OK SB7 Use: MC92X10.6 camber= 0.10in LL deflection= 0.19 in 69% OK TL deflection = 0.28 in 105% NG Mark: SB8 DL(psf) DL(pso LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2.2 k Span (ft) = 7.0 roof 0 0 0 0 0 RLL = 2.2 k Lb (ft) = 2.0 floor 50 100 1 100 ISO RTL (left)= 4.4 k LL Deflection < L 1 360 wall 7 0 40 0 280 Total Deflection A L 1 240 mist. 0 0 0 0 0 RDL = 1.5 k Fy (ksi) - 36 DL(k) LL(k) x(ft) 100 plf 430 plf RLL = .9 k Cb = 1.00 0.0 0 beam weight = 10.6 plf RTL (right) = 2.3 k Roof Snow Load ? : Yes 0 DL(k) LL(k) x(ft) Pt. Load 1.3 2.4 1.5 Mmax = 6.2 k -ft Reduce Floor LL ? : No Pt. Load 0.0 0.0 0 V.10v = 29.5 k 15% OK Ma1Db = 19.3 k -ft 32% OK SB8 Use: MC12X10.6 camber= 0.02 in LL deflection= 0.01 in 6% OK TL deflection= 0.03 in 9% OK Mark: x Span (ft) = 12.0 Lb (ft) = 2.0 LL Deflection < L 1360 11 Total Deflection < L 1 240 I Fy Qwl) = 50 J Cb = 1.00 Roof Snow Load ? : Yes Reduce Floor LL ? : No RDL = 2.6 k RLL = 1.7 k RTL (left)= 4.3 k RDL = 2.6 k RLL = 1.7 k RTL (right) = 4.3 k Mmax = 12.9 krft Valily = 46.0 k 9% OK Mdrlb= 39.9 Mt 32% OK X Use: W1 OX15 camber = 010 in LL deflection= 0.07 in 16% OK TL deflection = 0.17 in 28% OK Project Name: Project No.: Eng.: IDate: JSheet: Sugar Mill Apartments I IF 16-149 1 DBP 10/03/16 13 of 97 DL(psf) LL(psf) tdb(ft) LL w(plf) TL w(plf) roof 0 0 0 0 0 floor 50 40 7 280 630 wall 7 0 10 0 70 mist. 0 0 0 0 0 280 plf 700 plf beam weight = 15.0 plf DL(k) LL(k) x(ft) Pt. Load 0.0 0.0 0 Pt. Load 0.0 0.0 0 RDL = 2.6 k RLL = 1.7 k RTL (left)= 4.3 k RDL = 2.6 k RLL = 1.7 k RTL (right) = 4.3 k Mmax = 12.9 krft Valily = 46.0 k 9% OK Mdrlb= 39.9 Mt 32% OK X Use: W1 OX15 camber = 010 in LL deflection= 0.07 in 16% OK TL deflection = 0.17 in 28% OK Project Name: Project No.: Eng.: IDate: JSheet: Sugar Mill Apartments I IF 16-149 1 DBP 10/03/16 13 of 97 I10= Structural Engineering r i 24F -V4 Adequate Wood Beam 1 Header ASD design per NDS 2012 Adequate 24F -V4 Adequate Mark: 8101 180 psi DL(psf) LL(psf) trlb(ft) LL w(plf) TL w(plf) RDL = 592 lbs Span (ft) = 4.0 roof 16 35 18.5 648 944 RLL = 1295 lbs 113 psi lu (ft) = 4.0 floor 30 40 0 0 0 RTL (left)= 1887 lbs 40% LL Deflection < L 1 360 wail 15 0 0 0 0 LL(psf) IL Total Deflection < L 1 240 mist. 45 100 0 0. 0 RDL = 592 lbs I J Q) = 1.00 20% 192 psi 648 plf 944 pif RLL = 1295 lbs 1600000 psi Roof Snow Load ? : Yes 1800000 psi DL(lbs) LL(lbs) x(ft) RTL (left)= 3978 lbs RTL (right) = 1887 lbs well 2000000 psi Pt. Load 0 0 0 0.04" 28% ( 1. Reduce Floor LL ? : No Pt. Load 0 0 0 29% Mmax = 1887 ft -lbs Wood Species = Fv (psi) = &I @ d (psi) = Fb = f6 -max (psi) = E (psi) = LL deflection = TL deflection = camber (in) = A B C D E (2) 2x8 3.125x6 GLS 5.125x7.5 GLS 8.75x9 GLB 171 1.75v5 S. Douglas Firl$2 24F -V4 Adequate 24FV4 Adequate 24F -V4 Adequate SCL: 26F ME LVL 180 psi 265 psi 265 psi 265 psi 285 psi 9101 91 psi 50% 113 psi 43% 51 psi 19% 22 psi 8% 113 psi 40% 1074 psi 2383 psi 2392 psi LL(psf) 2397 psi LL w(pIQ 2877 psi RDL = 1248 lbs 862 psi 80% 1208 psi 51% 471 psi 20% 192 psi 8% 1283 psi 45% 1600000 psi 40 1800000 psi 0 1800000 psl RTL (left)= 3978 lbs 1800000 psi well 2000000 psi 0 0.02" 18% 0.04" 28% 0.01" 9% 0.00" 3% 0.04" 29% 0.04" 18% 0.05" 27% 0.02" 8% 0.01" 3% 0.06" 28% 1218 1/8" std=0.01" 1/8" std=0.01" 1/8" std=0.01" n/a Adequate 24F -V4 Adequate 24r -V4 Adequate 24F -V4 Adequate Adequate Selection (A - E): A 265 psi 265 psi 285 psi 285 psi 9101 Use: 2 2x8 62% Douglas Fir #2 47% 58 psi 22% 136 psi 48% 894 psi Mark: B102 DL(psfl LL(psf) trib(ft) LL w(pIQ TL w(pl# RDL = 1248 lbs Span (ft) = 6.5 roof 16 35 24 840 1224 RLL = 2730 lbs lu (ft) = 6.5 floor 30 40 0 0 0 RTL (left)= 3978 lbs LL Deflection < L 1360 well 15 0 0 0 0 46% Total Deflection < L l 240 misc. 45 100 0 0 0 RDL = 1248 lbs Co = 1.00 44% 0.15" 47% 0.05" 840 pif 1224 pif RLL = 2730 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) n/a RTL (right) = 3978 lbs Pt. Load 0 0 0 Reduce Floor LL ? : No Pt. Load 0 0 0 Mmax = 6464 ft -lbs A B C D E (3) 2x12 3.125x9 GLB 5.125x7.5 GLB S_75YR GLR 171 1 75vQ Wood Species = Fv (psi) = fvI @ d (psi) _ Fb = fb (psi) = E (psi) = LL deflection TL deflection = camber (in) = Douglas Fir#2 24F -V4 24r -V4 24F -V4 SCL: 26F 2.0E LVL 180 psi 265 psi 265 psi 285 psi 285 psi 84 psi 47% 163 psi 62% 125 psi 47% 58 psi 22% 136 psi 48% 894 psi 2351 psi 2388 psi 2395 psi 2639 psi 817 psi 91% 1839 psi 78% 1614 psi 68% 657 psi 27% 1473 psi 56% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.04" 18% 0.10" 46% 0.10" 48% 0.04" 16% 0.07" 31% 0.06" 18% 0.14" 44% 0.15" 47% 0.05" 16% 0.10" 30% n/a 1/8" s1d=0.02" 1/8" std=0.02" 1/8" std=aoz" n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E): E 9102 Use: (21 1.75x9.5 SCL: 26F 2.0E LVL lJ l Project Name: Project No.: Eng.:Date : JSheet: jl 5u ar Mill Apartments IF16-149 DBP 10/03/16 14 of 97 i�I • Structural Engineering Wood Beam / Header ASD design per NDS 2012 Mark: B103 24F -V4 —DL(pal) LL(psf) tfib(ft) LL w(plf) TL w(plf) RDL = 814 lbs Span (ft) = 5.5 roof 16 35 18.5 648 944 RLL = 1781 lbs lu (ft) = 5.5 floor 30 40 0 0 0 RTL (left)= 2595 The LL Deflection < L / 360 well 15 0 0 0 0 Total Deflection < L 1 240 misc. 45 100 0 0 0 RDL = 814 lbs Ca = 1.00 96% 891 psi 37% 362 psi 648 pif 944 plf RLL = 1781 lbs Roof Snow Load 7 : Yes 40 DL(lbs) LL(lbs) x(ft) RTL (left)-- 230 lbs 1800000 psl RTL (right) = 2595 lbs 2000000 psi Pt. Load 0 0 0 72% 0.04" 22% Reduce Floor LL ? : No Pt. Load 0 0 0 15% 0.19" Mmax = 3558 ft -lbs 0.06" 22% 0.02" 7% A B n/a C 1/8" std=0.01" D E n/a (3) 2x10 3.125x6 GLB 5.125x7.5 GLR R_75x4 C'I R /71 1 7.rvA A Wood Species = Fv (psi) = f. -max OQf d (psi) = Fb = f6 -Max (psi) = E (psi) = LL deflection = TL deflection = camber (in) = DouginFir. #2 24F -V4 Adequate 24F -V4 Adequate 24F -V4. Adequate SCL:26F2.DELVL 180 psi ISheet: 15 of 97 265 psi 265 psi 265 psi 285 psi B103 67 psi 37% 170 psi 64% 78 psi 30% 36 psi 14% 168 psi 59% 986 psi 2377 psl 2390 psi LL(psf) 2396 psi LL w(plf) 2872 psi RDL = 72 lbs 667psi 68% 2283 psi 96% 891 psi 37% 362 psi 15% 2426 psi 84% 1600000 psi 40 1800000 psi 0 1800000 psi RTL (left)-- 230 lbs 1800000 psl wall 2000000 psi 0 0.03" 15% 0.13" 72% 0.04" 22% 0.01" 8% 0.14" 75% 0.04" 15% 0.19" 70% 0.06" 22% 0.02" 7% 0.20" 73% n/a 1/8" std=0.01" 1/8" std=0.01" 1/8': std=0.01" n/a Adequate 24F -V4 Adequate 24F44 Adequate 24F -V4 Adequate Adequate Selection (A - E): A ISheet: 15 of 97 265 psi 265 psi 265 psi 285 psi B103 Use: 3 2x10 5% Douglas Fir #2 2% 2 psi 1 % 12 psi 4% 1166 psi Mark: B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 72 lbs Span (ft) = 3.0 roof 16 35 3 105 153 RLL = 158 lbs lu (ft) = 3.0 floor 30 40 0 0 0 RTL (left)-- 230 lbs LL Deflection < L 1360 wall 15 0 0 0 0 2% Total Deflection < L 1' 240 misc. 45 100 0 0 0 RDL = 72 lbs Ca = 1.00 2% 0.00" 1% 0.00" 105 pif 153 pif RLL = 158 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) n/a RTL (right) = 230 lbs Pt. Load 0 0 0 Reduce Floor LL ? : No Pt. Load 0 0 0 Mmax = 172 ft -lbs Wood Species = Fv (psi) = fv-max Q d (psi) = Fb = fb (psi) = E (psi) = LL deflection = TL deflection = camber (in) = A B C D E (21 2x6 3.125x6 GLS 5.125x7.5 GLR R 75 GI R 121 1 7FY5 A Douglas Fir#2 24F -V4 Adequate Use: 2 2x6 24F44 24F -V4 IF16-149 SCL:28F2.OELVL 180 psi ISheet: 15 of 97 265 psi 265 psi 265 psi 285 psi 14 psi 8% 12 psi 5% 5 psi 2% 2 psi 1 % 12 psi 4% 1166 psi 2387 psi 2394 psi 2398 psi 2880 psi 137 psi 12%. 110 psi 5% 43 psi 2% 17. psi 1 % 117 psi 4% 1600000 psi 1800000 psi 1800000 psi 1800000. psi 2000000 psi 0.00" 3% 0.00" 2% 0.00" 1% 0.00" 0% 0.00" 2% 0.00" 3% 0.00" 2% 0.00" 1% 0.00" 0% 0.00" 2% We 1/8" std=0.00" 1/8" std=0.00" 1/8" std=0.00" n/a Adequate ` Selection (A - E): A Adequate B104 Adequate Use: 2 2x6 Adequate Adequate Douglas Fir #2 Sugar Mill Apartments IF16-149 DBP Project Name: Project No.: Eng.:Date : Sugar Mill Apartments IF16-149 DBP 10/03/16 ISheet: 15 of 97 - • Structural Engineering r 24r -V4 Wood Beam / Header 24F -V4 Use: 24F -V4 2x6 ASD design per NDS 2012 180 psi L 265 psi 265 psi Mark: B105 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) ROL = 96 lbs Span (ft) =-4.0 roof 16 35 3 105 153 RLL = 210 lbs In (ft) = 4.0 floor 30 40 0 0 0 RTL (left)= 306 Ibs LL Deflection < L 1360 wall 15 0 0 0 0 823 0 2397 psi Total Deflection < L 1 240 misc. 45 100 0 0 D ROL = 96 lbs 196 psi CD 1.00 76 psi 105 pif 153 pif RLL = 210 lbs Roof Snow Load ? : Yes 7% DL(Ibs) LL(lbs) x(ft) 100 RTL (right) = 306 lbs [.� Pt. Load 0 0 0 1800000 psi CD = 1.00 � Reduce Floor LL ? : No Pt. Load Q 0 0 7% Mmex = 306 flit -lbs 4% A B C D E 0.01" 5% (2) 2x6 3.125x6 GLIB 5.125x7.5 GLIB 8.75x9 GLB (2) 1.75x5.5 Wood Species = Fv (psi) = fv.max Q d (psi) = Fb = fbmax (psi) = E (psi) = LL deflection = TL deflection = camber (in) = Douglas Fir 42 24r -V4 Adequate Use: 3 2x10 24F -V4 Use: 24F -V4 2x6 SCL. 26F 2.0E LVL 180 psi L 265 psi 265 psi 265 psi 285 psi 21 psf 12% 18 psi 7% 8 psi 3% 4 psi 1% 18 psi 6% 1165 psi roof floor. 2383 psi 35 40 2392 psi 823 0 2397 psi RLL = 2262 lbs RTL (left)= 3296 lbs 2877 psi LL Deflection < L / 360 243 psi 21% 196 psi 8% 76 psi 3% 31 psi 1% 208 psi 7% 1600000 psi 100 1800000 psi 0 1800000 psi ROL = 1034 lbs 1800000 psi CD = 1.00 2000000 psi 0.011, 7% 0.01" 4% 0.00" 1% 0.001, 0% 0.01" 5% 0.01" 7% 0.01" 4% 0.00" 1% 0.001, 0% 0.011' 5% n1a 11.1/8" 1/8" std --0.01" 1/8" std=o.OT' 1/8" std --0.01" I n1a 0 L. Adequate Selection (A - E): A Adequate Use: 3 2x10 Adequate B105 Use: Adequate 2 2x6 Adequate Adequate Douglas Fir #2 L 265 psi 265 psi 265 psi 285 psi 85 psf Mark: B106 163 psi DL(psf) LL(psf) trib(ft) LL w(pif) TL w(pif) ROL = 1034 lbs r Span (ft) = 5.5 lu (ft) = 5.5 roof floor. 16 30 35 40 23.5 0 823 0 1199 0 RLL = 2262 lbs RTL (left)= 3296 lbs 2758 psi LL Deflection < L / 360 well 15 0 0 0 0 19% Total Deflection < L 1240 misc. 45 100 0 0 0 ROL = 1034 lbs 1800000 psi CD = 1.00 2000000 psi 0.04" 19% 823 pif 1199 pif RLL = 2262 lbs 28% Roof Snow Load ? : Yes 10% DL(lbs) LL(lbs) x(ft) 19% 0.12" RTL (right) = 3296 lbs 0.08" 28% Pt. Load. 0 0 0 n1a 11.1/8" std=0.01" r Reduce Floor LL ? : No Pt. Load 0 0 0 Mmax = 4532 ft -lbs A B C D E (3) 2x10 3.125x7.5 GLIB 5.125x7.5 GLS 8-75x9 GLB (2) 1 75Y796 Wood Species = Fv (psi) = fv max @ d (psi) = Fb = fb (psi) _ E (psi) = LL deflection = TL deflection = camber (In) _ Douglas Fir #2 24F -V4 Adequate Use: 3 2x10 24F -V4 U I24F-V4 SCLr 26F 2.0E LVL 180 psi 265 psi 265 psi 265 psi 285 psi 85 psf 47% 163 psi 62% 99 psi 38% �46psl 17% 152 psi 53% 986 psi 2369 psi 2390 psi 2396 psi �460psi 2758 psi 847 psi 86% 1856 psi 78% 1132 psi 47% 19% 1774 psi 84% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.04" 19% 0.09" 470/0 0.05" 28% 0.02" 10% 0.08" 42% 0.05" 19% 0.12" 46% 0.08" 28% 0.03" 9% 0.11" 40% n1a 11.1/8" std=0.01" 1/8" W&0.01" 1/8" st&0.01" Me Adequate Selection (A - E): A Adequate B106. Adequate Use: 3 2x10 Adequate Adequate Douglas Fir #2 U Project Name: Project No.: Eng.: JDate: 5heet : k Sugar Mill Apprtments IF16-149 DBP 10/03/16 16 of 97 • Structural Engineering Wood Beam 1 Header ASD design per NQS 2012 Mark: 8107 24F -V4 DL(psf) LL(psf) trib(ft) LL w(pif) TL w(plf) Rot. = 700 lbs Span (ft) = 3.5 roof 16 35 25 875 1275 RLL = 1531 lbs lu (ft) = 3.5 floor 30 40 0 0 0 RTL (left)= 2231 lbs LL Deflection < L 1 360 way 15 0 0 0 0 RTL (left)= 2397 The Total Deflection < L 1 240 misc. 45 100 0 0 0 RDL = 700 lbs Co = 1.00 52% 488 psi 20% 198 psi 875 pif 1275 pif RLL = 1531 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 823 pif 1800000 psf RTL (right) = 2231 lbs 2000000 psi Pt. Load 0 0 0 25% 0.01" 8% Reduce Floor LL ? : No Pt. Load 0 0 0 16% 0.04" Mmax = 1952 ft lbs 0.01" A B 3% C 25% D E 1/8" std -4.01" (2) 2x8 3.125x6 GL8 5.125x7.5 GLB 8.75x9 GLA t91 1 TRW; Rb Wood Species = Fv (psi) = fv-max @ d (psi) _ Fb = fb-max (psi) _ E (psi) LL deflection = TL deflection = camber (in) _ Doug1wFhV2 24F -V4 Adequate B107 24FV4 Adequate 2 24F -V4 Adequate 5CL:26F2.0ELVL 180 psi 265 psi 265 psi LL(psf) 265 psi LL w(plf) 265 psi RDL = 752 lbs 285 psi roof 101 psj 56% 128 psi 48% 56 psi 21% 24 psi 9% 128 psi 45% 1075 psf 0 2385 psi RTL (left)= 2397 The 2393 psi wail 23970 0 2878 psi 0 891 psi 83% 1250 psi 52% 488 psi 20% 198 psi 8% 1328 psi 46% 1600000 psi 1800000 psi 1800000 psi 823 pif 1800000 psf RLL = 1645 lbs 2000000 psi 0.00" 0.02" 17% 0.03" 25% 0.01" 8% 0.00" 3% 0.03" 26% 0.03" 16% 0.04" 24% 0.01" 8% 0.00" 3% 0.04" 25% n1a Mmax = 2397 ft -lbs 1/8" std -4.01" 1/8" 60=0.01" 1/8" std=0.01" n/a C Adequate Selection (A- E): A 24F -V4 Adequate B107 Use: Adequate 2 W Adequate Adequate Douglas Fir #2 Mark: B108 265 psi DL(psf) LL(psf) tdb(ft) LL w(plf) TL w(plf). RDL = 752 lbs Span (ft) = 4.0 roof 16 35 23.5 823 1199 RLL = 1645 lbs lu (ft) = 4.0 floor 30 40 0 0 0 RTL (left)= 2397 The LL Deflection a L/ 360 wail 15 0 0 0 0 244 psi Total Deflection < L 1 240 mist. 45 100 0 0 .0 RDL = 752 lbs Co = 1.00 2000000 psi 0.01" 823 pif 1199 pff RLL = 1645 lbs Roof Snow Load ? : Yes 0.00" DL(lbs) LL(lbs) x(ft) 0.02" 11% RTL (right) = 2397 lbs 0.02" Pt. Load 0 0 0 36% n/a Reduce Floor LL ? : No Pt. Load 0 0 0 Mmax = 2397 ft -lbs A B C D E f21 2xt0 3.125x6 GLB 5.125x7.5 GLA 8.75Y9 GLA 191 1 7,YS>; Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = fb (psi) = E (psi) = LL deflection = TL deflection = camber (in) = Douglasr1r#2 24F -V4 24FV4 Adequate Adequate 24F -V4 Sugar Mill Apartments SCL:26F2.0ELVL 180 psi BIOS 265 psi 265 psi 265 psi 285 psi 80 psi 44% 144 psi 54% 84 psi 24% 29 psi 11% 144 psi 51% 983 psi 2383 psi 2392 psi 2397 psi 2877 psi 672 psi 68% 1534 psi 64% 599 psi 25% 244 psi 10% 1630 psi 57% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.01" 11% 0:05" 35% 0.01" 11% 0.00" 4% 0.05" 37% 0.02" 11% 0.67" 34% 0.02" 11% 0.01" 4% 0.07' 36% n/a 1/8" std --0,01" 1/8" std=0.01" 1/8" std=0.01" n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E): A Sugar Mill Apartments IF16-149 DBP BIOS Use: 2 2X10 Douglas Fir #2 Project Name: Project No.:Eng.: Date: Sheet: Sugar Mill Apartments IF16-149 DBP 1 10/03/16 1 17 of 97 Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = f6 -max (psi) = E (psi) = LL deflection = TL deflection = camber (in) = A B C D E (2) 2x8 3.125x6 GLB 5.125x7.5 GLS 8.75x9 GLB 0) 1.75Y5 5 Douglas fir#2 - Structural Engineering 24F -V4 Adequate 24f; -V4 Adequate SCL: 26F 2.0E LVL Wood Beam 1 Header 18 of 97 265 psi 265 psi A5I) design per NDS 2012 285 psi 9109 Mark: B109 56% DL(psf) LL(psf) tdb(ft) LL w(plo TL w(plf) RoL = 700 lbs 21% Span (ft) = 3.5 roof 16 35 25 875 1275 RLL = 1531 lbs lu (ft) = 3.5 floor 30 40 0 0 0 RTL (left)= 2231 lbs LL w(plf) LL Deflection < L 1 360 wall 15 0 0 0 0 1250 psi 52% Total Deflection < L 1240 misc. 45 100 0 0 0 RDL = 700 lbs 46% Co = 1.00 40 875 plf 1275 plf RLL = 1531 lbs RTL (left)= 4494 lbs Roof Snow Load ? : Yes well DL(lbs) LL(lbs) x(ft) 0 RTL (right) = 2231 lbs j 0.03" Pt. Load 0 0 0 8% 0.00" )J Reduce Floor LL 7 : No Pt. Load 0 0 0 16% Mmex = 1952 ft -lbs Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = f6 -max (psi) = E (psi) = LL deflection = TL deflection = camber (in) = A B C D E (2) 2x8 3.125x6 GLB 5.125x7.5 GLS 8.75x9 GLB 0) 1.75Y5 5 Douglas fir#2 24r -V4 Adequate 24F -V4 Adequate 24f; -V4 Adequate SCL: 26F 2.0E LVL 180 psi 18 of 97 265 psi 265 psi 265 psi 285 psi 9109 101 psi 56% 128 psi 48% 56 psi 21% 24 psi 9% 128 psi 45% 1075 psi 2385 psi 2393 psi LL(psfl 2397 psi LL w(plf) 2878 psi RDL = 1410 lbs 891 pal 83% 1250 psi 52% 488 psi 20% 198 psi 8% 1328 psi 46% 1600000 psi 40 1800000 psi 0 180000OP81 RTL (left)= 4494 lbs 1800000 psi well 2000000 psi 0 0.02" 17% 0.03" 25% 0.01" 8% 0.00" 3% 0.03" 26% 0.03" 16% 0.04" 24% 0.01" 8% 0.00" 3% 0.04" 25% n1a 1/8" std=0A1" 1/8" std --0.01- 1/8" sfd=0.01" n/a Adequate 24F -V4 Adequate 24F -V4 Adequate 24r—V4 Adequate Adequate Selection (A - E): A 18 of 97 265 psi 265 psi 265 psi 285 psi 9109 Use: 2 2x8 59% Douglas Fir #2 55% 68 psi 26% 160 psi 56% 803 psi Mark: B110 DL(psf) LL(psfl tdb(ft) LL w(plf) TL w(plf) RDL = 1410 lbs Span (ft) = 7.5 roof 16 35 23.5 823 1199 RLL = 3084 lbs lu (ft) = 7.5 floor 30 40 0 0 0 RTL (left)= 4494 lbs LL Deflection < L 1 360 well 15 0 0 0 0 43% Total Deflection < L 1 240 misc. 45 100 0 0 0 RDL = 1410 lbs CD= 1.00 42% 0.26" 70% 0.09" 823 pif 1199 plf RLL = 3084 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) n1a RTL (right) = 4494 lbs Pt. Load 0 0 0 Reduce Floor LL ? : No Pt. Load 0 0 0 Mmax = 8427 ft -lbs Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = fb (Psi) _ E (psi) = LL deflection = TL deflection = camber (in) = A B C D E (3) 2x14 3.125x10.5 GLB 5.125x7.5 GLB 8.75YR GLH 191 1 75YR 5 Douglas nr#2 24F -V4 Eng.:: 24F -V4 Sheet : 174 24r—V4 IF 16-149 SCL:26F2.OELVL 180 psi 18 of 97 265 psi 265 psi 265 psi 285 psi 80 psi 44% 158 psi 59% 146 psi 55% 68 psi 26% 160 psi 56% 803 psi 2325 psi 2387 psi 2395 psi 2632 psi 768 psi 96% 1761 psi 76% 2105 psi 88% 856 psi 36% 1921 psi 73% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.04" 17% 0.11" 43% 0.18" 72% 0.06" 24% 0.12" 47% 0.06" 16% 0.16" 42% 0.26" 70% 0.09" 24% 0.17" 45% n1a 1/8" std --0,02" 1/8" std=0.02° 1/8" std=0.02" n1a Adequate Adequate Adequate Adequate Adequate Selection (A - E): E B11 O Use: 2 1.75x9.5 SCL: 26F 2.0E LVL .L Project Name: Project No.: Eng.:: Date Sheet : 174 Sugar Mill Apartments IF 16-149 DBP 10/03/16 18 of 97 r i 1r. -MMM Structural Engineering 1-1 24F -V4 Adequate Wood Beam / Header ASD design per NDS 2012 Selection (A - E): A 24F -V4 Mark: B111 SCL• 26F 2.0E LVL DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDS = 480 lbs j Span (ft) = 4.0 roof 16 35 0 0 0 RLL = 240 lbs lu (ft) = 4.0 floor 30 40 3 120 210 RrL (left)= 720 lbs LL Deflection < L / 360 wall 15 0 10 0 150 3% i Total Deflection < L 1240 misc. 45 100 0 0 0 Roy = 480 lbs CD = 1.00 2392 psi 120 plf 360 pif RLL = 240 lbs Roof Snow Load ? : Yes DL(lbs) DL(lbs) LL(lbs) x(ft) 49% RTL (right) = 720 Ibis 19% Pt, Load 0 0 0 73 psi 3% Reduce Floor LL ? : No Pt. Load 0 0 0 0 Mmax = 720 ft -lbs 0 A B C D E 2000000 psi (2) 2x6 3.125x6 GLR 5.125x7.5 GLR S 78WA Gi R 191 1 7r%vti Wood Species = Fv (psi) = fv-max Q d (psi) = Fb = &Max (psi) = E (psi) = LL deflection = 7L deflection = camber (in) = Douglas Fk#2 24F -V4 Adequate 24F�W Selection (A - E): A 24F -V4 roof SCL• 26F 2.0E LVL 180 psi Use: 2 2X6 265 psi 944 265 psi 30 265 psi 3 285 psi 210 50 psi 28% 43 psi 16% 19 psi 7% 9 psi 3% 433 psi 15% 1165 psi 0 2383 psi 2392 psi 2397 psi 1304 plf 2877 psl DL(lbs) 571 psi 49% 461 psi 19% 180 psi 8% 73 psi 3% 490 psi 17% 1600000 psi 0 1800000 psi 0 1800000 psi 1800000 psi 2000000 psi 0.01" 8% 0.01" 5% 0.00" 2% 0.00" 1% 0.01" 5% 0.03" 16% 0.02" 10% 0.01" 3% 0.00" 1% 0.02" 11% n1a 1/8" std=0.0i" vs" std --0.01" 1/8" std=0.01" n1a Adequate Adequate Adequate Adequate Adequate Selection (A - E): A TL w(plf) roof 16 6111 Use: 2 2X6 Douglas Fir #2 944 floor 30 Mark: 8112 Span (ft) = 4.0 lu.(ft)= 4.0 LL Deflection < L 1 360 Total Deflection < L 1 240 CD = 1.00 Roof Snow Load ? : Yes Reduce Floor LL ? : No Wood Species = Fv (psi) _ fv-max @ d (psi) = Fb = fb (psi) = E (psi) _ LL deflection = TL deflection = camber (in) = A B C D (2) 2x10 3.125x6 GLR 5.125x7.5 GLR S_75v9 GI R RDS = 1072lbs RLL = 1535 lbs RTL (left)= 2607 lbs ROL = 1072 lbs RLL = 1535 lbs RTL (right) = 2607 lbs Mmax = 2607 ft -lbs E 191 1 75v DovglasRr#2 DL(psf) LL(psf) tdb(ft) LL w(plf) TL w(plf) roof 16 35 18.5 648 944 floor 30 40 3 120 210 wall 15 0 10 0 150 misc. 45 100 0 0 0 2383 psi 2392 psi 768 p1f 1304 plf 2877 PSI DL(lbs) LL(lbs) x(ft) 1668 psi 70% Pt. Load 0 0 0 1773 psi 62% Pt. Load 0 0 0 1800000 psi A B C D (2) 2x10 3.125x6 GLR 5.125x7.5 GLR S_75v9 GI R RDS = 1072lbs RLL = 1535 lbs RTL (left)= 2607 lbs ROL = 1072 lbs RLL = 1535 lbs RTL (right) = 2607 lbs Mmax = 2607 ft -lbs E 191 1 75v DovglasRr#2 24F -V4 Adequate Use: 2 2X10 WW4 24F -V4 IF 16-149 SCL:26F2.OELVL 180 psl ISheet: 19 of 97 265 psi 265 psi 265 psl 285 psi 87 psi 48% 156 psi 59% 70 psi 26% 31 psi 12% 157 psi 55% 983 psi 2383 psi 2392 psi 2397 psi 2877 PSI 731 psi 74% 1668 psi 70% 651 psi 27% 265 psi 11% 1773 psi 62% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi' 0.01" 10% 0.04" 33% 0.01" 10% 0.00" 3% 0.05" 34% 0.02" 12% 0.07" 37% 0.02" 12% 0.01" 4% 0.08" 39% n/a 1/8" std=0.01" 1/8" std=0.01" 1/8" std --0.01" n/a Adequate Selection (A - E): A Adequate B112 Adequate Use: 2 2X10 Adequate Adequate Douglas Fir #2 Sugar Mill Apartments IF 16-149 DBP Project Name: Project No.: Eng.:Date : Sugar Mill Apartments IF 16-149 DBP 10/03/16 ISheet: 19 of 97 • Structural Engineering `I Wood Beam / Header L ASD design per NDS 2012 (i Mark: B113 J Span (ft) = 6.5 lu (ft) = 6.5 LL Deflection < L 1360 Total Deflection < L 1240 Co = 1.00 Roof Snow Load ? : Yes Reduce Floor LL ? : No Wood Species = Fv (psi) = f --ax @ d (psi) = Fb = fb-max (psi) = E (psi) = LL deflection = TL deflection = camber (in) = ROL = 780 lbs RLL = 390 lbs RTL (left)-- 1170 lbs ROL = 780 lbs RLL = 390 lbs RTL (right) = 1170 lbs Mmax = 1901 ft4bs E 121 1.7SY6.5 Douglas Fir #2 DL(psf) LL(psf trib(ft) LL w(plf) TL w(pif) roof 16 35 0 0 0 _ floor 30 40 3 120 210 _ wall 15 0 10 0 150 mist. 45 100 0 0 0 _ RTL (left)= 2100 lbs 2388 psi wall 120 pif 360 pif 2868 psi DL(lbs) LL(lbs) 40 1217 ps! 51% Pt. Load 0 0 0 1293 psi 45% Pt. Load 0 0 0 1800000 psi 460 pif 1800000 psi RLL = 1200 lbs 2000000 psi A B 15% C 22% D (2) 2x8 3.125x6 GLIB 5.125x7.5 GLB 8.75x9 GLe ROL = 780 lbs RLL = 390 lbs RTL (left)-- 1170 lbs ROL = 780 lbs RLL = 390 lbs RTL (right) = 1170 lbs Mmax = 1901 ft4bs E 121 1.7SY6.5 Douglas Fir #2 24F -V4 Adequate 9113 24F -V4 Adequate 2 24F -V4 Adequate SCL: 26F 2.0E LVL 180 psi 20 of 97 265 psi LL(psf) 265 psi LL w(ptf) 265 psi ROL = 900 lbs 285 psi roof 66 psi 36% 79 psi 30% 37psi 14% 17 psi 6% 78 psi 27% 1070 pal 480 2373psi RTL (left)= 2100 lbs 2388 psi wall 2395 psi 0 2868 psi 0 868 psi 81% 1217 ps! 51% 475 psi 20% 193 psi 8% 1293 psi 45% 1600000 psi 1800000 psi 1800000 psi 460 pif 1800000 psi RLL = 1200 lbs 2000000 psi 0.03" 15% 0.05" 22% 0.01" 7% 0.01" 2% 0.05" 23% 0.09" 29% 0.14" 44% 0.04" 14% 0.02" 5% 0.15" 46% n/a Mmax = 2625 ft -lbs 2/8" sid=0.02" 1/8" std=0.02" 1/8" std=0.02" n/a Adequate Selection (A- E): A 24F -V4 Adequate 9113 Use: Adequate 2 2x8 Adequate Adequate Douglas Fir #2 Mark: B114 20 of 97 DL(psf) LL(psf) trib(ft) LL w(ptf) TL w(plf) ROL = 900 lbs Span (ft) = 5.0 roof 16 35 0 0 0 RLL = 1200 lbs lu (ft) = 5.0 floor 30 40 12 480 840 RTL (left)= 2100 lbs LL Deflection a L 1 360 wall 15 0 0 0 0 75% Total Deflection a L 1 240 mist. 45 100 0 0 .0. ROL = 900 lbs Co = 1.00 1800000 psi 1800000 psi 460 pif 840 pif RLL = 1200 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 40% 0.02" RTL (right) = 2100 lbs 0.01" Pt. Load 0 0 0 15% 0.12" 47% Reduce Floor LL ? : No Pt. Load 0 0 0 49% We Mmax = 2625 ft -lbs Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = fb (psi) = E (psi) = LL deflection = TL deflection = camber (in) = A B C D E (2) 2x10 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB (21 1.71SY5.ri Douglas Fir#2 24F -V4 Adequate Adequate Use: 2 1.75x5.5 24F -V4 Sheet 24F -V4 IFl 6-149 SCL26FUELV1 180 psi 20 of 97 265 psi 265 psi 265 psi 285 psi 79 psi 44% 934 psi 51% 61 psi 23% 28 psi 91% 134 psi 47% 980 psi 2379 psi 2391 psi 2396 psi 2874 psi 736 psi 75% 1680 psi 71% 656 psi 27% 267 ps1 11% 9 785 psi 62% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.02" 13% 0.07" 40% 0.02" 12% 0.01" 4% 0.07" 42% 0.04" 15% 0.12" 47% 0.04" 15% 0.01" 5% 0.12" 49% We 1/8" std=0.01" 1/8" SM4.01" 1/8" std=0.01" n/a Adequate i Selection (A- E): E Adequate 13114 Adequate Adequate Use: 2 1.75x5.5 Adequate SCL: 26F 2.0E LVL Sheet Sugar Mill Apartments IFl 6-149 JEng.: DBP Project Name: Project No.: Date : Sheet Sugar Mill Apartments IFl 6-149 JEng.: DBP 10/03/16 20 of 97 I- iEJ :161,3 a Structural Engineering Wood Species = Fv (psi) _ fv-max @ d (psi) = Fb = fb-max (psi) = E (psi) = LL deflection = TL defection = camber (in) = Douglas Fir #2 24F -V4 Adequate B115 Wood Beam / Header ASD design per NDS 2012 Adequate 2 24F -V4 Adequate Mark: All 15 180 pst DL(psfj I-Qpsf) trib(ft) Ll-w(plf) TL w(plf) RDL = 1406 lbs 265 psi Span (ft) = 7.5 roof 16 35 0 0 0 RLL = 1875 lbs 73 psi lu (ft) = 7.5 floor 30 40 12.5 500 875 RTL (left)= 3281 lbs 50 psi LL Deflection .< L l 360 Total Deflection < L 1 240 wall misc. 15 0 0 0 45 100 0 0 0 6 RDL = 1406 lbs 2343 psi CD= 1.00 2367 psi 500 plf 875 plf RLL = 1875 lbs 2632 psi Roof Snow Load ? : Yes 778 psi DL(lbs) LL(lbs) x(ft) 1750 psi RTL (right) = 3281 lbs 1537 pal 64% Pt. Load 0 0 0 1402 psi 53% Jj Reduce Floor LL ? : No Pt. Load 0 0 0 1800000 psi Mmex = 6152 ft -lbs 1800000 psi RLL = 910.lbs A B C D E 0.10" 42% (3) 2x12 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLS 121 1.75x9.5 . Wood Species = Fv (psi) _ fv-max @ d (psi) = Fb = fb-max (psi) = E (psi) = LL deflection = TL defection = camber (in) = Douglas Fir #2 24F -V4 Adequate B115 24F -V4 Adequate 2 24F -V4 Adequate SCL: 26F 2.0E LVL 180 pst 1 21 of 97 285 psi LL(psf) 265 psi LL w(plf) 265 psi RDL = 735 lbs 285 psi roof 73 psi 41% 140 psi 53% 107 psi 40% 50 psi 19% 117 pal 41% 893 psi 120 2343 psi RTL (left)= 1645 lbs 2367 psi wall 2395 psi 0 2632 psi 0 778 psi 87% 1750 psi 75% 1537 pal 64% 625 psi 26% 1402 psi 53% 1600000 psi 1800000 psi 1800000 psi 520 plf 1800000 psi RLL = 910.lbs 2000000 psi 0.04" 17% 0.10" 42% 0.11" 44% 0.04" 15% 0.07" 28% 0.07" 19% 0.18" 49% 0.19" 51% 0.07" 17% 0.12" 33% n/a Mmax = 1459 ft -lbs 1/8" std=0.02" 1/8" sid=0.02" 1/8" std=0.02" We C Adequate Selection (A -E). E 24F -V4 Adequate B115 Use: Adequate 2 1.75X9.5 Adequate Adequate SCL: 26F 2.0E LVL Mark: B116 1 21 of 97 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 735 lbs Span (ft) = 3.5 roof 16 35 0 0 0 RLL = 910 lbs lu (ft) = 3.5 floor 30 40 3 120 210 RTL (left)= 1645 lbs LL Deflection a L i 360 wall 15 0 10 0 150 98% Total Deflection < L 1 600 misc. 45 100 4 400 560 RDL = 735 lbs CD = 1.00 1800000 psi 1800000 psi 520 plf 940 plf RLL = 910.lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 15% 0.01" RTL (right) = 1645 lbs 0.00" Pt. Load 0 0 0 68% 0.03" 45% Reduce Floor LL ? : No Pt. Load 0 0 0 47% n/a Mmax = 1459 ft -lbs A 1/8" w=0.Ov. B n/a C D E (2) 2x6 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB i21 175x5.5 Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = fb (psi) = E (pal) = LL deflection = TL deflection = camber (in) = DouglasFIr#2 24F -V4 Eng.: 24F -V4 Sheet: 24F -V4 I IF16-149 SC1:26F2.OELVL 180 psi 1 21 of 97 265 psi 265 psi 265 psi 285 psi 110 psi 61% 94 psi 35% 41 psi 16% 18 psl 796 95 psi 33% 1166 psi 2385 psi 2393 psi 2397 psi 2878 psi 1142 psi . 98% 921 pal 39% 359 psi 151% 146 psi 6% 979 psi 34% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.03" 23% 0.02" 15% 0.01" 5% 0.00" 2% 0.02" 16% 0.05" 68% 0.03" 45% 0.01" 14% 0.00" 5% 0.03" 47% n/a 1/8" std=0.01" 1/8" w=0.Ov. 1/8" M&O.01" n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E): A 13116 Use: 2 2x6 Douglas Fir #2 Project Name: Project No.: Eng.: Sheet: Sugar Mill Apartments I IF16-149 I DBP IDate: 10/03/16 1 21 of 97 .l - • Structural Engineering F] 24F -V4 Adequate Wood Beam / Header ASD design per NDS 2012 Selection (A - E): A L 24F -V4 roof Mark:. B117 180 psi DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 705 lbs 30 Span (ft) = 4.0 roof 16 35 0 0 D RLL = 740 lbs 87 psi lu (ft) = 4.0 floor 30 40 3 120 210 RTL (left)= 1445 lbs 30% LL Deflection < L 1 360 wall 15 0 10 0 150 2397 psi Total Deflection a L/ 600 misc. 45 100 2.5 250 363 RDL = 705 lbs L Co = 1.00 15% 147 psi 370 plf 723 pif RLL = 740 lbs 1600000 psi Roof Snow Load ? : Yes 1800000 psi DL(Ibs) LL(Ibs) x(ft) RTL (right) = 1445 lbs i 1 2000000 psi Pt. Load 0 0 0 0.02" 16% [ Reduce Floor LL ? : No Pt. Load 0 0 0 16% Mmax = 1445 ft -lbs Wood Species = Fv (psi) = fvmax @ d (psi) = Fb = f6 -max (psi) = E (psi) = LL deflection = TL defection = camber (In) = A B C D E (2) 2x6 3.125x6 GLB 5.125x7.5 GLR R_75x9 Al R 19] 1 75vR 5 Douglas Fir 42 24F -V4 Adequate 24F -V4 Selection (A - E): A L 24F -V4 roof SCL:26F2.0ELVL 180 psi Use: 2 2X6 265 psi 0 265 psi 30 265 psi 3 285 psi 210 101 psi 56% 87 psi 33% 39 psi 15% 17 psi 6% 87 psi 30% 1165 psi 5B0 2383 psi 2392 psi 2397 psi 940 plf 2877 psi DL(lbs) 1146 psi 98% 925 psi 39% 361 psi 15% 147 psi 6% 983 psi 34% 1600000 psi 0 1800000 psi 0 1800000 psi 1800000 psi 2000000 psi 0.03" 24% 0.02" 16% 0.01" 5% 0.00" 2% 0.02" 16% 0.06" 78% 0.04" 51% 0.01" 16% 0.00" 5% 0.04" 54% wa 1/8" std=0.01" 118" std=0.01" 118" std=0.01" n1a Adequate Adequate Adequate Adequate Adequate Selection (A - E): A L TL w(pll) roof 16 8117 Use: 2 2X6 Douglas Fir #2 0 floor 30 Mark: B118 Span (ft) = 7.5 lu (ft) = 7.5 LL Deflection < L 1 360 Total Deflection a L 1 600 lCQ = 1.00 JRoof Snow Load ? : Yes Reduce Floor LL ? : No Wood Species = Fv (psi) _ fv-max @ d (psi) = Fb = ib (psi) = E (psi) = LL deflection = TL deflection = camber (in) = A s C D !2) 3x12 3.125x10.5 GLB 5-125x9 GLR R_75v9 GI R RDL = 1575 lbs RLL = 1950 lbs RTL (left)= 3525 lbs RDL = 15751115 RLL = 1950 lbs RTL (right) = 35525 lbs Mmax = 6609 ft -lbs E (9) 1 7-vQ Douglas Fir#2 DL(psf) LL(psfl tdb(ft) LL w(plf) TL w(pll) roof 16 35 0 0 0 floor 30 40 3 120 210 way 15 0 10 0 150 misc. 45 100 4 400 5B0 2325 psi 2383 psi 520 pif 940 plf 2632 ps1 DL(lbs) LL(lbs) x(ft) 1381 psi 59% Pt. Load 0 0 0 1507 psi 57% Pt. Load 0 0 0 1800000 psi A s C D !2) 3x12 3.125x10.5 GLB 5-125x9 GLR R_75v9 GI R RDL = 1575 lbs RLL = 1950 lbs RTL (left)= 3525 lbs RDL = 15751115 RLL = 1950 lbs RTL (right) = 35525 lbs Mmax = 6609 ft -lbs E (9) 1 7-vQ Douglas Fir#2 24F -V4 Adequate Adequate Use: 2 1.75x9.5 24F -V4 Sheet: 24F -V4 IF1 b-149 SCL:26F2.OELVL 180 psi 1 22 of 97 IM 265 psi 265 psi 265 ps1 285 psi 71 psi 39% 124 psi 47% 92 psi 36% 54 psi 20% 125 psi 44% 895 psi 2325 psi 2383 psi 2395 psi 2632 ps1 752 psi 84516' 1381 psi 59% 1146 psi 48% 671 psi 28% 1507 psi 57% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.04" 16°/a 0.07" 279/o, 0.07" 26% 0.04" 15% 0.07" 30% 0.07" 47% 0.12" 82% 0.12" 80% 0.07" 47% 0.13" 89% n1a 118" std -0.02" 118" std=0.02" 118" W=0.02" Me . Adequate F Selection (A - E): E Adequate 13118 Adequate Adequate Use: 2 1.75x9.5 Adequate SCL: 26F 2.0E LVL Sheet: Sugar Mill Apartments I IF1 b-149 I DBP Project Name: Project No.: Eng.: Date : Sheet: Sugar Mill Apartments I IF1 b-149 I DBP 1 10/03/16 1 22 of 97 IM Structural Engineering h1 MXV4 Adequate Wood Beam / Header Adequate 24F V4 L SCL: 26F 2.0E LVL - 180 psi ASD design per NDS 2012 265 psi 265 psi 265 psi Mark: B119 B119 DL(pso LL(psf) tdb(ft) LL w(plo TL w(plo ROL = 1547 lbs ` Span (ft) = 4.0 roof 16 35 23.5 823 1199 RLL = 2585 lbs 60% lu (ft) = 4.0 floor 30 40 3 120 210 RTL (left)= 4132 lbs LL(psf) LL Deflection ,, L 1360 wall 15 0 10 0 150 773 psi 78% Total Deflection < L / 600 misc. 45 100 3.5 350 508 ROL = 1547 lbs; E ' Co = 1.00 58% 1293 plf 2066 pif RLL = 2585 lbs 0 Roof Snow Load ? : Yes RTL (left)-- 1650 lbs DL(Ibs) LL(lbs) x(ft) wall RTL (right) = 4132 lbs 0 0.02" Pt. Load 0 0 0 28% 0.02" 17% Reduce Floor LL ? : No Pt. Load 0 0 Q 25% Mmax = 4132 ft -lbs i 31% 0.06" A B C D E 16% 0.05" 67% (31 2x10 1.175v7 K M R 5 19AY7 F r -i R A 79; 0 f31 R /71 , 7C 7 oc Wood Species = Fv (psi) = fv-rnax @ d (psi) = Fb = fb-max (psi) _ E (psi) = LL deflection = TL deflection = camber (in) = Douglas FIr #2 MXV4 Adequate 24FW4 Adequate 24F V4 Adequate SCL: 26F 2.0E LVL - 180 psi 265 psi 265 psi 265 psi 285 psi B119 92 psi 51% 182 psi 69% 111 psi 42% 49 psi 19% 170 psi 60% 987 psi 2378 psi 2392 psi LL(psf) 2397 psi LL w(pit) 2765 psi ROL = 900 lbs 773 psi 78% 1692 psi 71% 1032 psi 43% 420 psi 18% 1617 psi 58% 1600000 psi 40 1800000 psi 0 1800000 psi RTL (left)-- 1650 lbs 1800000 psi wall 2000000 psl 0 0.02" 12% 0.04" 28% 0.02" 17% 0.01" 6% 0.03" 25% 0.03" 31% 0.06" 75% 0.04" 46% 0.01" 16% 0.05" 67% n/a 1/8" std=0.01" 1/8" sed=0.01-1 1/8" std=0.01" We Adequate 24F -V4 Adequate 24F -V4 Adequate 24RV4 Adequate Adequate Selection (A - E): A 265 psi 265 psi 265 psi 285 psi B119 Use: 3 2x10 27% Douglas Fir #2 20% 25 pal 9% 82 psi 29% 976 psi Mark: B120 DL(psf) LL(psf) tdb(ft) LL w(pit) TL w(plf) ROL = 900 lbs Span (ft) = 7.5 roof 16 35 0 0 0 RLL = 750 lbs lu (ft) = 7.5 floor 30 40 0 0 0 RTL (left)-- 1650 lbs LL Deflection < L 1 360 wall 15 0 10 0 150 17% Total Deflection a L 1 600 misc. 45 100 2 200 290 ROL = 900 lbs Co = 1.00 61% 0.10" 64% 0.03" 200 plf 440 plf RLL = 750 lbs Roof Snow Load ? : Yes DL(lbs) LL(Ibs) x(ft) Na RTL (right) = 1650 lbs Pt. Load 0 0 0 Reduce Floor LL ? : No Pt. Load 0 0 0 Mmax = 3094 ft -lbs A B C D E (2) 2x10 3.125x9 GLR 5.125x7.5 GLR R 71WO M R r71 1 7r-7 gr Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = fb (PSI) = E (psi) LL deflection = TL deflection = camber (in) = Douglas Fir #2 24F -V4 Adequate 24F -V4 Selection (A - E): A 24RV4 Use: 2 2x10 SCL: 2&F 2.0E LVL 180 psi 265 psi 265 psi 265 psi 285 psi 71 psi 39% 70 psi 27% 54 psi 20% 25 pal 9% 82 psi 29% 976 psi 2343 psi 2387 psi 2395 psi 2748 psi 868 psi 89% 880 psi 38% 773 psi 32% 314 psi 13% 1211 psi 44% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.04" 18% 004" 17% 0.04" 18% 0.01" 6% 0.06" 26% 0.10" 66% 0.09" 61% 0.10" 64% 0.03" 22% 0.14" 94% n1a 1/8" std -0.02" 1/8" 6td=0.02" 1/8" std=0.02" Na Adequate Adequate Adequate Adequate Adequate Selection (A - E): A B120 Use: 2 2x10 Douglas Fir #2 roject Name: Project No.: Eng, : ]Date: ISheet: Sugar Mill Apartments I IF16-149 I D6P 10/03/16 23 of 97 ' i3 Structural Engineering Wood Beam 1 Header ASD design per NDS 2012 Mark: B121 24F -V4 DL(psf) LL(psf) trib(ft) LL w(pif) TL w(pif) RDL = 756 lbs Span (ft) = 4.0 roof 16 35 3 105 153 RLL = 690 lbs lu (ft) = 4.0 floor 30 40 6 240 420 RTL (left)= 1446 lbs; LL Deflection < L 1 360 well 15 0 10 0 150 RTL (left)= 1140 lbs Total Deflection < L 1 600 misc. 45 100 0 .0 0 RDL = 756 lbs Ce = 1.00 39% 361 psi 1596 147 psi 345 pif 723 plf RLL = 690 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 240 pif 1800000 psi RTL (right) = 1446 lbs 2000000 psi Pt. Load 0 0 0 15% 0.01" 5% Reduce Floor LL ? : No Pt. Load 0 0 0 78% 0.04" Mmax = 1446 ft -lbs 0.01" 16% 0.00" 5% A B n/a C 1/8" std=0.01" D E n/a (2) 2x6 3.125x6 M. A 5 125Y7 F r;l R A 7FYQ !,I R rm 4 7R, r ti Wood Species = Fv (psi) = fv-mex @ d (psi) = Fb = &max (psi) = E (psi) = LL deflection = TL deflection = camber (in) = Douglas Fir#2 24F -V4 Adequate B121 24F -V4 Adequate 2 24FV4 Adequate SCL•26FZOELVL 180 psi 265 psi LL(psf) 265 psi LL w(plf) 265 psi RDL = 660 lbs; 285 psi roof 109 psi 56% 87psi 33% 39 psi 15% 17psl 6% 87 psi 30% 1165 psi 240 2383 psi RTL (left)= 1140 lbs 2392 psi well 2397 psi 0 2877 psi 0 1147 psi 98% 925 psi 39% 361 psi 1596 147 psi 6% 983 psi 34% 1600000 psi 1800000 psi 1800000 psi 240 pif 1800000 psi RLL = 460 lbs 2000000 psi 0.03" 22% 0.02" 15% 0.01" 5% 0.0011 2% 0.62" 15% 0.06" 78% 0.04" 51% 0.01" 16% 0.00" 5% 0.04" 54% n/a Mmax = 1.140 ft -lbs 1/8" std=0.01" 1/8" 80=0.01" 1/8" std --0.01" n/a Adequate Selection (A - E): A 24F -V4 Adequate B121 Use: Adequate 2 2X6 Adequate Adequate Douglas Fir #2 Mark: B122 DL(psf) LL(psf) trib(it) LL w(plf) TL w(plf) RDL = 660 lbs; Span (ft) = 4.0 roof 16 35 0 0 0 RLL = 480 lbs; lu (ft) = 4.0 floor 30 40 6 240 420 RTL (left)= 1140 lbs LL Deflection < L 1 360 well 15 0 10 0 150 78% Total Deflection < L 1 240 misc. 45 100 0 0 0 ROL = 660 lbs Ca = 1.00 1800000 psi 1800000 psi 240 pif 570 pif RLL = 460 lbs Roof Snow Load ? : Yes DL(Ibs) LL(lbs) Aft) 10% 0.00" RTL (right) = 1140 lbs 0.00" Pt. Load 0 0 0 25% 0.03" 16% Reduce Floor LL ? : No Pt. Load 0 0 0 17% n/a Mmax = 1.140 ft -lbs Wood Species = Fv (psi) = fv-mex @ d (psi) = Fb = fb (psi) = E (psi) = LL deflection = l TL deflection = camber (in) = A B C D E (2) 2x6 3-125YR M R A 12FY7 R r,1 R A 7rivo l,l R Im i 7r -C c Dougles Rr #2 24F -V4 Adequate Use: 2 2X6 24F -V4 24FV4 SCL 26F 2.OE LVL 180 psi 265 psi 265 psi 265 psi 285 psi 80 psi 44% 68 psi 26% 31 psi 12% 14 psi 5% 68 psi 24% 1165 psi 2383 psi 2392 psi 2397 psi 2877 psi 904 psi 78% 730. psl 31% 285 psi 12% 116 psi 5% 775 psi 27% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.02" 16% 0.011, 10% 0.00" 3% 0.00" 1 % 0.011, 11% 0.05" 25% 0.03" 16% 0.01" 5% 0.00" 2% 0.03" 17% n/a 1/8" std --0.01" 1/8" std=0.01" 1/8" Sid -4.01" n/a Adequate Selection (A - E): A Adequate B122 Adequate Use: 2 2X6 Adequate Adequate Douglas Fir #2 Project Name: Project No.: Eng.: JDote: ISheet., Sugar Mill Apartments I IF16-149 1 DBP 10/03/16 24 of 97 + Structural Engineering Wood Stud Wall Design Design based an NDS 2012 Location: 90* to Roof Truss No Deck 4th Height (ft) = 10.0 Leld = 21.8 < 50 deflection < U 240 wind/seismic (W/S) W wind load, w (psf) = 47.5 0.6 * w = (pso 28.5 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W Gravity Loads to Wall. OK DL(psf LL(psf) tdb(ft) w e(in) roof snow 16 35 20 1020 0 floor live load 30 40 0 0 0 (Due to Wind) wall weight 15 0 0 misc. live load 45 100 0 0 0 w (total uniform load) = 1020 plf CD = 1.60 Trimmer Studs (TS) P (lbs) = 427 per stud M (lb -ft) = 475 1 F,;F (psi) = 1002 2 Fc' (psi) = 894 11'-10" to 18'•6" fc (psi) = 52 < Fc' OK Fb' (psi) = 2153 3 fb (psi) = 754 < Fb' OK CSR = 0.37 < 1.0 OK A (in.) = 0.18 = L1667 OK D+0.75*(0.6*W+S+LL CD 1.60 P (lbs) = 700 M (Ib -ft) = 356 FrE (psi) = 1002 Fc' (psi) = 894 fc (psi) = 85 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.30 < 1.0 OK A (in.) = 0.13 = U889 OK D+S Co = 1.15 Trimmer Studs (TS) P (lbs) = 1360 per stud M (Ib -ft) = 0. 1 F,E (psi) = 1602 2 Fc' (psi) = 839 11'-10" to 18'•6" fo (psi) = 165 < Fc' OK Fb' (psi) = 1547 3 fb (psi) = 0 < Fb' OK CSR = 0.04 < 1.0 OK S (in.) = 0.00 = LI5000 OK j 90* to Roof Truss No Deck 4th USE: 2 x 6 at 16" o.c. (DF No. 2) L Framing at Openings: L J Trimmers: King Studs: Trimmer supports only vertical load... King stud supports only banding ... r' Pcap (lbs) = 6924 Mcap (Ib -ft) = 1180 Rcep (Ibs) = 5156 (bearing gaveMS) trib width capacity (ft) = 3.31 for M < Mcap (governs} trib width capacity (ft) = 3.71 for A < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 5'4" 1 1 51-3" to 11'-10" 2 2 11'-10" to 18'•6" 2 3 18'-6" to 251-71, 3 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Date: Sheet Sugar Mill Apartments I IF16-149 DBP 1 10/03/16 25 of 97 - • Structural Engineering Wood Stud Wall Design Design based an NDS 2012 Location: 90* to Roof Truss No Deck 3rd Height (ft) = 10.0 Trimmer Studs (TS) Gravely Loads to Wall. per stud M (Ib -ft) _. 475 1 Le/d = 21.8 < 50 OK 2 DL(psf) LL(psf) trib(ft) w e(in) deflection < U 240 roof snow 16 35 20 1020 0 wind/seismic (W/S) W floor live load 30 40 3 210 0 wind load, w (psf) = 47.5 (Due to Wind) wall weight 15 10 150 0.6 * w = (psf) 28.5 mist. live load 45 100 0 0 0 snow load? (Y/N) Y w (total uniform load) = 1380 plf Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W CDT 1.60 Trimmer Studs (TS) P (lbs) = 747 per stud M (Ib -ft) _. 475 1 F.E (psi) = 1002 2 Fc' (psi) = 894 11'-10" to 18'-6" fa (psi) = 91 < Fc' OK Fb' (psi) = 2153 4 fb (psi) = 754 < Fb' OK CSR = 0.40 < 1.0 OK A (in.) = 0.18 = U667 OK D + 0.75*10.6*W + S + LL CD = 1.60 P (lbs) = 820 M (Ib ft) = 356 F,E (psi) = 1002 Fc' (psi) W 894 fc (psi) = 99 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.30 < 1.0 OK A (in.) = 0.13 = U889 OK D+S CD = 1.15. Trimmer Studs (TS) P (Ibs) = 1680 per stud M (lb -ft) =.O 1 F.E (psi) = 1002 2 Fc' (psi) = 839 11'-10" to 18'-6" fc (psi) = 204 < Fd OK Fb' (psi) = '1547 4 ib (psi) = 0 < Fb' OK CSR = 0.06 < 1.0 OK A (in.) =. 0.00 = U5000 OK 90* to Roof Truss No Deck 3rd USE: 2 x 6 at 16" o.c. (DF No. 2) Framing at Openings, Trimmers: King Studs: Trimmer supports only vertical load... Wng stud supports only bending ... Pcap (lbs) = 6924 Mcep (Ib -ft) = 1180 Rcap (lbs) = 5156 (bearing governs) trib width capacity (ft) = 3.31 for M < Mcap (govems) trib width capacity (ft) = 3.71 for A < L / 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) c 6'-3" 1 1 5'-3" to 11'=10" 2 2 11'-10" to 18'-6" 3 3 18'-6" to 25'-1" 4 4 1 1 1 1 7 1 1 1 7 Project Name: Project No.: Eng.: Sugar Mill Apartments I IF1 b-149 DBP JDate: 10/03/16 JSheet: 26 of 97 l • Structural Engineering Wood Stud Wali Design Design based on NDS 2012 Location: 90* to Roof Truss No Deck 2rd Trimmer Studs (TS) P (Ibs) = 1067 per stud M (Ib -ft) = 475 1 Height (ft) = 10.0 2 Gravity toads to Wall: 11'-10" to 1 a'-6" fc (psi) = 129 < Fc' OK Le/d = 21.8 < 50 OK 4 DL(psn LL(psf) trib(ft) w e(in) deflection < U 240 roof snow 16 35 20 1020 0 wind/seismic (W/S) W floor live load 30 40 6 420 0 wind load, w (psf) = 47.5 (Due to Wind) wall weight 15 20 300 0.6 * w = (pan 28.5 misc. live load 45 100 0 0 0 snow load? (Y/N) Y w (total uniform load) = 1740 pif Lumber Grade: (DF No. 2) Load Cases: 0 + 0.6"1111 CD = 1.60 Trimmer Studs (TS) P (Ibs) = 1067 per stud M (Ib -ft) = 475 1 FcE (psi) = 1002 2 Fc' (psi) = 894 11'-10" to 1 a'-6" fc (psi) = 129 < Fc' OK Fb' (psi) = 2153 4 fb (psi) = 754 < Fb' OK CSR = 0.42 < 1.0 OK A (in.) = 0.18 =1/667 OK D + 0.75*(0.6*W + S + LL CD = 1.60 P (lbs) = 940 M (ib -ft) = 356 F� (psi) = 1002 Fc' (psi) = 894 fc (psi) = 114 < Fc' OK Fb' (psi) = 2153 fb (psi) = 555 < Fb' OK CSR = 0.31 < 1.0 OK A (in.) = 0.13 = U889 OK D + 0.75*(S + LL) CD = 1.15 Trimmer Studs (TS) P (lbs) = 2007 per stud M (ib -ft) = 0 1 F,E (psi) = 1002 2 Fc` (psi) = 839 11'-10" to 1 a'-6" fc (psi) = 243 < Fc' OK Fb' (psi) = 1547 4 fb (psi) = 0 < Fb' OK CSR = 0.08 < 1.0 OK A (in.) = 0.00 = U5000 OK. 90* to Roof Truss No Deck 2rd USE: 2 x 6 at 16" o.c. (OF No. 2) Framing at Openings: Trimmers: tu--ds: Trimmer supports only vertical load... King stud supports only banding... Pcap (lbs) = 6924 Mcap (Ib -ft) = 1180 Rcap (lbs) = 5156 (bearing govems) trib width capacity (ft) = 3.31 for M < Mcap (govems) trib width capacity (ft) = 3.71 for e < L / 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 5'-3" 1 1 5'-3" to 11'-10" 2 2 11'-10" to 1 a'-6" 3 3 18'4" to 25'-1" 4 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Sugar Mill Apartments I IF16-149 I DBP JDate: 10/03/16. ISheet: IM 27 of 97 Structural Engineering Wood Stud Wali Design Design based on NDS 2012 Location: 90* to Roof Truss No Deck 1st Height (ft) = 10.0 Trimmer Studs (TS) Gravity Loads to Wall: per stud M (lb -ft) = 0 1 Leld = 21.8 < 50 OK 3 DL(pso LL(psf) trib(ft) w e(in) deflection < L1240 roof snow 16 35 20 1020 0 windfseismic (WIS) W floor live load 30 40 9 630 0 wind load, w (pat) = 47.5 (Due to Wind) wall weight 15 20 300 r I'� 0.6 * w = (psf) 28.5. misc. live load 51 0 10 510 0 snow load? (YIN) Y w (total uniform load) = 2460 pit Lumber Grade: (DF No. 2) Load Cases: r�D Trimmer Studs (TS) P (Ibs) = 2927 per stud M (lb -ft) = 0 1 + 0.6*VII 3 CD= 1.60 11'-10" to 18'-6" fc (psi) = 355 P(lbs)= 1867 per stud 6 M (Ib -ft) = 475 < Fb' OK L J F�r= (psi) = 1002 A (in.) = 0.00 = U6000 OK Fc' (psi) = 894 1 ll f 1 fc (psi) = 226 < Fc' OK - Fb' (psi) = 2153 fb (psi) = 754 < Fb' OK r I'� CSR = 0.52 < 1.0 OK J A (in.) = 0.18 = U667 OK L D + 0.75*(0.6*W + S + LL) CD = 1.60 P (lbs) = 1060 M (Ib -ft) = 356 FeE (psi) = 1002 Fc' (psi) = 894 fc (psi) 128 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.32 < 1.0 OK A (in.) = 0.13 = U889 OK D + 0.75*(S + LL CD = 1.15 Trimmer Studs (TS) P (Ibs) = 2927 per stud M (lb -ft) = 0 1 Fa (psi) = 1002 3 Fc' (psi) = 839 11'-10" to 18'-6" fc (psi) = 355 < Fc' OK Fb' (psi) = 1547 6 fb (psi) = 0 < Fb' OK CSR = 0.18 < 1.0 OK A (in.) = 0.00 = U6000 OK 90* to Roof Truss No Deck 1st USE: 2 x 6 at 16" o.c. (DF No. 2) Framing at Openings: Trimmers: King Studs: . Trimmer supports only vertical load... King stud supports only bending... Pcap (lbs) = 6924 Mcap (lb -ft) = 1180 Rcap (lbs) = 5156 (bearing govems) trib width capacity (ft) = 3.31 for M < Mcap (90vems) trib width capacity (ft) = 3.71 for A < L 1 240 Open Width (ft) Trimmer Studs (TS) K#ng Studs (KS) < 5'-3" 2 1 5'•3" to 11'-10" 3 2 11'-10" to 18'-6" 4 3 18'-6" to 25'-1" 6 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.:Date : —M Sugar Mill Apartments IF16-149 DBP 10/03/16 ISheet: 28 of 97 • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: 90* to Roof Truss with Deck 4th Height (ft) = 10.0 Le/d = 21.8 < 50 OK deflection < U 240 windiseismic (WIS) W wind load, w (psf) = 47.5 (Due to Wind) 0.6 * w = (psf) 28.5 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W CD = 1.60 Trimmer Studs (TS) P (lbs) = 373 perstud M (ib -ft) _ 475 w e(in) FeE (psi) = 1002 17.5 Fc' (psi) = 894 floor live load 30 40 fc (psi) = 45 < Fc' OK Fb' (psi) = 2153 0 fb (psi) = 754 < Fb' OK CSR = 0.37 < 1.0 OK A (in.) = 0.18 = 1-I667 OK Gravity toads to Wall: Trimmer Studs (TS) P (lbs) = 1190 DL(psf) LL(psf) trib(ft) w e(in) ►roof snow 16 35 17.5 892.5 0 floor live load 30 40 0 0 0 wall weight 15 0 0 misc. live load 45 100 0 0 0 w (total uniform load) = 893 plf D + 0.75*(0.6*W + S + LL) Co = 1.60 P (lbs) = 613 M (Ib it) = 356 F,R (psi) = 1002 Fc' (psi) = 894 fc (psi) = 74 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.29 < 1.0 OK A (in.) = 0.13 = U889 OK D+S CD = 1.15 Trimmer Studs (TS) P (lbs) = 1190 per stud M(Ibit)= 0 Sugar Mill Apartments F�E (psi) = 1002 2 Fc' (psi) = 839 1I AV to 18'-6" fc (psi) = 144 < Fc' OK Fb' (psi) = 1547 3 fb (psi) = 0 < Fb' OK CSR = 0.03 < 1.0 OK A (in.) = 0.00 = U5000 OK 90* to Roof Truss with Deck 4th USE: 2 x 6 at 16" o.c. (DF No. 2) Framing atOpenings: Trimmers: King Studs: Tirmmer supports only vertical load... King stud supports only bending... Pcap (lbs) = 6924 Mcap (Ib -ft) = 1180 Reap (Ibs) = 5156 (bearing govems) Crib width capacity (ft) = 3.31 for M < Mcap (goveme) trib width capacity (ft) = 3.71 for A < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) Date : Sugar Mill Apartments 5'-3" to 11'-10- 2 2 1I AV to 18'-6" 2 3 18'-6" to 25'-1" 3 4 1 1 1. . 1 1 1 1 1 1. Protect Nam e: Project No.: Eng.: Date : Sugar Mill Apartments IFI 6-149 DBP I 10/03/16 ISheet: 29 of 97 116*4 : J - • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: 90* to Roof Truss with Deck 3rd Height (ft) = 10.0 Leld = 21.8 deflection < U 240 wind/seismic (WIS) W wind load, w (psf) = 47.5 0.6 * w = (psf) 28.5 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W Gravity Loads to Wall: < 50 OK DL(psf) LL(psf) trib(ft) w e(in) roof snow 16 35 17.5 892.5 0 floor live load 30 40 3 210 0 (Due to Wind) wall weight 15 10 150 = U667 OK mist. live load 45 100 4 580 0 w (total uniform load) = 1833 plf CD = 1.60 Trimmer Studs (TS) P (lbs) = 933 perstud M (lb -ft) = 475 Sugar Mill Apartments FrE (psi) = 1002 2 Fc' (psi) = 894 11'-10" to 18'-6" fc (psi) = 113 < Fc' OK RV (psi) = 2153 4 fb (psi) = 754 < Fb' OK CSR = 0.41 < 1.0 OK A (in.) = 0.18 = U667 OK D + 0.75*f0.6*W + S + LL CD = 1.60 P (lbs) = 1133 M (ib -ft) = 356 F,z (psi) = 1002 Fc' (psi) = 894 fc (psi) = 137 < Fc' OK . Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.33 < 1.0 OK A (in.) = 0.13 = U889 OK D + 0.75*(S + LL CD = 1.15 Trimmer Studs (TS) P (lbs) = 2066 perstud M (Ib -ft) = 0 Sugar Mill Apartments FeE (psi) = 1002 2 Fc' (psi) = 839 11'-10" to 18'-6" fc (psi) = 250 < Fc' OK Fb' (psi) = 1547 4 fb (psi) = 0 < Fb' OK CSR = 0.09 < 1.0 OK A (in.) _ 0.00 = U5000 OK 90* to Roof Truss with Deck 3rd USE: 2 x 6 at 16" o.c. (olr No. 2) Framing atOpenings: Trimmers: Trimmer supports only vertical load... Poap (lbs) = 6924 Rcap (tbs) = 5156 (bearing govems) King Studs: King stud supports only banding... Mcap (lb -fl) = 9180 trib width capacity (ft) = 3.31 for M < Mcap (governs) trib width capacity (ft) = 3.71 for e < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) Date: Sheet: Sugar Mill Apartments 5'-3" to 11'-10" 2 2 11'-10" to 18'-6" S 3 18'-6" to 25'-i" 4 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IFI 6-149 DBP 1 10/03/16 1 30 of 97 LI [I i� J LJ • Structural Engineering Wood Stud Wall Design Design based on NQS 2012 Location: 90* to Roof Truss with Deck 2nd Trimmer Studs (TS) P (Ibs) = 1493 per stud M (Ib -ft) = 475 1 Height (ft) = 10.0 3 Gravity Loads to Wall: 11-10" to 18'•6" fc (psi) = 181 < Fc' OK Leld = 21.8 < 50 OK - 6 DL(psf) LL(psf) trib(ft) w e(in) . deflection < U 240 roof snow 16 35 17.5 892.5 0 wind/seismic (M) W floor live load 30 40 6 420 0 wind load, w (psf) = 47.5 (Due to Wind) wall weight 15 20 300 0.6 * w = (psf) 28.5 mise. live load 45 100 8 1160 0 snow load? (YIN) Y w (total uniform load) = 2773 pit Lumber Grade: (DF No. 2) Load Cases: D + 0.6*w C© = 1.60 Trimmer Studs (TS) P (Ibs) = 1493 per stud M (Ib -ft) = 475 1 F,E (psi) = 1002 3 Fc' (psi) = 894 11-10" to 18'•6" fc (psi) = 181 < Fc' OK Fb' (psi) = 2153 - 6 fb (psi) = 754 < Fb' OK GSR = 0.47 < 1.0 OK A (in.) = 0.18 = L1667 OK D + 0.75*(0.6*W + S + LL CD = 1.60 P (Ibs) = 1653 M (Ib -ft) = 356 F�E (psi) = 1002 Fc' (psi) = 894 fc (psi) = 200 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.38 < 1.0 OK A (in.) = 0.13 = U889 OK D + 0.751S + LL CD = 1.15 Trimmer Studs (TS) P (Ibs) = 3146 per stud M (Ib -ft) = 0 1 F,E (psi) = 1002 3 Fc' (psi) = 839 11-10" to 18'•6" fc (psi) = 381 < Fc' OK Fb' (psi) = 1547 - 6 fb (psi) = 0 < Fb' OK CSR = 0.21 < 1.0 OK A (in.) = 0.00 = 1-15000 OK 90*. to Roof Truss with Deck 2nd USE: 2 x 6 at 16" o.c. (DF No. 2) Framing at Openings: Trimmers: VJng Studs:. Trimmer supports only vertical load... lGng stud supports only banding ... Pcap (Ibs) = 6924 Mcap (lb -ft) = 1180 Reap (Ibs) = 5156 (bearing governs) trib width capacity (ft) = 3.31 for M < Mcap {governs) trib width capacity (ft) = 3.71 for A < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) 05'-3" 2 1 5'-3" to 11'-10" 3 2 11-10" to 18'•6" 5 3 18'-6" to 25'-1 •' - 6 4 1 1 1 i 1 1 Project Name: Project No.:g.: En Date : et : Sugar Mill Apartments IF16-149 DBP 10/03/16 T31of 97 �l U • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location; 90* to Roof Truss with Deck 2nd Height (ft) = 10.0 Leld = 21.8 < 50 OK deflection < U 240 wind/seismic (WIS) W wind load, w (psi) = 47.5 (Due to Wind) 0.6 " w = (psf) 28.5 snow load? (Y/N) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.6"W Cp = 1.60 Gravity Loads to wall- P (lbs) = 2053 per stud M (Ib -ft) = 475 1 FOE (psi) = 1002 LL(psf) Fc' (psi) = 894 w fc (psi) = 249 < Fc' OK Fb' (psi) = 2153 35 fb (psi) = 754 < Fb' OK CSR = 0.54 < 1.0 OK A (in.) = 0.18 = U667 OK D+0.75•(0.6"W+S+LL Cr) = 1.60 P (lbs) = 2173 M (Ib -ft) = 356 Fct (psi) = 1002 Fc' (psi) = 894 fc (psi) 263 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.44 < 1.0 OK A (in.) = 0.13 = U889 OK D+0.751S+LL CD = 1.15 Gravity Loads to wall- P (lbs) = 4226 per stud M (Ib -ft) = 0 1 DL(psf) LL(psf) trib(ft) w e(in) roof snow 16 35 17.5 892.5 0 floor live load 30 40 9 630 0 wall weight 15 30 456 misc. live load 45 100 12 1740 0 w (total uniform load) = 3713 plf D+0.75•(0.6"W+S+LL Cr) = 1.60 P (lbs) = 2173 M (Ib -ft) = 356 Fct (psi) = 1002 Fc' (psi) = 894 fc (psi) 263 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.44 < 1.0 OK A (in.) = 0.13 = U889 OK D+0.751S+LL CD = 1.15 Trimmer Studs (TS) P (lbs) = 4226 per stud M (Ib -ft) = 0 1 F,:e (psi) = 1002 4 Fc' (psi) = 839 99'-70" to 18'-6" fc (psi) = 512 < Fc' OK Fb' (psi) = 1547 8 fb (psi) = 0 < Fb' OK CSR = 0.37 < 1.0 OK A (in.) = 0.00 =1-15000 OK. 90" to Roof Truss with Deck 2nd USE: 2 x 6 at 16" o.c. (DF No. 2) Framing at Openings, Trimmers: King Studs: Trimmer supports only vertical load... King stud supports only banding ... Pcap (lbs) = 6924 Mcap (Ib -ft) = 1180 Reap (Ibs) = 5156 (bearing governs) trib width capacity (ft) = 3.31 for M < Mcep (governs) trib width capacity (ft) = 3.71 for A < L l 240 Open width (ft) Trimmer Studs (TS) King Studs (KS) < 5'-3" 2 1 5'-3" to 1 T-10" 4 2 99'-70" to 18'-6" 6 3 18'-6" to 25'-1" 8 4 1 9 1 1 7 1 1 9 1 Project Name: Project No.: Eng.: Date ; Sugar Mill Apartments I IFI 6-149 1 DBP 10/03/16 ISheet: 32 of 97 10= Structural Engineering Wood Stud Wall Design Design based an NDS 2012 Location: I Parallel to Roof Truss 4th Height (ft) = 10.0 D+0.75*(0.6*W+S+LL) Gravity Loads to Wall: p+S 1 Cp = 1.60 Laid = 21.8 < 50 OK CD = 1.60 DL(psf) LL(psf) trib(ft) w e(in) . . deflection < U 240 roof snow 16 35 3 153 0 windlsalsmic (W/S) W floor live toad 30 40 0 0 0 wind load, w (psf1= 47.5 (Due to Wind) wall weight 15 0 0 Fc' (psi) = 894 0.6 * w = (psf 28.5 mist. live load 45 100 0 0 0 snow load? (YIN) Y fc (psi) = 13 < Fc' w (total uniform load) = 153 plf Lumber Grade: (DF No. 2) Fb' (psi) = 2153 Fb' (psi) = 1547 Load Cases: D+0.6*W D+0.75*(0.6*W+S+LL) King Studs (KS) p+S 1 Cp = 1.60 51-3" to 11'-10" CD = 1.60 2 11'-1t1" to 18'-6" Cp = 1.15 3 P (Ibs) = 64 perstud P (lbs) = 105 1 1 P (lbs) = 204 per stud M (Ib -ft) _ 475 1 M (Ib -ft) = 356 1 1 M (Ib -ft) = 0 F& (psi) = 1002 F& (psi) = 1002 F.E (psi) = 1002 Fc' (psi) = 894 Fc' (psi) = 894 Fe (psi) = 839 fc (psi) = 8 < Fe OK fc (psi) = 13 < Fc' OK fc (psi) = 25 < Fc' OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 754 < Fb' OK fb (psi) = 565 < Fb' OK fb (psi) = 0 < Fb' OK CSR = 0.35 < 1.0 OK CSR = 0.27 < 1.0 OK CSR = 0.00 < 1.0 OK A (in.) _.0.18 . = U667 OK A (in.) = 0.13 = U889 OK A (in.) _. 0.00 = 05000 OK Parallel to Roof Truss 4th USE: 2 x 6 at 16" o.c. (DF No. 2) Framing at Openings: Trimmers: Trimmer supports only vertical load... Pcap (lbs) = 6924 Rcap (lbs) = 5156 (bearing govems) King Studs: King stud supports only banding ... Mcap (Ib -ft) = 9180 Crib width capacity (ft) = 3.31 for M < Mcep ( —Ms) trib width capacity (ft) = 3.71 for A < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) e 50-3" 1 1 51-3" to 11'-10" 1 2 11'-1t1" to 18'-6" 1 3 4 1 1 1 7 1 1 1 1 1 Project Name: Project No.: Eng.: Sugar Mill Apartments I IF16-149 I DBP JDote: 10/03/16 ISheet: IM 33 of 97 Il J • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: I Parallel to Roof Truss 3rd Height (ft) = 10.0 Laid = 21.8 <50 OK deflection < U 240 windlseismic (WIS) W Wind load, w (psf1= 47.5 (Due to Wind) 0.6 * w = (psfl 28.5 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W CD .= 1.60 Trimmer Studs (TS) P (lbs) = 504 per stud M (Ib -ft) = 475 trib(ft) F.H (psi) = 1002 roof snow 16 Fc' (psi) = 894 3 fc (psi) = 61 < Fc' OK Fb' (psi) = 2153 6 fb (psi) = 754 < Fb' OK CSR= 0.38 < 1.0 OK d (in.) = 0.18 = U667 OK Gravity Loads to Wall: Trimmer Studs (TS) P (lbs) = 849 DL(psf) LL(psf) trib(ft) w e(in) roof snow 16 35 3 153 0 floor live load 30 40 6 420 0 wall weight 15 CSR = 0.02 10 150 misc. live load 45 100 0 0 0 1 w (total uniform load) = 723 plf D + 0.75*(0.6*W + S + LL CD = 1.60 P (lbs) = 345 M (Ib -ft) = 356 FrE (psi) = 1002 Fc' (psi) = 894 fo (psi) = 42 < Fc' OK Fb' (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.28 < 1.0 OK A (in.) = 0.13 = U889 OK D + 0.75*(S + LL CD = 1.15 Trimmer Studs (TS) P (lbs) = 849 per stud M (Ib -ft) = 0 Sugar Mill Apartments FE (psi) = 1002 1 Fc' (psi) = 839 11'-10" to 181-6" fc (psi) = 103 < Fc' OK Fb' (psi) = 1547 2 fb (psi) = 0 < Fb' OK CSR = 0.02 < 1.0 OK 0 (in.) = 0.06 = U5000 OK tParallel to Roof Truss 3rd USE: 2 x 6 at 16" O.C. (DF No. 2) Frain ng at penings: Trimmers: King Studs: Trimmer supports only vertical load... King stud supports only bending... Paap (lbs) = 6924 Mcap (I") = 1180 Reap (lbs) = 5156 (bearing gavems) trib width capacity (ft) = 3.31 for M t Mcap (governs) trib width capacity (ft) = 3.71 for e < L I 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < Sheet: Sugar Mill Apartments 5'-3" to 11'-10" 1 2 11'-10" to 181-6" 2 3 18'-6" to 25'-1" 2 4 1 1 1 7 1 1 1 1 1 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF16-149 I DBP 10/03/16 1 34 of 97 - • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: I Parallel to Roof Truss 2nd Height (ft) = 10.0 Laid = 21.8 < 50 OK deflection < L1 240 wind/seismic (W/S) W wind load, w (po = 47.5 (Due to Wind) 0.6 * w = (psf) 28.5 snow load? (Y/N) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W . . CD = 1.60 Trimmer Studs (TS) P (Ibs) = 944 per stud M (lb -ft) = 475 w eQn) Fa (psi) = 1002 3 Fc' (psi) = 894 Noor live load 30 40 fc (psi) = 114 < Fc' OK Fb' (psi) = 2153 20 fb (psi) = 754 < Fb' OK CSR = 0.41 < 1.0 OK A (in.) = 0.18 = U667 OK Gravity toads to Wall. Trimmer Studs (TS) P (Ibs) = 1584 DL(pso LL(psf) trib(ft) w eQn) roof snow 16 35 3 153 0 Noor live load 30 40 12 840 0 wall weight 15 20 300 misc. live load 45 100 0 0 0 W (total uniform load) = 1293 pif 0+0.75*(0.6*W+S+LL CD = 1.60 P (Ibs) = 585 M (Ib -ft) = 356 F,E (psi) = 1002 Fc` (psi) = 894 fc (psi) = 71 < Fc' OK Fb' (psi) = 2153 Ib (psi) = 565 < Fb' OK CSR = 0.29 < 1.0 OK A (in.) = 0.13 = U889 OK D+LL CD = 1.00 Trimmer Studs (TS) P (Ibs) = 1584 perstud M (lb -ft) = 0 1 F.E (psi) = 1002 2 Fc' (psi) = 808 11'-10" to 18'-6" fc (psi) = 192 < Fc' OK Fb' (psi) = 1346 3 fb (psi) = 0 < Fb' OK CSR = 0.06 < 1.0 OK A (in.) = 0.00 =.L15000 O.K Parallel to Roof Truss 2nd USE: 2 x 6 at 16" o.c. (DF No. 2) Framing at Openings: `J Trimmers: King Studs: Trimmer supports only vertical load... King stud supports only bending... Pcep (Ibs) = 6669 Mcep (Ib -ft) = 1180 Rcap (Ibs) = 5156 (bearing gavems) trib width capacity (ft) = 3.31 for M < Mcap (govams) trib width capacity (ft) = 3.71 for A < L / 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 5'-3" 1 1 5'-3" to 11'-10" 2 2 11'-10" to 18'-6" 3 3 18'-6" to 25'-T' 3 4 1 7 1 Project Name: Project No.: Eng.: pate : Sheet: Sugar Mill Apartments I IFI 6-149 1 DBP 1 10/03/16 35 of 97 L� Structural Engineering Wood Stud Wall Design Design based an NDS 2012 Location: Parallel to Roof Truss 1st Weight (ft) = 10.0 Leld = 21.8 < 50 OK .deflection < U 240 wind/seismic (WIS) W wind load, w (psf) = 47.5 (Due to Wind) 0.6 . w = (psf) 28.5 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: 0 + 0.6'W CD = 1.60 Trimmer Studs (TS) P(Ibs)= 1384 per stud M (Ib -ft) = 475 w e(in) F,E (psi) = 1002 3 Fc' (psi) = 894 floor live load 30 40 fc (psi) = 168 < Fc' OK FV (psi) = 2153 30 fb (psi) = 754 < FW OK CSR = 0.46 < 1.0 OK A (in.) = 0.18 = U667 OK Gravity Loads to Wall. Trimmer Studs (TS) P (Ibs) = 2344 DL(psf) LL(psi) trib(ft) w e(in) roof snow 16 35 3 153 0 floor live load 30 40 18 1260 0 wall weight 15 30 450 misc. live load 45 100 0 0 0 w {total uniform load) = 1863 plf D+0.75*10.6"W+S+LL CD = 1.60 P (lbs) W 825 M (Ib ft) = 356 F& (psi) = 1002 Fc' (psi) = 894 fc (psi) = 100 < Fc' OK FV (psi) = 2153 fb (psi) = 565 < Fb' OK CSR = 0.30 < 1.0 OK A (in.) = 0.13 = U889 OK D+LL Cp = 1.00 Trimmer Studs (TS) P (Ibs) = 2344 per stud M (Ib -ft) = 0 1 F�E (psi) = 1002 3 Fc' (psi) = 808 11'-10" to IV -6" fc (psi) = 284 < Fc' OK Fb' (psi) = 1346 5 fb (psi) = 0 < Fb' OK CSR = 0.12 < 1.0 OK A (in.) = 0.00 = U5000 OK. Parallel to Roof Truss 1st USE: 2 x 6 at 16" O.C. (DF No. 2) Framing at Openings: Trimmers: King Studs: Trimmer supports only vertical load... King stud supports only bending... Pcep (ibs) = 6669 Mcap (IIA) = 1180 Rcep (Ibs) = 5156 (bearing govems) trib width capacity (ft) = 3.31 for M < Mcep (govems) trib width capacity (ft) m; 3.71 for A < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 5'.3" 1 1 V-3" to 11'-10" 3 2 11'-10" to IV -6" 4 3 98'-6" to 25'-1" 5 4 1 1 1 7 1 1 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF 16-149 1 DBP 1 10/03/16 1 36 of 97 - • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: I Interior wall 3rd Height (ft) = 10.0 Trimmer Studs (TS) Gravity Loads to Wall: per stud M (lb -ft) = 120 1 Leld = 21.8 < 50 OK 5 DL(psf) LL(psf) trib(ft) w e(in) deflection < U 240 roof snow 16 35 0 0 0 wind/seismic (WIS) W floor live load 30 40 13 910 0 F wind load, w (psf)= 12 (Due to Wind) wall weight 7 10 70 0.6 * w = (psf) 7.2 mist. live load 45 100 0 0 0 snow load? (YIN) Y w (total uniform load) = 980 pif — Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W CD = 1.60 Trimmer Studs (TS) P (Ibs) W 613 per stud M (lb -ft) = 120 1 F& (psi) = 1002 5 Fe (psi) = 894 51'-1" to 77'-3" fc (psi) = 74 < Fe OK Fb' (psi) = 2153 — 10 fb (psi) 190 < Fb' OK CSR= 0.10 < 1.0 OK A (in.) = 0.05 = U2640 OK D + 0.75*f0.6*W + S + LL CD = 1.60 P (lbs) = 520 M (Ib -ft) = 90 F; (pal) = 1002 Fc' (psi) = 894 fe (psi) = 63 < Fc' OK Fb' (psi) = 2153 fb (psi) = 143 < Fb' OK CSR = 0.08 5 1.0 OK A (in.) = 0.03 = L13521 OK D+LL Cb = 1.00 Trimmer Studs (TS) P(Ibs)= 1307 per stud M (Ib -ft) 0 1 F�E (psi) = 1002 5 Fc' (psi) = 80B 51'-1" to 77'-3" fc (psi) = 158 < Fc' OK Fb' (psi) = 1346 — 10 fb (psi) = 0 < Fb' OK CSR = 0.04 < 1.0 OK A (in.) = 0.00 = U5000 OK Interior wall 3rd USE: 2 x 6 at 16" o.c. (DF No. 2) Framing atOpenings: Trimmers: King Studs:. Trimmer supports only vertical load... !Cine stud supports only bending ... Poop (Ibs) = 6569 Mcap (Ib -ft) = 1180 Rcap (Ibs) = 5156 (bearing governs) trib width capacity (ft) = #### for M < Mcap (governs) trib width capacity (ft) = ##f!# for A < L / 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 24'40" 3 1 24'-10" to 51'^1" 5 2 51'-1" to 77'-3" 8 3 77'-3" to 103'•6" — 10 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Sheet: Sugar Mill Apartments I 1F16-149 1 DBP JDate: 10/03/16 1 37 of 97 - • Structural Engineering .1 `JI fr l Wood Stud Wall Design 1 Design based on NDS 2012 r- Location: interlorwa113rd Height (ft) = 10.0 Trimmer Studs (TS) Gravity Loads to Wall: perstud M (Ib -ft) = 120 Laid = 21.8 < 50 OK Fri (psi) = 1002 DL(psf) LL(pso trib(ft) w e(in) deflection < U 240 roof snow 16 35 0 0 0 windlssismic (WIS) W floor live load 30 40 26 1.820 0 r wind load, w (psf) = 12 (Due to Wind) wall weight 7 20 140 0.6 * w = (psf) 7.2 misc. live load 45 100 0 0 0 snow load? (YIN) Y w (total uniform load) = 1960 plf Lumber Grade: (DF No. 2) Load Cases: D + 0.6*W CD = 1.60 Trimmer Studs (TS) P (lbs) = 1227 perstud M (Ib -ft) = 120 1 Fri (psi) = 1002 10 Fc' (psi) = 894 51'-1" to 77'-3" fc (psi) = 149 < Fc' OK Fb' (psi) = 2153 20 fb (psi) = 190 < Fb' OK CSR = 0.13 < 1.0 OK A (in.) = 0.05 = L12640 OK D + 0.75*(0.6*W + S + LL) CC) = 1.60 P (lbs) = 1040 M (lb -ft) = 90 F,E (psi) = 1002 Fc' (psi) = 894 fc (psi) = 126 < Fc' OK Fb' (psi) = 2153 fb (psi) = 143 < Fb' OK CSR = 0.10 < 1.0 OK A (in.) = 0.03 = U3521 OK D+LL CD = 1.00 Trimmer Studs (TS) P (lbs) = 2613 per stud M (Ib -ft) = 0 1 F�E (psi) = 1002 10 Fc' (psi) = 808 51'-1" to 77'-3" fc (psi) = 317 < Fc' OK Fb' (psi) = 1346 20 fb (psi) = 0 < Fb' OK CSR = 0.15 < 1.0 OK A (in,) = 0.00 = U5000 OK Interior wail 3rd USE: 2 x 6 at 16" O.C. (DF No. 2) Framing at Openings: Trimmers: Trimmer supports only vertical load... Pcap (lbs) = 6669 Reap (lbs) = 5156 (bearing governs) King Studs: King stud supports only bending ... Mcap (Ib -ft) = 1180 trib width Capacity (ft) .= #### for M < Mcap (governs) trib width capacity (ft) = #### for A < L I 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 24'-9 0" 5 1 24'-10" to 51'-1" 10 2 51'-1" to 77'-3" 15 3 77'-3" to 103'-6" 20 4 1 1 1 1 7 1 1 1 7 Project Name: Project No.: Eng.: Sheet : Sugar Mill Apartments I IFI 6-149 DBP JDate: 10/03/16 38 of 97 am K= Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: I Interior wall 3rd Freight (ft) = 10.0 Le/d = 21.8 < 50 OK deflection < U 240 Wind/seismic (W/S) W wind load, w (psf) = 12 (Due to Wind) 0.6*w=(psf) 7.2 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: D + 0.d*W CD = 1.60 Gravity Loads to Wall. P (lbs) = 1840 per stud M (Ib -ft) = 120 . 1 F.E (psi) = 1002 LL(psf) Fc' (psi) = 894 w fc (psi) = 223 < Fc' OK Fb' (psi) = 2153 35 fb (psi) = 190 < Fb' OK CSR = 0.18 < 1.0 OK A (in.) = 0.05 = 1-12640 OK ID + 0.75*(0.6*W + S + LL CD = 1.60 P (lbs) = 1560 M (Ib -ft) = 90 F.E (psi) = 1002 Fc' (psi) = 894 fc (psi) = 189 < Fc' OK Fb' (psi) = 2153 fb (psi) = 143 < Fb' OK CSR = 0.13 < 1.0 OK A (in.) = 0.03 = 1-13521 OK D+LL CD = 1.00 Gravity Loads to Wall. P (lbs) = 3920 perstud M (lb -ft) = 0 1 DL(psf) LL(psf) trib(ft) w e(in) roof snow 16 35 0 0 0 tloorlive load 30 40 39 2730 0 wall weight 7 30 210 mist. live load 45 100 0 0 0 w (total uniform load) = 2940 plf ID + 0.75*(0.6*W + S + LL CD = 1.60 P (lbs) = 1560 M (Ib -ft) = 90 F.E (psi) = 1002 Fc' (psi) = 894 fc (psi) = 189 < Fc' OK Fb' (psi) = 2153 fb (psi) = 143 < Fb' OK CSR = 0.13 < 1.0 OK A (in.) = 0.03 = 1-13521 OK D+LL CD = 1.00 Trimmer Studs (TS) P (lbs) = 3920 perstud M (lb -ft) = 0 1 F,r, (psi) = 1002 15 Fc' (psi) = 808 51'-1" to 77'-3" fc (psi) = 475 < Fc' OK Fb' (psi) = 1346 30 fb (psi) = 0 < Fb' OK CSR = 0.35 < 1.0 OK A (in.) = 0.00 =1-15000 OK. F I I Inter lor wall 3rd USE: 2 x 6 at 16" o.c. (DF No. 2) Framing atOpenings: U Trimmers: Trimmer supports only vertical load... Pcap (Ibs) = 6669 Reap (lbs) = 5156 (hearing govems) Kino Studs: King stud supports only bending ... Mcap (lb -ft) = 1180 trib width capacity (ft) = #### for M < Mcap (governs) trib width capacity (ft) = #### for A < L 1 240 Open Width (ft) Trimmer Studs (TS) King Studs (KS) 24'-10" 8 1 24'-10" to 51'-1" 15 2 . 51'-1" to 77'-3" 23 3 77'-3" to 103•-6" 30 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Dote ; Sugar Mill Apartments I IF16-149 I DBP I 10/03/16 Isheei: 39 of 97 - • Structural Engineering Wood Stud Wali Design Design based on NDS 2012 r Location: Varty wall 3rd Trimmer studs (TS) LJD+0.6*W CD = 1.60 M (Ib -ft) = 0 Sugar Mill Apartments P (Ibs) = 373 L Height (ft) = 10.0 f Gravity Loads to Wall fe (psi) = 142 l Fr (psi) = 406 Leld = 34.3 < 50 OK fb (psi) = 0 DL(psf) LL(psf) trib(ft) w < Fc' OK I deflection < U 240 roof snow 16 35 0 0 0 wind/seismic (W/S) W floor live load 30 40 7 490 0 wind load, w (psf) = 12 (Due to Wind) wall weight 7 10 70 0.6 ` w = (psf) 7.2 misc. live load 45 100 0 0 0 snow load? (YIN) Y w (total uniform load) = 560 pif Lumber Grade: (DF No. 2) Load Cases: D+0.75"f0.6"W+s+t,1- CD = 1.60 P (Ibs) = 280 M (Ib -ft) = 90 F,E (psi) = 406 Fc' (psi) = 391 fc (psi) = 53 < Fc' OK Fb' (psi) = 2484 fb (psi) = 353 < Fb' OK CSR = 0.18 < 1.0 OK A (in.) = 0.13 = U907 OK D+ILL CD =1.00 Trimmer studs (TS) LJD+0.6*W CD = 1.60 M (Ib -ft) = 0 Sugar Mill Apartments P (Ibs) = 373 per stud f M (lb -ft) = 120 fe (psi) = 142 l Fr (psi) = 406 5 fb (psi) = 0 Fc' (psi) = 391 CSR = 0.14 1 to (psi) = 71 < Fc' OK J Fb' (psi) = 2484 1 1 fb (psi) = 470 < Fb' OK r CSR = 0.28 < 1.0 OK i A (in.) = 0.18 = U680 OK D+0.75"f0.6"W+s+t,1- CD = 1.60 P (Ibs) = 280 M (Ib -ft) = 90 F,E (psi) = 406 Fc' (psi) = 391 fc (psi) = 53 < Fc' OK Fb' (psi) = 2484 fb (psi) = 353 < Fb' OK CSR = 0.18 < 1.0 OK A (in.) = 0.13 = U907 OK D+ILL CD =1.00 Trimmer studs (TS) P (lbs) = 747 per stud M (Ib -ft) = 0 Sugar Mill Apartments Fc (psi) = 408 2 Fc' (psi) = 381 13%9" to 21'-4" fe (psi) = 142 < Fc' OK Fb' (psi) = 1553 5 fb (psi) = 0 < Fb' OK CSR = 0.14 < 1.0 OK A (in.) = 0.00 =1-15000 OK { Party wall 3rd USE: 2 x 4 at 16" O.C. (DF No. 2) Framing atOpenings: 'trimmers: King studs: Trimmer supports only vertical load ... King stud supports only bending... Pcep (lbs) = 1999 (axial compression governs) Mcap (Ib -ft) = 551 Reap (Ibs) = 3281 trib width capacity (ft) = 6.13 for M < Mcap trib width capacity (ft) = 3.78 for A < L 1 240 (governs) Open Width (ft) : Trimmer studs (TS) King Studs (KS) Date: Sheet: Sugar Mill Apartments 6'-2" to 13'-" 2 2 13%9" to 21'-4" 3 3 21'-4" to 28'-10" 5 4 7 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments IF 16-149 DSP 10/03/16 40 of 97 IM rl r� ETTennStructural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: I Patty wall 2nd Height (ft) = 10.0 Leld = 34.3 < 50 OK deflection < U 240 wind/seismic (M) W Wind load, w (psf) = 12 (Due to Wlnd) 0.6 * w = (psf) 7.2 snow load? (YIN) Y Lumber Grade: (DF No. 2) Load Cases: D+DOW CD = 1.60 Trimmer Studs (TS) P (lbs) = 747 perstud M (ib -ft) _. 120 trib(fl) FrE (psi) = 406 roof snow 16 Fc' (psi) = 391 0 fc (psi) = 142 < Fc' OK Fb' (psi) = 2484 14 fb (psi) = 470 < Fb' OK CSR = 0.42 < 1.0 OK A (in.) = 0.18 = U880 OK Gravity toads to Wall. Trimmer Studs (TS) P (lbs) = 1493 DL(psf) LL(psf) trib(fl) w e(in) roof snow 16 35 0 0 0 floor live load 30 40 14 980 0 wall weight 7 CSR = 0.56 20 140 mist. live load 45 100 0 0 0 1 w (total uniform load) = 1120 plf D + 0.75*f0.6*W + S + LL CD = 1.60 P (lbs) = 560 M (Ib -ft) = 90 FeE (psi) = 406 Fc' (psi) = 391 fc (psi) = 107 < Fc' OK Fb' (psi) = 2484 fb (psi) = 353 < Fb' OK CSR = 0.27 < 1.0 OK A (in.) = 0.13 = U907 OK D+ILL. CD = 1.00 f Trimmer Studs (TS) P (lbs) = 1493 perstud M (Ib -ft) = 0 1 F& (psi) = 406 4 Fc' (psi) = 381 13'x9" to 21'-4" fc (psi) = 284 < Fc' OK Fb' (psi) = 1553 9 fb (psi) = 0 < Fb' OK CSR = 0.56 < 1.0 OK A (in.) = 0.00 = U5000 OK ParW wall 2nd USE: 2 x 4 at 16" o.c. (DF No. 2) Framing atOpenings: Trimmers: Trimmer supports only vertical load... Pcap (lbs) = 1999 (axial compression govems) Rcap (lbs) = 3261 King Studs: 1Gng stud supports only banding... Mcap (lb -ft) = 551 trim width capacity (ft) = 6.13 for M < Mcap trib width capacity (ft) = 3.78 for A < L 1 240 (governs) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 6'-2" 2 1 6'-2" to 131-9" 4 2 13'x9" to 21'-4" 6 3 21'-4" to 28' -IW' 9 4 1 1 1 1 1 1 1 1 1 Project Name: Project No.: Eng.: Date : Sheet: Sugar Mill Apartments I IF16-149 I DBP 1 10/03/16 1 41 of 97 - �l - • Structural Engineering Wood Stud Wall Design Design based on NDS 2012 Location: I Party wall 1st Height (ft) = 10.0 Trimmer Studs (TS) Gravity Loads to Wall. per stud M (Ib -ft) = 90 1 Leld = 34.3 < 50 OK 6 DL(psf) LL(psf) trib(ft) w e(in) deflection < U 240 roof live 16 35 0 0 0 windlselsmic (WIS) W floor live load 30 40 21 1470 0 wind load, w (psf) = 12 (Due to Wind) wall weight 7 30 210 0.6 * w = (psf) 7.2 mist. live load 45 100 0 0 0 snow load? (YIN) N w (total uniform load) = 1680 plf Lumber Grade: (DF No. 2) Load Cases: D + O.6*W CD = 1.60 Trimmer Studs (TS) P (Ibs)= 840 per stud M (Ib -ft) = 90 1 FOE (psi) = 406 6 Fc' (psi) = 391 14'-1" to 21'-6" fc (psi) = 160 < Fc' OK Fb' (psi) = 2484 13 fb (psi) = 353 < Fb` OK CSR = 0.40 < 1.0 OK A (in.) = 0.13 = U907 OK Framing at Openings: D + 0.7510.6*W + Lr + LL CD = 1.60 P (Ibs) = 630 M (Ib -ft) = 68 FcE (psi) = 406 Fc' (psi) = 391 fc (psi) = 120 < Fc' OK Fb' (psi) = 2484 fb (psi) = 264 < Fb' OK CSR = 0.25 < 1.0 OK A (in.) = 0.10 = U1209 OK D+LL Cb = 1.00 Trimmer Studs (TS) P (lbs) = 1680 per stud M (Ib -ft) = 0 1 FrE (psi) = 406 6 Fc' (psi) = 381 14'-1" to 21'-6" fc (psi) = 320 < Fc' OK Fb' (psi) = 1553 13 fb (psi) = 0 < Fb' OK CSR = 0.71 < 1.0 OK A (in.) = 0.00 = U5000 OK Party wall 1st USE: 2 x 4 at 12" o.c. (DF No. 2) Trimmers: King Studs: Trimmer supports only vertical load... King stud supports only bending ... Pcap (lbs) = 1999 (axial compression governs) Mcap (lb -ft) = 551 Reap (lbs) = 3281 trib width capacity (ft) = 6.13 for M < Mcap trib width capacity (ft) = 3.78 for A < L 1 240 (governs) Open Width (ft) Trimmer Studs (TS) King Studs (KS) 3 1 6'-6" to 14'-1" 6 2 14'-1" to 21'-6" 10 3 21'-8" to 29'-2" 13 .4 1 1 7 1 1 1 1 1 1 11 Project Name: Project No.: Eng.:Date : Sheet 'L Sugar Mill Apartments IF1 G-149 DBP 10/03/16 1 42 of 97 • Structural Engineering Steel Column AISC-Allowable Stress Design (ASD) Mark: C1 P Use: HSS4x4x114 My Unsupported Height (ft) = 10.50 D+L Index - 53 28.80 Member Properties: 0.74 OK Vertical Loads: A = 3.37 inA2 Fy = 46 ksi PLL (k) PDL (k) ex (in) ey (in) Sx = 3.90 inA3 Sy = 3.90 inA3 2.30 1.20 4.00 Ix = 7.80 W4 ly = 7.80 inA4 2.40 1.30 4.00 rx = 1.52 inA2 ry = 1.52 1nA2 11.75 6.25 0.00 0.00 16.45 8.75 0.00 Kx = 1.00 Ky = 1.00 0.00 Cc= 111.6 d = 4.00 in Stress. Check: KU rx = 82.89 KL! ry = 82.89 Fe = 17.58 ksi Fb = 30 ksi Fox = 21.73 Fey = 21.73 Load Case P Mx My CSR D+L 25.20 28.80 0.00 0.74 OK D+L(+) 25.20 28.80 0.00 0.74 OK D+L(_) 8.75 10.00 0.00 0.23 OK Project Name: Project No.: Eng.:Date : Sugar Mill Apartments I IF16-149 DBP 10/03/16 JSheet 43 of 97 i • Structural Engineering Wood Posts/Studs Design based on NDS 2012 Wood Species: Douglas -Fir Axial Load Capacities (Kips) ILoad Duration = 1.25 10 Dates 1 Post Helaht tft1 Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.54 1.73 1.45 1.23 0.92 - - - * 2x4 DF#2 3.28 3.06 2.03 1.69 1.43 1.06 - - - 4x4 DF#2 7.66 7.15 4.73 3.95 3.34 2.48 - - - * 2x6 DF#2 5.16 9.64 7.06 6.04 5.20 3.94 3.07 2.46 2.01 4x6 DF#2, 2x4 wall 12.03 11.18 7.42 6.19 5.24 3.89 - - - 4x6 DF#2, 2x6 wall 12.03 22.49 16.47 14.10 12.14 9.20 7.17 5.73 4.68 6x6 DF#2 18.91 21.22 17.59 15.71 13.94 10.97 8.73 7.06 5.81 6x8 DF#2, 2x6 wall 24.92 27.97 23.18 20.70 18.38 14.46 11.51 9.31 7.66 8x8 DF#2 32.85 41.39 38.00 35.86 33.50 28.51 23.83 19.86 16.64 - assumes post is contrnuousry nracea in weatr arrectton. (Lead Duratien = 1.00 Snarl Pest Heieht Iftl Poet Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.55 13.51 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72 6x8 DF#2, 2x6 wall 24.92 23.72 20.64 18.87 17.08 13.81 11.16 9.11 7.53 8x8 DF#2 32.85 33.97 31.95 30.65 29.17 25.77 22.20 18.89 16.05 - assumes post is cononuousry arecea in wean atrecrron. Project Name:Project No.: Eng.: Date : Sugar Will Apartments IF16-149 DBP ISheet: 10/03/16 44 of 97 Structural Engineering LATERAL DESIGN Project Name: Project No.: Eng.: Sugar Mill Apartments I 1116-149 jDate: 1 DBP 10/03/16 ISheet: 45 of 97 USGS Design Maps Summary Report User -Specified Input Report Title Sugar Mill Tue September 27, 2016 15:38:51 UTC Building Corte Reference Document 2012/2015 International Building Code l (which utilizes USGS hazard data available in 2008) Site Coordinates 43.817270N, 111.79427°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III CAW(W'; u iR L] USGS-Provided Output r I SS = 0.442 g SMs = 0.639 g Sos = 0.426 g IL S,t = 0.156 g SMi - 0.340 g Sol = 0.226 g For Information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and Jdeterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document, 0.70 0.63 D.5G 0.49 0.43 V 0.35 0.29 0.21 0.14 0.07 0.00 C MCE1t Response Spectrum Period, T ilsec) 00 0.30- Design Response Spectrum 0.45-- 0.40-- 0.35-- 0.30-- 0.25. .450.400.350.300.75 0.15 0.10 0.05 0,00 1 1 --A 0,00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the l accuracy of the data contained therein. This too[ is not a substitute for technical subject -matter knowledge. L 46 of 97 JOC10:113 Structural Engineering Design Lateral Seismic Loads Equivalent Lateral Force Procedure per 2012 IBC and Chapters 11 and 12 of ASCE 7-10 Key Plan Area = 1 Risk Category = 11 [ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.5] Seismic Design Category= D (perASCE 7-10 tables 11.6-1 and 11.6-2) Importance Factor IE = 1.00 [see ASCE 7-10 table 1.5-2] Site Class = D Seismic Force Resisting System (Table 12.2-1) = Light -frame (Wood) walls sheathed with wood structural panels rated for shear resistance Response Modification Coefficient, R = 6.5 Overstrength factor, flo = 3 Deflection Amplification Factor, Cd = 4 Design Spectral Response Accelerations: Ss = 44.2% ? ' SI = .15.6% [per USGS Earthquake Ground Motion Tool] Fa = 1.45 Fv = 2.18 [per ASCE 7-10 table 11.4-1 & 11.4-2] Sms = 0.639g SMI = 0.339g [ASCE 7-10 equation 11.4-1 & 11.4-21 SDs = 0.426g SDI = 0.226g [ASCE 7-10 equation 11.4-3 & 11.4-41 TL= 6 Cs = 0.066 T = 0.347 Tom a l m l ' Ct = 0.020 Cs -max = 0.100 To = 0.347 T5 = 0.531 x = 0.750 Cs -min = 0.019 Tmex = 0.4136 So = 0.426 r ] CS (controls)= 0.066 Cu = 1.4 k = 1.00 C Roof 45 Main Seismic Force Resisting System: 178.3 22.7 V = CSW = 82.4 [perASCE 7-10 equation 12.8-1) 22.7 L.J Vertical Distribution of Main Seismic Force Resisting Sysfem [perASCE 7-10 section 12.8.3) Level hx (ft) wx (kip) wx h.k (kip -ft) C. F, (kip) V. (kip) Roof 45 199.4 8973 0.308 25.4 25.4 L_ 4 30 297.2 8916 0.306 25.2 50.6 3 20 365.8 7316 0.251 20.7 71.3 j 2 10 394.7 3947 0.135 11.2 82.4 Totals: 1257 29152 1.0 82.4 Transverse Diaphragm Design Forces J [perASCE 7-10 section 12.10.1.1) Project No.: 1 I1`16-149 Eng.: 1 DBP Leel hx (ft) wpx (kip) 7wr (kip) 7Fi (kip) Fpx (min) (kip) Fpx(max) (kip) Fp. (kip) Roof 45 178.3 178.3 22.7 15.2 30.4 22.7 4 30. 252.9 431.1 43.0 21.6 43.1 25.2 3 20. 306.9 738.1 59.8 26.2 52.3 26.2 2 10 329.7 1067.8 68.9 28.1 56.2 28.1 LJ Longitudinal Diaphragm Design Forces J [per ASCE 7-10 section 12.10.1.1) Project No.: 1 I1`16-149 Eng.: 1 DBP ll IJ Level hx (ft) wpx (kip) Jwl (kip) IF, (kip) Fpx (min) (kip) Fpx (m.) (kip) Fr, (kip) Roof 45 171.4 171.4 21.8 14.6 29.2 21.8 4 4 241.3. 412.7 41.1 20.6 41.1 24.0 3 3 255.8 668.5 49.8 21.8. 43.6 21.8 Li 2 2 261.9 930.5 54.7 22.3. 44.7 22.3 J Project Name: I Sugar Mill Apartments Project No.: 1 I1`16-149 Eng.: 1 DBP JDate : 10/03/15 ISheet: 47 of 97 - Structural Engineering Seismic Weiahts Level = Roof Area = 1 Area = 1 Total Seismic Weight m 199.4 297.2 Walls Long. Wall Length (ft) = Roof 1 Floor 160 Long. Wall Length (ft) = 298 160 Area (ft"2) = 6536 0 Trans. Wall Length (ft) = 66 462 Dead Load (psf) ` 16 0 Plate Height (ft) = 10 10 Live 1 Snow Load (psf) = 35 0 Parapet Height (ft) = 0 0 % Live 1 Snow Load = 20% 0% Wall Weight (psf) = 15 7 Int. Partition Load (psf) = 0 0 Misc. (lbs) = 0 0 Misc. (lbs) = 0 0 Long. Weight (k) = 22.4 5.6 Weight (k) = 150.3 0.0 Trans. Weight (k) = 5.0 16.2 Total Long. Weight (k) = 178.3 12.0 32.3 Total Long. Weight (k) = 252.9 Total Trans. Weight (k) = 171.4 255.8 r Level = 4 Walls Area = 1 Total Seismic Weight = Total Seismic Weight = Floor 297.2 Walls Long. Wall Length (ft) = 298 160 Area (ft"2) = 5080 990 160 Trans. Wall Length (ft) = 80 462 Dead Load (psf) = 30 45 Dead Load (psf) = Plate Height (ft) = 10 10 Live Load (psf) = 40 100 40 Above Plate Height (ft) = 10 10 % Live Load = 0% 0% 0% Wall Weight (psf) = 15 7 Int. Partition Load (psf) = 0 0 Misc. (lbs) = Misc. (lbs) = 0 0 Misc. (lbs) =_ 0 0 98.8 Long. Weight (k) = 44.7 11.2 Weight (k) = 152.4 44.6 32.3 Trans. Weight (k) = 12.0 32.3 Total Long. Weight (k) = 252.9 r 255.8 Level = 2 Total Trans. Weight (k) = 241.3 Total Seismic Weight = Level = 3 Area = 1 Total Seismic Weight = 365.8 Walls Floor Long. Wall Length (ft) = 298 160 Area (ft^2) = 5080 990 Trans. Wall Length (ft) = 80 462 Dead Load (psf) = 30 45 Plate Height (ft) = 3 10 Live Load (psf) = 40 100 Above Plate Height (ft) = 10 10 . % Live Load = 0% 0% Wall Weight (psD = 51 7 Int. Partition Load (psf) = 0 0 Misc. (lbs) = Misc. (lbs) = 0 0 Long. Weight (k) = 98.8 11.2 Weight (k) = 152.4 44.6 Trans. Weight (k) = 26.5 32.3 Total Long. Weight (k) = 306.9 Total Trans. Weight (k) = 255.8 Level = 2 Area = 1 Total Seismic Weight = 394.7 Walls Floor Long. Wall Length (ft) = 298 160 Area (ft^2) = 5080 990 Trans. Wall Length (ft) = 80 462 Dead Load (psi] = 30 45 Plate Height (ft) = 6 10 Live Load (psf) = 40 100 Above Plate Height (ft) = 10 10 % Live Load = 0% 0% Wall Weight (psf) = 51 7 Int. Partition Load (psf) = 0 0 Misc. (lbs) = Misc. (lbs) = 0 0 Long. Weight (k) = 121:6 11.2 Weight (k) = 152.4 44.6 Trans. Weight (k) = 32.6 32.3 Total Long. Weight (k) = 329.7 Total Trans. Weight (k) = 261.9 Project Name: Project No.: Eng, : Date : 748 et : t , Sugar Mill Apartments IF 16-149 DBP 10/03/16 of 97 KrTonx Structural Engineering www.struware.com Code Search Code: ASCE 7 -10 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = .1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (e) 5.00/12 22.6 deg Building length (L) 155.0 ft Least width (B) 45.0 ft Mean Roof Ht (h) 45.0 ft Parapet ht above grd 50.0 ft Minimum parapet ht 3.0 ft Live Loads: Roof 0 to 200 sf: 19 psf 200 to 600 sf: 22.8 - 0.019Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions N/A Project Name: Project No.: Eng.: Sugar Mill Apartments I IF16-149 I DBP JDate: 10/03/16 ISheet: 49 of 97 lr.T:ToTM Structural Engineering Wind Loads: ASCE 7-10 f = 500 ft Zmin = Ultimate Wind Speed 115 mph 0.20 goy 9v = 3.4 Nominal Wind Speed 89.1 mph Q = 0.91 lz = Risk Category II 0.88 use G = 0.85 RL = 28.282 rt = 0.000 Exposure Category C R = 0.000 G = Enclosure Classlf. Enclosed Building Internal pressure +1-0,18 Directionality (Kd) 0.85 Kh case 1 1.070 Kh case 2 1.070 Type of roof Hip Z) Speedup TopographicFactor (Kzt) V Z) xfu� pwindj x(downwindli Topography Flat 91 Hill Height (H) 0.0 ft Ha 15ft;exp C W2 Half Hill Length (Lh) 0.0 ft :. "=1.0 Lh H Hl2 Actual HILh = 0.00 Use HILh = 0.00 a Modified Lh = 0.0 ft ESCARPMENT From. top of crest: x = 0.0 ft I Bldg upldown wind? downwind V(Z) x HILh= 0.00 K1 = 0.000 Speedup xlLh = 0.00 K2 = 0.000 V(Z) x(u. pwind) x(downwind) ztLh = 0.00 K3 = 1.000 H12 H At Mean Roof Ht: Lli H/2 Kzt = (1+K1K2K3)"2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h = 45.0 ft B = 45.0 ft Iz (0.6h) = 27.0 ft Riaid Structure LS = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 goy 9v = 3.4 LZ = 480.3 ft Q = 0.91 lz = 0.21 G = 0.88 use G = 0.85 Flexible structure If natural frequency a 1 Hz (T a 1 second). However, if building hB < 4 then probably rigid structure (rule of thumb). h/B = 1.00 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamicalhr Sensitive Structure Natural Frequency (r1,) = 0.0 Hz Damping ratio (0) = 0 /b = 0.65 la = 0..15 VZ = 106.3 N, = 0,00 Rn = 0.000 Rh = 28.282 n = 0.000 RB = 28:282 ri = 0.000 RL = 28.282 rt = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 45.0 ft Project Name: Project No.: Eng.: Date : Sheet : Sugar Mill Apartments I IF16-149 I DBP 1 10/03/16 1 50 of 97 IM -• Structural Engineering Wind Loads - MWFRS all h (Enclosed/partially Eng.:IDate: enclosed only) Kh (case 2) = 1.07 h = 45.0 ft GCpi = +1-0.18 Base pressure (qh) = 30.6 psf ridge ht = 49.7 ft G = 0.85 Roof Angie (6) = 22.6 deg L = 155.0 ft ql = qh Roof tributary area - (h12)*L: 3488 sf B = 45.0 ft (h12)*B: 1013 sf -11.5 -0.4 Side Wall (SW) -0.70 -18.3 Ultimate Wind Surface Pressures fasfl Surface Wind Normal to Ridge BIL = 0.29 h/L = 1.00 Eng.:IDate: Wind Parallel to Ridge UB = 3.44 h/L = 0.29 Cp ghGCp w1+q;GCpi w/-ghGCpi Dist.* Cp ghGCp w1+gJGCp1 wl-ghGCpi Windward Wall (WW) . 0.80 20.9 see table below 0.80 20.9 see table below Leeward Wail (LW) -0.50 -13.1 -18.6 -7.5 -0.23 -6.0 -11.5 -0.4 Side Wall (SW) -0.70 -18.3 -23.9 -12.8 -0.70 -18.3 -23.9 -12.8 Leeward Roof (LR) -0.60 -15.7 -21.2 -10.2 Included in windward roof Windward Roof neg press. -0.60 -15.6 -21.1 -10.0 0 to h12* -0.90 -23.6 -29.1 -18.0 Windward Roof pos press. -0.09 -2.2 -7.8 3.3 h/2 to h* -0.90 -23.6 -29.1 -18.0 h to 2h* -0.50 -13.1 -18.6 -7.5 > 2h* -0.30 -7.9 -13.4 -2.3 -rionzontal distance trom wlnawara sage Windward Wall Pressures at "z" (nsf) Combined WW + LW Windward Wall Normal Parallel LR z Kz Kzt gzGCp w/+q,GCpi w/-ghGCpl to Ridge to Ridge . r/W R 0 to 15' 0.85 1.00 16.6 11.1 22.2 29.7 22.6 Sir 20.0 ft 0.90 1.00 17.6 12.1 23.2 30.7 23.6 L + 25.0 ft 0.95 1.00 18.5 13.0 24.0 31.6 24.5 �' w 30.0 ft 0.98 1.00 19.2 13.7 24.8 32.3 25.2 '' W 40.0 ft 1.04 1.00 20A 14.9 26.0 33.5 26.4 5 W h= 45.0 ft 1.07 1.00 20.9 16A 26.5 34.0 26.9 2 � ridge = 49.7 ft 1.09 1.00 21.4 15.8 26.9 34.5 27.3 Nvum �M ITl03i XMM HOMAL TO RIDGE WR WR /� L7- NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Para pet z Kz Kzt I qp (psfl 50.0 ft 1.09 1.00 31.5 Windward parapet: 47.2 psf (GCpn = +1.5) Leeward parapet: -31.5 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 20.9 psf (upward) s W lvey,� VMM DWM W'RM ARALL4 TO Bp wnrL+ D1TEC xioa�r �� z_�nc�v.werxrLousaia Project Name: Project No.: Eng.:IDate: Sugar Mill Apartments IF16-149 DBP 10/03/16 ISheet 51 of 97 [M • Structural Engineering Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 GCp +1- GCpi Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 1.07 h = 45.0 ft Base pressure (qh) = 30.8 psf a = 4.5 ft Minimum parapet ht = 3.0 ft GCpi = +1-0.18 Roof Angie (6) = 22.6 deg -1.08 Type of roof = Hip -0.98 Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 GCp +1- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf. 75 sf 1 500 sf -1.08 -1.01 -0.98 -33.2 -31.1 -30.2 -30.6 -30.2 -1.88 -1.53 -1.38 -57.9 47.1 -42.5 -44.4 -42.5 -1.88 -1.53 -1.38 -57.9 .47.1 -42:5 -44.4 -42.5 0.68 0.54 0.48 20.9 16.6 16.0 16.0 16.0 -2.20 -2.20 -2.20 -67.7 -67.7 -67.7 -67.7 -67.7 -2.20 1 -2.20 1 -2.20 -67.7 -67.7 -67.7 -67.7 -67.7 Negative zone 3 = zone 2. since hip roof with angle<= 25 degrees Overhang pressures in the table above assume an internal pressure coefficient (Gcpj) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 5.5 psf) Par qp = 31.5 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Aree Negative Zone 4 Negative Zone E Positive Zone 4 & Solid Parapet Pressure Surface Pressure s Userinput 10 sf 100 sf 500 sf 20 sf CASE A: Interior zone: Comer.zone: 85.0 85.0 63.7 63.7 59.8 59.8 78.6 .78.6 :.ASE B : Interior zone: Corner zone: -66.1 1 -75.5 -55.0 -58.9 -47.2 -47.2 -62.8 -70.5 GCp +1- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 16 sf 200 sf =1.28 -1.10 -0.98 -39.4 -34.0 -30.2 -38.3 -32.3 -1.58 -123 -0.98 -48.6 -37.8 -30.2 46.4 -34.5 1.18 1.00 0:88 36.3 30.9 27.1 35.2 29.3 Project Name: Project No.: Eng.:Date : Sheet: Sugar Mill Apartments I IF16-149 DBP 10/03/16 1 52 of 97 r • Structural Engineering �J Ultimate Wind Pressures r_ Location of C&C Wind Pressure Zones J 7;1 aF {31-2 rl3 I �J la ff [ 5 12 I l 0 4 I l I I I I l I I WALL R 0 3 -2- _2 L. Roofs wl Orb 10" Walls h 5 60' Gable, Sawtooth and l and all walls & alt design h<90' Multispan Gable 0:5 7 degrees & Monoslope roofs 1 h > 60' Monoslope:5 3 degrees 3'< 6:5 1 p° h 5 60' & alt design h<90' h:5 60'& alt design h<90' fl `..J F-- 2 1 1— 3 3 —2 *3 ;)L 2_ 2 r�I I 21 iD 12 I1 1 2 12 8 1 L� I 12 12 11 I 21 ) 1, ! - I e: 3 L - - -2 - 3 19 i._ 2 ^ 1 1 -� --J I.. F-- 2 3 2 3 3 —2 3 2 [ I I r Monoslope roofs Multispan Gable & Hip 7° < e <_ 271 2 1 1 I 100 < 0:5 300 Gable 70 < 0:5 450 I I L_. h 5 60'& alt design h<90' -I 1 r 2 3 1 Sawtooth 10° a 0 5 456 2 3r h 5 60'& alt design h<90' _3� 2 2 � 3 L 2�� 1 i2 3 r� Z- W 3 3 �,. Z-- 2_; 3 W 14 1 r 2 .� 1 2 2-/3- 2 2 r bJ b Ll) L � F W21 IN"I INV2 IVV 3 I J t4r I Project Name: Project No.:Eng.: JDate: Sheet E Sugar Mill Apartments 11"16-1,49 DBP 10/03/16 53 of 97 r • Structural Engineering Wind Lateral Load Vertical Distribution for MWFRS a=60' Key Plan Area = 1 Risk Category= II [ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.51 Wind Speed = 115 [see ASCE 7-10 Hazard Maps, figures 26.5-1] Exposure = C [see ASCE 7-10 section, 26.7.3] Importance Factor Iw = 1.00 [see ASCE 7-10 table 1.5-21 Bldg/Area Length, L (ft)=',155 Bldg/Area Width, W (ft)=45 Edge Strip (a) (ft)='A.5 End Zone (2a) (ft)= 9 Transverse Direction (normal to L): Roof Type (receiving wind) = Gable Slope Use Only End Zone Pressures =: N Interior Pressure (psf) = 30.7 Roof Interior Pressure (psf) 0.0 End Zone Pressure (psf) = 30.7 Roof End Zone Pressure (psf =:0.0 Windward Parapet Pressure (pso = OA Leeward Parapet Pressure (psf) _;0A Overall Structure Helgh#,Hx (ft) = 50.0 OK Vertical Distribution of Main Wind Force Resisting System Level h, (ft) di (ft) wx-Interfax (A W. -end zone (pIfl wx-min (1310 wx-avp (plfl Fx (kip) Roof 10 2 215 215 152 215 33.3 4 10 1 338 338 176 338 52.3 3 10 1 338 338 176 338 52.3 2 10 1 338 338 176 338 52.3 Total: 1228 190.3 Longitudinal Direction (parallel to L): Roof Type (receiving wind) = Gable End Use Only End Zone Pressures ='.N Interior Pressure (psf) = 23.6 Roof Interior Pressure (psf) -29.1 End Zone Pressure (pso = 23.6 Roof End Zone Pressure (psf) 29.1 Windward Parapet Pressure (psf) _ 0.0 Leeward Parapet Pressure (psf) = 0.0 Overall Structure Height,H,, (ft) ='50.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft) di (ft) Wx-interior (PIS wx-endzone (A wx-min 09 %." 010 Fx (kip) Roof 10 2 224 224 152 224 10.1 4 10 1 260 260 176 260 11.7 3 10. 1 260 260 176 260 11.7 2 10 1 260 260 176 260 11.7 Total: 1003 45.1 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF 16-149 1 DBP 1 10/03/16 1 54 of 97 �-10.30 f.2 W- 2k.Zlo _-40.60 zs w�k8.53 �_zo.ba 3,x w V,) = 9.rS3 5 �= ra.3o w Zu.zC - r�-• £�3 Z.3 3.3 l�,$ 3 `� w S. WS Y� SEcoNp x408 t. r+i,rta Fc©nR 8 C rr-k � m 1. w Pi N w .h - r�-• £�3 Z.3 3.3 l�,$ 3 `� w S. WS Y� SEcoNp x408 t. r+i,rta Fc©nR 8 -ft. .33 ,j_ fr.ko 21 "5 0. y F- ^ V. 65 kr- 22.�D w=2�. f10 5:K -6.a3 cn CD c -C C rT'1 5 E=i..r$ w=ti.4L ea.s F = G. 35 w= 4.33 3.5 W= 4,33 'q.s-6'3S w=9.33 FovP--TH FLao P, LI CLgnF (5) 1MV772 Structural Engineering `J Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir i Line: A.2 VSEISMIc = 46,970 lbs SDs = 0.4269 l f E = 0.70 x V - 32,879 lbs S.D.C. = D WwiND = 25,690 lbs F-0.6CxW= 15,414 lbs Roof DL (psi) = Floor DL (pq W Wall DL (pst) = total length of shear walls = 75.00 ft well segments: 1 2 3 4 5 6 16 length {N) 16.0 9.0 9.0 16.0 5.0 20.0 30 height (N) 10.0 10,0 10.0 10.0 10.0 10.0 51 roof Crib. (ft) 0.0 0.0 0.0 0.0 0.0 0.0 Noor tdb. (N) 2.5 2.5 2.5 2.6 2.5 2.5 Distance from HD to End of wall (in) 6 6 6 6 6 6 Wall Thickness (in) 6 6 6 6 6 6 ShaarwallAnchoredInto., Concrete Concrete Concrete Concrete Concrete Concrete aspect ratio 0.6 1.1 1.1 0.6 2.0 0.5 Seismic F (lbs) 7014 3945 3945 7014 2192 8768 shear (p#) 438 438 438 438 438 438 Seismic factor2w/1 1.00 1.00 1.00 1.00 1.00 1.00 allowable shear (pit) 490 490 490 490 490 490 suggested shearwall # 7 7 7 7 7 7 Mot(N-lbs) 70142 39455, 39455 70142 21919 87677 DL factor = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (p#) 620 620 626 620 620 620 End Pest_ Compression(lbs) 6497 6709 6709 6497 6781 6445 DL factor 8 0.54 0.54 0.54 0.54 0.54 0.54 8 x wDL (pN) 316 316 316 316 316 316 End Post Uplift for AnchorHoldowns (lbs) 1972 3225 3225 1972 4152 1303 End Post Uplift for Straps (lbs) 1925 3087 3087 1925 3824 1278 Wind F (lbs) 3288 1850 1850 3288 1028 4110 shear (pig 206 206 206 206 206 206 suggested shearwall # 5 5 5 5 5 5 Mot(1tlbs) 32883 18497 18497 32883 10276 41104 wDL (plo 585 585 585 585 585 585 End Post Compressionabs) 3850 3882 3882 3850 3639 3842 DL factor C 0.80 0.60 0.60 0.60 0.60 0.60 C x wDL (ph) 351 351 351 351 351 351 End Post Uplift for Anchor Holdowns (lbs) 0 neglect neglect 0 1396 0 End Post Uplift for Straps (lbs) 0 neglect neglect 0 1286 0 Maximum End Post Compression (lbs) 6497 6709 6709 6497 6781 6445 Recommended Minimum End Post for Compression (2) 2x6 (2) 24 (2) 2x6 - (2) 2x8 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 1972 3225 3225 1972 4152 1303 RecommandedAnchor Holdown HTT4 HTT4 HTT4 HTT4 HTT4 LTT20B Anchor atMidwall SST816 8ST520 88TB20 SSTB16 SSTB24 SSTB16 Anchorat Comer BSTB16 SSTB20 SSTB20 SSTB16 SSTB24 SSTB16 Anchor atEndwall SSTB16 SSTS20 SSTB20 SSTB16 SSTB24 SSTB16 Controlling Strap Holdown Qo1n7 (lbs) 1925 3087 3087 1925 - 1278 Recommended Strap Holdown at Midwall LSTHD8 8THD10 8THD10 LSTHD8 - LSTHD8 Recommended Strep Holdown at Comer LSTHD8 STHD14 STHD14 LSTHD8 -- LSTHD8 Recommended Strap Holdown of Endwall STHD10 STHD14 STHD14 STHD70 - LSTHD8 Line A.2 SW7 SW7 SW7 SW7 SW7 SW7 Project Name: Project No.: Eng.: JDate: Sheet I i Sugar Mill Apartments IF16-149 DBP 10/03/16 57 of 97 [i ` • Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : A.3 Roof DL (psf) = Floor DL (psf) = Wall DL (psQ = V888MIC = 40,640 lbs SDS = 0.426g E = 0.70 x V = 28,448 lbs S.D.C. = D WNnND = 19,530 lbs F=0.60xW= 11,718 lbs total length of shear walls = 75.00 R wag segments: 1 2 3 4 5 6 16 length (ft) 16.0 9.0 9.0 16.0 5.0 20.0 30 height (ft) 10.0 10.0 10.0 10.0 10.0 10.0 15 roof Crib. (ft) 0.0 0.0 0.0 0.0 0.0 0.0 floor Crib. (ft) 2.5 2.5 2.5 2.5 2.5 2.5 Distance from HO to End of Wall (in) 6 6 6 6 6 6 Well Thickness (in) 6 6 6 6 6 6 Shaawall Anchored Into. Wood Wood Wood Wood Wood Wood aspect ratio 0.6 1.1 1.1 0.6 2.0 0.5 Seismic F (lbs) 6069 3414 3414 8069 1897 7586 shear (P#) 379 379 379 379 379 379 Seismic factor2wA 1.00 1A0 1.00 1.00 1.00 1.00 allowable shear&M 380 380 380 380 380 380 suggested shearwall # 6 6 6 6 6 6 Mot (ft fbs) 60689 34138 34138 60689 18965 75861 DL factorA = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (p#) 238 238 238 238 238 238 End Post Compression Ibs 4692 4845 4845 4692 5D16 4654 DL factor 0.54 0.54 0.54 0.54 0.54 0.54 B x wDL (p#) 122 122 122 122 122 122 End Post Uplift forAnchorHoldowas (ft) 2951 3505 3505 2951 4005 2676 End Post Uplift for Straps Obs) 2881 3354 3354 2881 3689 2625 Wind F(ms) 2500 14D6 1406 2500 781 3125 shear(pIO 156 156 156 156 156 156 suggested shearwell # 5 5 5 5 5 5 Mot (R -lbs) 24998 14062 14062 24998 7812 31248 wDL (pit) 225 225 225 225 225 225 End Past Co_mprBsstan(tbs) 2261 2280 2280 2261 2198 2256 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plo 135 135 135 135 135 135 End Post Uplift forAnchor Hold owns (Ibs) neglect 1044 1044 neglect 1419 neglect End. Post Uplift for Straps (ft) neglect 1000 1000 neglect 1307 neglect i Maximum End Post Compression (lbs) 4692 4845 4845 4692 5016 4654 Recommended Minimum End Post for Compression (2) W (2) 2X6 (2) 2x6 (2) 2x6 (2) 2x6 - (2) 24 Controlling Anchor Holdown Uplift (lbs) 2951 3505 3505 2951 4005 2676 RecommendedAnchorHoldown HTT4 HTT4 HTT4 HTT4 HTT4 HTT4 L Anchorat M idwall 518" Anchor 518" Anchar 518" Anchor 518` Anchor 5W Anchor 51W Anchor Anchor at Comer 1 Anchor of Endwall if Controlling Strap Holdown Uplift (Ibs) 2881 3354 3354 2881 3689 2625 Recommended Strap Holdown at Midwall MSTC40 MSTC52 MSTC52 MSTC40 MSTC52 MSTC40 Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall .L- I Line A.3 SW6 SW6 SW6 SW6 SW6 SW6 Project Name: Project No.: Eng.: Jate : Sheet:_Sugar Mill Apartments IF16-149 DBP10/03/16 58 of 97 l I - • Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : A.4 { I VSEISMIC = 28,840 Ibs 2423 SDs = 0.4269 1346 5383 shear (Alt) JI E = 0.70 x V m 20,188 lbs 269 S.D.C. = D 269 Seismic factor 2wA 1.00 WWIND = 43,090 lbs 1.0o 1.00 1.00 allowable shear (pli) 380 380 j F F 6.60 x W= 7,854 lbs 380 380 suggested shearwall # 6 6 6 .6 6 6 Mot (A -lbs) 43068 total length of shear walls = 75.00 ft J wall segments: 13459 1 2 3 4 5 6 Roof DL (psf) = 16 length (R) 1.06 16.0 9.0 9.0 16.0 5.0 20.0 Floor DL (psi) = 30 height (ft) End Post Compression bs) 10.0 10.0 10.0 10.0 10.0 1010 Wall DL (psf) = 45 roof trlb. (ft) 0.54 0.0 0.0 0.0 0.0 0.0 0.0 door Crib. H 284 2.5 2.5 2.5 2.5 2.5 2.5 f DWence from HD to End of waft (in) 1559 6 6 6 6 6 6 i Well Thickness (in) neglect 6 6 6 6 6 6 L SheanvallAnchomdInto: HTT4 Wood Wood Wood Wood Woad Wood aspect ratio 0.6 1.1 1.1 0.6 2.0 0.5 r Ll Seismic F (Ibs) 4307 2423 2423 4307 1346 5383 shear (Alt) 269 269 269 269 269 269 Seismic factor 2wA 1.00 1.00 1.00 1.0o 1.00 1.00 allowable shear (pli) 380 380 380 380 380 380 suggested shearwall # 6 6 6 .6 6 6 Mot (A -lbs) 43068 24226 24226 43068 13459 53835 DL factorA = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (plo 556 556 556 556 556 556 End Post Compression bs) 4538 4686 4686 4538 4666 4501 DL factor 8 0.54 0.54 0.54 0.54 0.54 0.54 13 x wDL (plo 284 284 284 284 284 284 End Post Uplift for Anchor Holdowns (lbs) neglect 1559 1559 neglect 2306 0 End Post Uplift for Straps (lbs) neglect 1492 1492 neglect 2124 0 wind F (ft) 1676 942 942 1676 524 2094 shear (plo 105 105 105 105 105 105 suggested shearwall # 5 5 5 5 5 5 Mot(ft-lbs) 16755 9425 9425 16755 5236 20944 WDL (Joh) 525 525 525 525 525 525 End Post Compression(lbs) 2650 2672 2672 2650 2441 2644 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plo 315 315 315 315 315 315 End Past Uplift for Anchor Holdown (Ibs) 0 0 0 0 neglect 0 End Post Uplift for Straps (lbs) 0 0 0 0 neglect 0 Maximum End Post Compression #bs) 4538 4686 4686 4538 4666 4501 Recommended Minimum End Post for Compression (2) 2x8 (2) 2x6 (2) 2x8 (2) 2x6 (2) 2x6 (2) 20 Controlling Anchor Holdown Uplift(!bs) 0 1559 1559 0 2306 0 Recommended Anchor Holdown HT -r4 HT174 HTT4 Anchor at h+lidwall 518' Anchor 518" Anchor 51W Anchor Anchor at Comer Anchor atEndwall Controlling Strap Holdown Uplift (Ids) 0 1492 1492 0 2124 0 Recommended.Strep Holdown at Midway MSTC28 MSTC28 MSTC40 Recommended Strap Holdown of Comer RecommendedStre Holdown at Endwall Line A.4 SW6 SW6 SW6 SW6 SW6 SW6 Project Name: Project No.: Eng.: Date: Sheet : IM Sugar Mill Apartments IF16-149 DBP 10/03/16 59 of 97 • Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : A.5 Seismic F (lbs) WEisMiC = 11,940 Ibs 1003 SDs = 0.4269 2229 shear(pM 111 111 E 0.70 x V = 8,358 lbs 111 S.D.C. = D 1.00 1.00 1.00 1.00 WWIND = 6,440 Ibs allowable shear (plo 260 260 260 260 260 260 F = 0.60 x W . 3,864 lbs 5 5 5 5 5 Mot (ft -lbs) 17830 10030 10030 17830 5572 22288 total length of shear walls= 75.00 It 1.06 wag segments: 1.06 1 2 3 4 5 6 Roof DL (psf) = 16 length M) 481 16.0 9.0 9.0 16.0 5.0 20.0 Floor DL (psf) = 30 height (ft) 0.54 10.0 10.0 10.0 10.0 10.0 10.0 Wall OL (pet) = 15 roof Crib. (ft) 245 19.0 19.0 19.0 19.0 19.0 19.0 neglect floor trib. ) neglect 0.0 0.0 010 0.0 0.0 0.0 neglect Distance from HD to End of Wall (fn) Wind F (Ibs) 6 6 6 6 6 6 shear (plo Warr Thickness (in) 52 6 6 6 6 6 6 5 Shearwall Anchored Into: 5 Wood Wood Wood Wood Wood Wood 8243 aspect ratio 10304 0.6 1.1 1.1 0.6 2.0 0.5 Seismic F (lbs) 1783 1003 1003 1783 557 2229 shear(pM 111 111 111 111 111 111 Seismic factor2wA 1.00 1.00 1.00 1.00 1.00 1.00 allowable shear (plo 260 260 260 260 260 260 suggested shearwail # 5 5 5 5 5 5 Mot (ft -lbs) 17830 10030 10030 17830 5572 22288 DL factorA = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (JoM 481 481 481 481 481 481 End Post Camprossion(lba) 2662 2748 2748 .2662 2648 264D DL factor B 0.54 0.54 0.54 0.54 0.54 0.54 B x wDL (ph) 245 245 245 245 245 245 End Post Uplift forAnchor Holdowns (lbs) 0 neglect neglect 0 neglect 0 End Post Uplift for Straps (Ibs) 0 neglect neglect 0 neglect 0 Wind F (Ibs) 824 464 464 824 258 1030 shear (plo 52 52 52 52 52 52 suggested shearwall # 5 5 5 5 5 5 Mot (ft-Ibs) 8243 4637 4637 8243 2576 10304 wDL (plo 454 454 454 454 454 454 End Post Compression(lbs) 1897 1913 1913 1897 1707 1893 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (pH) 272 272 272 272 272 272 End Post Uplfft for Anchor Holdown (Ibs) 0 0 0 0 0 0 End Post Uplift for Straps (Ibs) 0 0 0 0 0 0 Maximum End Post Compression (lbs) 2662 2748 2748 2662 2648 2640 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 24 (2) 2x6 Controlling Anchor Holdown Uplift (Ibs) 0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Mldwall Anchor at Comer Anchorat Endwall Controlling Strap Holdown Uplift (Ibs) 0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall Line A.5 SW5 SW5 SW5 SW5 SW5 SW5 l Project Name: Project No.: Eng.: Date : Sheet: Sugar Mill Apartments IF 16-149 DBP 10/03/1 b 1 60 of 97 MAztel,13 Structural Engineering l Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) IIr 1 Sham Wood Framing: Douglas -Fir J Line: B.2 301SMIC F (Ibs) VsEISMiC = 35,430 lbs. Sas = 0.426g 1898 17721 shear (PH) 203 E = 0.70 x V = 24,801 lbs S.D.C. = D 226 Seismic factor 2w1 0.90 0.83 ViWIND = 21,020 lbs 1.00 1.00 allowable shear (plt) 234 217 260 F 0A0 x W = 12,612 lbs 260 suggested shearwa# # 5 5 5 5 5 5 Mot(f4bs) 9140 total length of shear walls = 112.05 It 18980 wall segments: 1 3 3 4 5 6 Roof DL (psi) = 16 length (ft) 4.5 4.2 12.9 3.6 8.4 78.5 Floor DL (psi) = 30 height (ft) 10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psi) = 51 roof trfb. (ft) 0.0 0.0 0.0 0.0 0.0 0.0 292 floor trfb. (ft) 1.0 1.0 1.0 1.0 1.0 1.0 neglect Distance from HD to End of Wei) (in) 6 6 6 6 6 6 1215 WaA Thickness (in) 6 6 6 6 6 6 LTT20B Shearwall Anchored Into. Concrete Concrete Concrete Concrete Concrete Concrete aspect ratio 2.2 2.4 0.8 2.8 1.2 0.1 301SMIC F (Ibs) 914 785 2905 578 1898 17721 shear (PH) 203 188 226 162 226 226 Seismic factor 2w1 0.90 0.83 1.00 0.72 1.00 1.00 allowable shear (plt) 234 217 260 186 260 260 suggested shearwa# # 5 5 5 5 5 5 Mot(f4bs) 9140 7849 29046 5785 18980 177210 DL factorA = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (pit) 572 572 572 572 872 572 End Post Compresslon{lbs) 3854 3617 4176 3199 4292 4005 DL factor B 0.54 0.54 0.54 0.54 0.54 0.54 B x wDL (pit) 292 292 292 292 292 292 End Post Uplift for Anchor lioldowns (lbs) 1639 1541 neglect 1369 1152 0 End Post Uplift for Straps (lbs) 1494 1394 nealect 1215 1099. 0 Wind P Obs) 507 469 1449 403 947 8838 shear (pl!) 113 113 113 113 113 113 suggested shearwall # 5 5 5 5 5 5 Mot(ft4bs) 5065 4694 14486 4030 9466 88380 wDL (p#) 540 540 540 540 540 540 End Post Compression(lbs) 2431 2345 2782 2194 2801. 275.1 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (p#) 324 324 324 324 324 324 End Post Uplift for AnchorHoldowns(Ibs) neglect neglect 0 710 0 0 End Post Uplift for Straps (lbs) neglect neglect 0 630 0 0 Maximum End Post Compression (lbs) 3854 3617 4176 3199 4292 4005 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x8 (2) 2x6 (2)2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 1639 1541 0 1369 1152 0 Recommended Anchor Holdown HTT4 HTT4 LTT20B LTT20B AnahoratMldwall SST816 SST1316 SSTB16 8ST816 Anchor at Comer BSTS16 SSTB16 SSTB16 SM16 Anchor atEndwall SSTB16 SSTBI6 SST1316 SSTB16 Controlling Strap Holdown Uplift (lbs) 1494 1394 0 1215 1099 0 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 LSTHD8 LSTHD8 Recommended Strap Holdown at Comer LSTHDB LSTHD8 LSTHD8 L8THD8 Recommended Strap Holdown at Endwall LSTHD8 LSTH08 LSTHD8 LSTHD8 Lina B.2 SW5 SW5 SW5 SW5 SW5 SW5 Ir Project Name: Project No.: Eng.: Dale: Sheet Sugar Mill Apartments IF16-149 DBP 10/03/16 61 of 97 Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing. Douglas -Fir 1� Line : B.3 seismic F (lbs) VSEISMIC = 30,660 Ibs 2514 SDS = 0,426g 15335 shear (ph) 176 j E - 0.70 x V = 21,462 lbs 195 S.D.C. = D 0.90 0.83 1.00 0.72 WwIND = 15,980 lbs allowable shear {pit) 234 217 260 186 260 260 F = 0.B0 x W m 9,588 lbs 5 5 5 5 6 Mot(ftlbs) 7910 6792 25135 5006 16425 153362 total length of shear walls = 112.05 ft L wall segments. 1.06 1 2 3 4 5 6 572 Roof DL (pso = 16 length (ft) End Post Compression(!bs) 4.5 4.2 12.9 3.6 8.4 78.5 DL factor B Floor DL (pso = 30 height (ft) 0.54 10.0 10.0 10.0 10.0 10.0 10.0 292 Wall DL (psf) = 51 roof Crib. (ft) 292 0.0 0.0 0.0 0.0 0.0 0.0 1106 floor trfb. 0 1.0 1.0 1.0 1.0 1.0 1.0 l Distance from HD to End of Wall (in) LTT20B 6 6 6 6 6 6 I` I Wall Thickness (in) 6 6 6 6 6 6 SheanvallAnchored tnto: Wood Wood Wood Wood wood Wood aspect ratio Controfling Strap Holdown Uplift (lbs) 2.2 2.4 0.8 2.8 1.2 0.1 seismic F (lbs) 791 679 2514 501 1642 15335 shear (ph) 176 163 195 140 195 195 Seismic factor 2w/1 0.90 0.83 1.00 0.72 1.00 1.00 allowable shear {pit) 234 217 260 186 260 260 suggested shearwall4 5 5 5 5 5 6 Mot(ftlbs) 7910 6792 25135 5006 16425 153362 DL factor A = 1.06 1.06 1.06 1.08 1.06 1.06 A x wDL (pH) 572 572 572 572 572 572 End Post Compression(!bs) 3536 3319 3857 2935 3964 3699 DL factor B 0.54 0.54 0.54 0.54 0.64 0.54 B x wDL (pit) 292 292 292 292 292 292 End Post Uplift for AnchorHoldowns(lbs) 1321 1243 neglect 1106 824 0 End Post Uplift for Straps (lbs) 1205 1124 neglect 981 786 0 Wind F (lbs) 385 357 1101 306 720 6719 shear (plo 86 86 86 Be 86 86 suggested shearwal! # 5 5 5 5 5 5 Mot(ft4bs) 3851 3568 11013 3063 7196 67189 wDL (plo 540 540 540 540 540 540 End Post Compression(lbs) 2150 2064 2508 1911 2526 2481 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plo 324 324 324 324 324 324 End Post Uplift forAnchor Holdowns (lbs) neglect neglect 0 neglect 0 0 End Post UpllR for Straps (lbs) neglect neglect 0 neglect 0 0 Maximum End Post Compression (lbs) 3536 3319 3857 2935 3964 3699 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x8 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift Pbs) 1321 1243 0 1106 824 0 Recommended Anchor Holdown LTT20B LTT20B LTT20B LTT20B Anchor atMidwall 112'Anchor 112'Anchor lir Anchor 112'Anchor Anchorat Comer Anchor atEndwall Controfling Strap Holdown Uplift (lbs) 1205 1124 0 981 786 0 Recommended Strap Holdown at Midwall MSTC26 MSTC26 MST026 M5TC28 Recommended Strap Holdown at Comer Recommended Strap Haldown at Endwall Line 13.3 SW5 SW5 SW5 SW5 SW5 SW5 JProject Name: Project No.: Eng.: IDate: ISheet: 1.Ji Sugar Mill Apartments I IF 16-149 1 DBP 10/03/16 62 of 97 ` 0 Structural Engineering �l Ll Seismic F (lbs) Wood Stud Shear Walls 482 1784 355 1166 2012 INTERNATIONAL BUILDING CODE (IBC) shear(pM 125 116 r Shear Wood Framing: Douglas -Fir 139 Seismic factor 2 w1 0.90 0.83 1.00 Line :FBA 1.00 1.00 allowable shear (pit) 234 217 260 VsE18MIC = 21,760 lbs SDs = 0.4269 suggested shearwall # 5 5 5 E w 0.70 x V = 15,252 lbs 5 Mot(R-lbs) 5614 4821 17839 WWIND = 10,710 IbS 108837 DL factorA = 1.06 1.06 1.06 F = 0.60 x W = 6,426 lbs 1.06 A x wDL (pit) 191 191 Ctotal 191 191 191 length of shear walls= 112.05 ft L well segments: 1 2 3 4 5 a 0.54 Roof DL (psf) = 16 length (ft) 4.5 4.2 12.9 3.6 8.4 78.5 97 Floor DL (psf l = 30 height (ft) 10.0 10.0 10.0 10.0 10.0 10.0 j l_) Wall DL (psi) = 15 roof trib. (ft) 0.0 0.0 0.0 0.0 0.0 0.0 788 floor tnb. (1t) 1.0 1.0 1.0 1.0 1.0 1.0 736 Distance from FID to End or wan (in) 6 6 6 6 6 6 57 Wall Thickness (in) 6 6 6 6 6 6 5. SheanvellAnchored Into: Wood Wood Woad Woad Wood Wood 7381 aspect ratio 2.2 2.4 0.8 2.8 1.2 0.1 �l Ll Seismic F (lbs) 561 482 1784 355 1166 10884 shear(pM 125 116 139 99 139 139 Seismic factor 2 w1 0.90 0.83 1.00 0.72 1.00 1.00 allowable shear (pit) 234 217 260 186 260 260 suggested shearwall # 5 5 5 5 5 5 Mot(R-lbs) 5614 4821 17839 3553 11657 108837 DL factorA = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (pit) 191 191 191 191 191 191 End Post Compression (1b a) 1947 1828 2058 1616 2116 1974 DL 160tort3 0.54 0.54 0.54 0.54 0.54 0.54 S x wDL (pit) 97 97 97 97 97 97 End Post Uplift torAnchor Holdowns (lbs) 1209 1136 812 1006 1069 0 End Post Uplift for Straps (lbs) 1102 1027 788 893 1020 0 Wind F (lbs) 258 239 736 205 482 4503 shear (p10 57 57 57 57 57 57 suggested shearwall # 5 5 5. 5 5 5 Mot (ft -lbs) 2581 2391 7381 2053 4.823 45031 wDL (pit) 180 180 180 160 180 180 End Post Compression(lbs) 1016 988 1128 939 1136 1116 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (pfl) 108 108 108 108 108 108 End Post Uplift for Anchor Holdowns (lbs) neglect neglect 0 neglect neglect 0 End Post Uplift for Straps (Ibs) neglect neglect 0 neglect neglect 0 Maximum End Post Compression (lbs) 1947 1828 2058 1616 2116 1974 Recommended Minimum End Post for Compression (2) 24 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (Ibs) 1208 1136 812 1008 1069 0 Recommended Anchor Holdown LTT20B LTT208 LTT20B LiT203 LTT20B Anchoral Midwall 112" Anchor 1l2" Anchor 112" Anchor 112" Anchor 112" Anchor Anchor at Comer Anchor at Endwall Conimiling Strap Holdown Upfift (lbs) 1102 1027 788 893 1020 0 Recommended Strap Holdown at Midwall MSTC28 MSTC28 MSTC28 MSTC28 MSTC28 Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall I Line B.4 SW5 SW5 SW5 SW5 SW5 SW5 1 Project Name: Project No.: Eng.: Sugar Mill Apartments I IF 16-149 1 DBP JlDote: 10/03/16 ISheet: 63 of 97 Structural EnI ineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (16C) F-1. Shear Wood Framing: Douglas-Rr l J Line seismic F (lbs) VSEISMIC = 10,920 lbs 895 SDs = 0.4269 5462 shear (ph) 63 58 E 0.70 x V - 7,644 lbs 70 S.D.C. = 0 0.90 0.83 1.00 0.72 VOWND = 5,270 lbs allowable shear (p#) 234 217 260 186 260 r- Fm 0.60 x W = 3,162 lbs 5 5 5 5 5 Mot (ft -lbs) 2817 2419 8952 1783 5850 54618 total length of shear walls = 112.05 ft 1.06 wall segments: 1.06 1 2 3 4 5 6 439 Roof DL (psf) = 16 length (ft) 456 4.5 4.2 12.9 3.6 8.4 78.5 2079 Floor DL (psi) = 30 height (ft) 0.54 10.0 10.0 10.0 10.0 10.0 10.0 L J Wall DL (psfl = 15 roof 01b. (ft) 224 16.5 16.5 16.5 16.5 16.5 17.5 0 floor trib. (ft) 0 0.0 0.0 0.0 0.0 0.0 0.0 0 Distance fmm HD to End of Well (In) Wind F (lbs) 6 6 6 6 6 6 shear (pIO Wall ThkMess (in) 28 6 6 6 6 6 6 ' ShearmflAnchomdInfo: 5 Wood Wood Woad Wood Wood Wood 1010 aspect ratio 22158 2.2 2.4 0.8 2.8 1.2 0.1 seismic F (lbs) 282 242 895 178 585 5462 shear (ph) 63 58 70 50 70 70 Seismic factor 2w/1 0.90 0.83 1.00 0.72 1.00 1.00 allowable shear (p#) 234 217 260 186 260 260 suggested shearwall # 5 5 5 5 5 5 Mot (ft -lbs) 2817 2419 8952 1783 5850 54618 DL factorA = 1.06 1.06 1.06 1.06 1.06 1.06 A x wDL (ph) 439 439 439 439 439 456 End Post Compression abs) 1873 1758 2114 1555 2173 2079 DL factor 8 0.54 o.54 0.54 0.54 0.54 0.54 B x wDL (pit) 224 224 224 224 224 232 End Post Uplift forAnchorldoldowns (Ibs) neglect neglect 0 neglect 0 0 End Post Uptift for Straps (abs) neglect neglect 0.. neglect 0 0 Wind F (lbs) 127 118 363 101 237 2216 shear (pIO 28 28 28 28 28 28 suggested sheerwall # 5 5 5. 5 5 5 Mot(ftdba) 1270 1177 3632 1010 2373 22158 WDL (010 414 414 414 414 414 430 End Post Compresslon(tbs) 1260 1193 1544 1073 1555 1576 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (p#) 248 248 248 248 248 258 End Post Uplift forAnchorHoldowns (Ibs) 0 0 0 0 0 0 End Post Uplift for Straps (lbs) 0 0 0 0 0 0 Maximum End Post Compression (Ibs) 1873 1758 2114 1555 2173 2079 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 24 (2) 2x8 (2)2.6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Comer Anchor at Endwall Controlling Strop Holdown Uplift (Ibs) 0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall I Line B.5 SW5 SW5 SW5 SW5 SW5 SW5 1 Project Name: Project No.: Eng.: : Sheet : Sugar Mill Apartments I IF 16-149 1 DBP JDate 10/03/16 64 of 97 - • Structural Engineering rl Project Name: Wood Stud Shear Walls Eng.: 2012 INTERNATIONAL BUILDING CODE {IBC} Sheet: Shear Wood Framing.- Douglas -Fir 1 DBP 1 10/03/16 Line : 1.2 VsEisMiC = 10,300 We Sos = 0.4269 L E=O.70xVm 7,210 lbs S.Q.C. = p WWIND = 24,260 lbs F = 0.60 x W = 14,556 lbs total length of shear walls = 23.17 ft wall segments. 1 2 3 4 5 6 Roof OL (psf) = 16 length (fl) 15.0 0.0 8.2 Floor DL (psfj = 30 height (ft) 10.0 10.0 10.0 Wall DL (psf) = 15 roof tdb. (ft) 0.0 0.0 0.0 floor frib. (ft) 6.0 6.0 6.0 Distance from HD to End of Wal! (in) 6 6 6 Well Thickness (in) 6 6 6 Shearwall Anchored Into. Concrete Concrete Concrete aspect ratio 0.7 1.2 l Seismic F (lbs) 4668 2542 J shear(plo 311 311 Seismic factor 2w11 1.00 1.00 allowable shear (plo 380 380 suggested shearwal! # 6 6 Mot (ft4bs) 46677 25423 DL factorA = 1.06 1.06 A x wDL (plf) 350 350 End Post Compressionpibs) 4342 4505 DL factor B 0.54 0.54 B x wDL (plf) 178 178 End Post Uplift for Anchor Holdowns (lbs) 1875 2605 k End Post Uplift for Straps (lbs) 1827 2.482 Wind F (lbs) 9423 .5133 F shear (p!f) 628 628 Jsumested shearwall # 7 7 Mot (ft --lbs) 94234 51326 wDL (ph) 330 330 l End Post Compression(lbs) 7354 7424 J DL factor C 0.60 0.60 C x wDl. (Plo 198 198 r 1 End Post Uplift for Anchor Holdowns (lbs) 5032 5954 End Post Uplift for Straps (6s) 4904 5672 jj L Maximum End Post Compression (!bs) 7354 7424 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 l Controlling Anchor Holdown Uplift Obs) 5032 5954 �.J Recommended AnchorHoldown HTT5 HDUS AnchoratMidwall SSTB24 SSTB24 Anchor at Comer SSTS24 83T1324. ;r l Anchor at l=ndwall 8ST824 SSTB24 . L Controlling Strap Holdown Uplift (lbs) 4904 - Recommended Strap Holdown at Midwal! STHD14 - r Recommended Strap Holdown at Comer 5TIi1314 - Recommended 4mHoldown at Endwal! Line 1, Use: SW7 SW7 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF 16-149 1 DBP 1 10/03/16 1 65 of 97 I IMMM Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) I Shear Wood Framing: Douglas -Fir l- Line : 1.3 WasMic = 8,910 lbs sheer (plo SDs = 0.4269 I� E = 0.70 x V - 6,237 lbs allowable shear (plo S.D.C. = D WwiND = 17,940 lbs Mot (ftdbs) 62370 r F 0.60 x W = 10,764 Ibis A x wDL (pM 350 End Post Compresslon(lbs) 3804 DL factor total length of shear walls = 23.50 it i. wail segments. 178 1 2 3 4 5 6 Roof DL (psf) = 16 length (it) neglect 23.5 0.0 Floor DL (psf) = 30 height (ft) 10.0 10.0 i Wall DL (psf) = 15 roof trib. (fl) 0.0 0.0 floor Crib. (fl) 6.0 6.0 Distance hom HD to End of Wall (in) 6 6 Wall Thickness (in) 6 6 L Sheamwll Anchored Into: Wood Wood aspect ratio 0.4 Seismic F (Ibs) 6237 sheer (plo 265 Seismic factor 2WA 1.00 allowable shear (plo 380 suggested shearwall # 6 Mot (ftdbs) 62370 DL factorA = 1.06 A x wDL (pM 350 End Post Compresslon(lbs) 3804 DL factor 0.54 B x wDL {pto 178 End Post Uplift forAnchor Holdown (lbs) neglect End Post Uplift for Straps (Ibs) neglect Wind F (lbs) 10764 shear (pit) 458 suggested shearwall # 6 Mot (H -lbs) 107640 wDL (plo 330 End Post Compression(lbs) 5610 _ DL factor C 0.60 C x wDL (ph) 198 End Post Uplift for Anchor Holdowns (Ibs) 2341 End Post Uplift for Straps (lbs) 2303 Maximum End Post Compression (Ibs) 5610 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 2341 Recommended Anchor Holdown HTT4 Anchor at Mldwall #NIA Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) 2303 Recommended Strap Holdown at Midwall MSTC40 Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall Line 1, Use: SW6 Project Name: Project No.: Eng.: : Sugar Mill Apartments I IF16-149 I DBP JDate 10/03/16 Isheet: IM 66 of 97 r • Structural Engineering Wood Stud Shear Walls {� 2012 INTERNATIONAL BUILDING CODE (IBC) I Shear Wood Framing: Dougles-Fir J Line : VssisMic = 6,330 lbs 1541 SDS = 0.426g E = 0.70 x V = 4,431 lbs Seismic factor 2W S.D.C. = D WMND = 11,400 lbs 260 260 F 0.60 x W = 6,840 Ibs 5 Mot (Vbs) Ltotal 15412 DL factorA = length of shear walls = 23.00 ft wall segments: A x wDL (plo 1 2 3 4 5 6 Roof DL (psf) = 16 length (R) 3105 15.0 8.0 Floor DL (psf) = 30 height (R) 0.54 10.0 10.0 Wall DL (psf) = 15 roof trib. (R) End Post Uplift for Anchor Holdowns (Ibs) 0.0 0.0 End Post Uplift for Straps ()bs) neglect 1275 Recommended Anchor Holdown floor trib. (R) HTT4 6.0 6.0 r Dlatance from Hb to Find of Wall (in) Anchor at Comer 6 6 Well Thickness (in) 6 6 L ShearwallAnchomdInto., 2278 Wood wood aspect ratio Recommended Strap. Holdown at Corner 0.7 .1.3 Seismic F (lbs) 2890 1541 shear (pit) 193 193 Seismic factor 2W 1.00 1.00 allowable shear (plo 260 260 suggested shearwall # .5 5 Mot (Vbs) 28898 15412 DL factorA = 1.06 1.06 A x wDL (plo 350 350 End Post Compression (6s) 3105 3228 DL factor 8 0.54 0.54 a x WDL (pti) 178 178 End Post Uplift for Anchor Holdowns (Ibs) 638 1340 End Post Uplift for Straps ()bs) neglect 1275 Wind F (lbs) 4461 2379 shear (plo 297 297 suggested shearwall # 5 5 Mot (R-!bs) 44609 23791 W WDL (PIO 330 330 End PostCompression(lbs) 4008 4048 DL factor C 0.60 0.60 .0 x wDL (plo 198 198 End Post Uplift for Anchor Holdowns (Ibs) 1579 2394 End Post Uplift for Straps (Ibs) 1539 2278 Maximum End Post Compression (Ibs) 4008 4048 Recommended Minimum End Post for Compression . (2) 2x6 (2) 2x6 Controlling Anchor Holdow n Uplift (ft) 1579 2394 Recommended Anchor Holdown HTT4 HTT4 AnchoratMldwell 1W Anchor 112•Anchor Anchor at Comer Anchor at Endwell Controlling Strap Holdown Uplift (Ibs) 1539 2278 Recommended Strap Holdown at Midwall MSTC28 MSTC40 Recommended Strap. Holdown at Corner Recommended Strap Holdown at Endwall Line 1. Use: SW5 SW5 Project Name: Project No.: Eng.: JDate : Sheet Sugar Mill Apartments IF] 6-149 DBP 10/03/16 67 of 97 r_ 1 a • Structural Engineering r E Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) (� Shear Wood Framing.- Douglas -Fir 1 Line WETS IC = 3,180 lbs 1184 SDs = 0.4269 E= 0.70 x V v 2,226 lbs Seismic factor 2wA S.D.C. = D WWIND = 4,660 lbs 280 260 F - 0.60 x W = 2,796 lbs 5 Mot (ft lbs) 10424 11836 DL factorA = total length of sheer wells = 28.83 A welt segments: A x wDL (plo 1 2 3 4 a 6 Roof DL (psfj = 16 length (ft) 1470 13.5 15.3 Floor DL (psf) = 30 height (ft) 0.54 10.0 10.0 Wall DL (psfj = 15 roof tdb. (ft) End Post Uplift forAnchor Holdowns (lbs) 3.0 3.0 floortdb. (R) neglect 0.0 0.0 Distance from HD to End of Wel) (in) 1487 6 6 Wax Thickness (In) suggested shearwall # 6 6 ShearwallAnchoredInto: 13093 Wood Wood aspect ratio 198 0.7 0.7 Seismic F (lbs) 1042 1184 shear (pit) 77 77 Seismic factor 2wA 1.00 1.00 allowable shear (pit) 280 260 suggested shearwall # 5 5 Mot (ft lbs) 10424 11836 DL factorA = 1.06 1.06 A x wDL (plo 210 210 End Post Compressionpbs) 1470 1461 DL factor B 0.54 0.54 B x wDL (plo 107 107 End Post Uplift forAnchor Holdowns (lbs) neglect 0 End Post Uplift for Straps (lbs) neglect 0 Wind F (lbs) 1309 1487 shear (pit) 97 97 suggested shearwall # 5 5 Mot (ft -lbs) 13093 14867 wDL (plf) 198 198 End Post Compression(ft) 1583 1581 DL factor C 0.60 0.60 C x wDL (pit) 119 119 End Post UptiftforAnchorHoldowns(lbs) neglect neglect End Post Uplift for Straps (lbs) neglect neglect Maximum End Post Compression (lbs) 1583 1581 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (!bs) 0 0 Recommended Strep Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall I Line 2, Use: SW5 SW5 1 J j Project Name: Project No.: Eng.: JDate: ISheel: '� Sugar Mill Apartments I IF16-149 I DBP 10/03/16 68 of 97 f 1 • Structural Engineering F Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : 2.2 3e1SMIC F (Ibs) VSEISMIC = 20,600 lbs SDs = 0.4269 424 E = 0.70 x V = 14,420 lbs S.D.C. = D allowable shear (p#) WwiND = 48,530 Ibs 7 F - 0.60 x W = 29,118 Ibs DL factorA = 1.06 total length of shear walls= 34.00 ft 572 wail segments: 1 2 3 4 5 6 DL factor B Roof DL (psf) = 16 length (ft) 34.0 292 Floor DL (psi) = 30 height (R) 10.0 End Post Uplift for Straps (Ibs) Wall DL (psf) = 15 roof tdb. (ft) 0.0 HT174 floor Mb. (R) 13.0 Anchor at Corner Distance ham HD to End of Well (in) 6 1I2" Anchor Wall Thickness (in) 6 Recommended Strap Holdown at Mldwall Shearwall Anchored Into. Concrete STHD10 aspect retro 0.3 3e1SMIC F (Ibs) 14420 shear (ph) 424 Seismic factor2wA 1.00 allowable shear (p#) 490 suggested shearwall # 7 Mot (ft -lbs) 144200 DL factorA = 1.06 A x wOL (plt) 572 End Post Comprosslon(Ibs) 6069 DL factor B 0.54 B x wDL (plo 292 End Post Uplift for Anchor Holdowns (Ibs) 0 End Post Uplift for Straps (Ibs) 0 Wind F (Ibs) 29118 shear (pit) 856 suggested sheatwall # 9 Mot (ft Ibs) 291180 wDL (plo 540 End Post Compression(!bs) 10234 DL factor C 0.60 C x wDL (plf) 324 End Post Uplift forAnchor Holdowns (lbs) 3155 End Post Upfi t for Straps (Ibs) 3120 Maximum End Post Compression (lbs) 10234 Recommended Minimum End Post for Compression (2) W Controlling Anchor Holdown Up1iR Obs) 3155 Recommended Anchor Holdown HT174 Anchor at Mldwall 1 I Anchor Anchor at Corner 1 I Anchor Anchorat Endwall 1I2" Anchor Controlling Strap Holdown tlpllT (Ibs) 3120 Recommended Strap Holdown at Mldwall STHD10 Recommended Strap Holdown at Comer STHD10 Recommended Shap Holdown at Endwall STHD14 Line 2, Use: SW9 Project Name: Project No.: Eng.:Date : JSheet: Sugar Mill Apartments IF16-149 DBP 10/03/16 69 of 97 1 Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE JIBCj rShear Wood Framing: Douglas-nr Line : 2.3 VSEISMIC = 17,830 lbs SDs = 0.426g E = 0.70 X V - 12,481 lbs S.D.C. = D 1IYWIND = 35,880 The DL factor B F-0.150xw= 21,528 lbs 7 Mot fft-lbs) 215280 total length of shear walls = 34.00 ft well segments: End Post Compression(lbs) 1 2 3 4 5 6 Roof DL (psi) = 16 length (ft) 0.60 34.0 Floor DL (pato = 30 height (ft) End Post Uplift for Anchor Holdowns (lbs) 10.0 Wall DL (pst) = 15 roof trib. (ft) 871 0.0 floor Crib. (ft) 13.0 Distance from HD to End of Wall (in) 6 Wall Thickness (fn) 6 Shasmall Anchored Into. Wood aspect ratio 0.3 F fibs) shearfph) Seismic factor 2wA 12481 367 1.00 allowable shear (pN) 380 suggested shearwall # 6 Mot (lfdbs) 124810 DL factorA = 1.06 A x wDL (ph) 572 End Post Compression (ft) 5488 DL factor B 0.54 B x wDL fplt) 292 End Post Uplift forAnchor Holdowns (!bs) 0 End Post Uplift for straps (lbs) 0 Wind F (lbs) 21528 shear (pN) 633 suggested shearwall # 7 Mot fft-lbs) 215280 wDL (plo 540 End Post Compression(lbs) 7991 DL factor 0.60 C x wDL (plo 324 End Post Uplift for Anchor Holdowns (lbs) 880 End Post UplI t for Straps (lbs) 871 u Maximum End Post Compression (lbs) 7991 Recommended Minimum End Post for Compression (2) 2x6 .. — i Controlling Anchor Holdown Uplift #bs) 880 Recommended Anchor Holdown LTT20B Anchor at Mldwa9 #N1A Anchor at Comer Anchorat Endwall Controlling Strap Holdo- Uplift (Ibs) t_ 871 Recommended Strap Holdown at M1dwall msTC26 Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall Line 2, Use: SW7 Project Name: Project No.: Eng.: Sugar Mill Apartments 1 11`1 &149 1 DBP JI)ate: 10/03/16 JSheet: 70 of 97 MIA61-33Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (18C) Shear Wood Framing: Douglas -Fir Line 260 WEISMIC = 12,650 lbs SDs = 0.4269 E = 0.70 x V= 8,855 lbs S.D.C. = D WWIND = 22,800 lbs F = 0.60 x W z 93,680 lbs DL factorA = total length of shear walls = 34.00 ft wall segments: 1 2 3 4 5 6 Roof OL (po = 16 length (ft) 34.0 Floor DL (psi) = 30 height (fl) 10.0 Wall DL (psf) = 16 roof tNb. (ft) 0.0 floor Crib. (ft) 13.0 Dfstence from HD to End of We (in) 6 Waft Thickness (in) 6 ShearwaffAnchored Into. Wood aspect ratio 0.3 Seismic F (lbs) 8855 shear (plo 260 Seismic factor 2w/! 1.00 allowable shear (ph) 380 suggested shearwall # 6 Mot (fl -lbs) _ 88550 DL factorA = 1.06 A x wDL (pto 572 End Post Compression(lbs) 4402 DL factor B 0.54 . B x wDL (plf) 292 End Post Uplift for Anchor Holdowns (lbs) 0 End Post Uplift for Straps (Ibs) 0 Wind F (Ibs) 13680 shear (pit) 402 suggested sheerwall # 6 Mot (44bs) 136800 wDL (plo 540 End Post Compression bs) 5671 DL factor C 0.61) C x wDL (pit) 324 End Post Uplift forAnchor Holdowns (lbs) 0 End Post Uplift for Straps (ft) 0 Maximum End Post Compression (lbs) 5671 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift Obs) 0 Recommended Anchor Holdown Anchorat Midwall Anchor at Comer Anchor at Endwag Controlling Strap Holdown Uplift (lbs) 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown of Endwall Line 2. Use: SW6 Project Name: Project No.: Eng.; Sugar Mill Apartments I IF 16-149 1 DBP JDate: 10/03/16 ISheet: 71 of 97 r-� - • Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Frsming: Douglas -Fir Line : 2.5 VsElsmin = 6,350 lbs SDs = 0.426g l E= 0.70 x V e 4,445 lbs S.D.C. = D WWIND = 8,330 Ibs 1.00 F=0.6llxW= 5,596 lbs 260 suggested shearwall # total length of shear walls= 34.00 ft wall segments: 1 2 3 4 5 6 Roof DL (psi) = 16 length (ft) 34.0 f 1 Floor DL (psi) = 30 height (ft) 10.0 Jj Wall DL (psi) = 15 roof tdb. (8) 0.0 End Post Uplift for Straps (Ibs) neglect floor Crib. (ft) 0.0 �) Distance from HD to End of Well (fn) 6 Nall Thickness (in) 6 L ShearwallAnehoradInto: Wood aspect ratio 0.3 F (lbs) 4445 shear (plo 131 Seismic factor 2wA 1.00 allowable shear (plo 260 suggested shearwall # 5 Mot (ft -lbs) 44450 DL factorA = 1.06 A x wDL (plo 159 End Post Compression (ft) 1818 DL factor 0.54 8 x wDL (pk) 81 End Post Upllftfor Anchor Holdowns (lbs) 0 End Post Upliff for Straps (ft) 0 Wind F (Ibs) 5598 shear(pM 165 suggested shearwall # 5 Mot (ft lbs) 55980 wDL (pit) 150 End Post Compression lbs 2107 DL factor C 0.60 C x wDL (plo 90 End Post Uplift for Anchor Holdowns (lbs) neglect End Post Uplift for Straps (Ibs) neglect l Maximum End Post Compression (Ibs) 2107 Recommended Minimum End Post for Compression (2) 2x6 f l Controlling Anchor Holdown Uplift (Ibs) 0 I� Recommended Anchor Holdown Anchor at Midwell Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) i.. 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer i RecommendedSha Holdown at Endwall Line 3. Use: SW5 Project Name: Project No.: Eng.: Date: Sheet Sugar Mill Apartments IF16-149 DBP 10/03/16 72 of 97UiU r - + Structural Engineering r� Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) r Shur Wood Framing: Douglas -Fir !! Line allowable shear (plo VSEISMIO = 20,600 Ibs SDs = 0.4269 7 E = 0.70 x V = 14,420 Ibs S.D.C. = D DL factorA = WWIND = 48,530 Ibs 572 F = 0.60 x W = 29,118 Ibs DL factor B 0.54 total length of shear walls = 31.54 ft 292 wall segments: 1 2 3 4 5 6 Roof DL (pal) = 16 length (ft) 31.5 Floor DL (psf) = 30 height (R) 10.0 Wall DL (pst) = 15 roof Crib. (ft) 0.0 Roor trib. (ft) 13.0 Dlatance from HD to End of Wall (in) 6 Waff Thickness (in) 6 Shearwaff Anchored Into. Concrete aspect ratio 0.3 SMIC F (Ibs) 14420 shear (plo 458 Seismic rector 2wQ 1.00 allowable shear (plo 490 suggested shearwall # 7 Mot (11 -lbs) 144200 DL factorA = 1.06 A x wDL (plo 572 End Post Compression(ft) 6422 DL factor B 0.54 8 x wDL (plo 292 End Post Uplift forAnchor Holdowns (lbs) neglect End Post Uplift for Straps (lbs) neglect F (Ibs) 29118 shear (PIO 924 suggested shearwall # 9 Mot (ft -lbs) 291180 wDL (plo 540 End Post Compression(Ibs) 10922 DL factor C 0.60 C x wDL (plt) 324 End Post Uplift forAnchor Holdowns (Ibs) 4266 End Post Uplift for Straps (Ibs) 4215 Maximum End Post Compression (lbs) 1 D922 Recommended Minimum End Post for Compression (2) 24 Controlling Anchor Holdown Uplift {lbs) 4266 Recommended Anchor Holdown HTTS Anchor at M1dwall SSTS16 Anchor of Corner SST020 Anchor at Endwell SSTB20 Controlling Strap Holdown Uplift (Ibs) 4215 Recommended Strap Holdown at Midwaff STHD14 Recommended Strap Holdown at Comer STHD14 Recommended Strap Holdown at Endwall - Line 3, use: SW9 1 Project Name: Project No.: Eng.: Sheet: Sugar Mill Apartments I IF1 b-149 I DBP JDate: 10/03/16 1 73 of 97 Structural Engineering C J Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : 3.3 WEisMiC = 7,830 lbs SDs = 0.4269 E = 0.70 x V - 5,481 lbs S.D.C. = D WWIND = 35,880 lbs 1.00 F = 0.60 x W = 2%528 lbs 26D suggested shearwall0 total length of sheer walls= 31.50 ft wall segments: 1 2 3 4 5 6 Roof DL (psf) = 16 length (ii) 31.5 Floor DL (psf) = 30 height (B) 10.0 Wall DL (psi) = 15 roof trio. (ft) 0.0 Boor trib. (ft) 13.0 Distance from HD to End of Wall (in) 6 Wall Thickness (in) 6 Shearwalf Anchored Into: Wood aspect ratio 0.3 F (lbs) 5481 shear (pit) 174 Seismic faotor 2WA 1.00 allowable shear (plo 26D suggested shearwall0 5 Mot (B -lbs) 64810 DL factorA = 1.06 A x wDL (pit) 572 End Post Compression (lbs) 3527 DL factor B 0.54 B x wDL (plo 292 End Post Uplift forAnchor Holdowns (lbs) 0 End Post U011ft for Straps (lbs) 0 F (lbs) 21528 shear (ph) 683 suggesfed shearwall # 7 Mot (ft Ibs) 215280 wDL (pit) 640 End Post Compresslon(!bs) 8499 DL factor C 0.60 C x wDL (pit) 324 End Post uplift for Anchor Holdowns (lbs) 1808 End Post Uplift for Straps (lbs) 1766 Maximum End Post Compression (lbs) 8499 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 1808 Recommended Anchor Holdown HTT4 Anchor at Mldwall #NIA Anchor at Comer AnchoratEndwall Controlling Strap Holdown Uplift (lbs) 1786 Recommended Strap Holdown at Midwall MSTC40 Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall I Line 3, Use: SW7 1 Project Name: Project No.: Eng.:Dale : Sugar Mill Apartments IF16-149 DBP 10/03/16 JSheet: 74 of 97 • Structural Engineering j Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) F Shear Wood Framing: Douglas -Fir Line : 3.4 VsEisMiC = 12,650 lbs SDs = 0.426g E = 0.70 x V = 8,855 lbs S.D.C. = D WafnND = 22,800 lbs 1.00 F - 0.60 x W = 13,680 lbs 380 suggested shearwall # total length of shear walls = 31.50 ft wall segments: 1 2 3 4 5 0 Roof DL (psf) = 16 length (R) 31.5 Floor DL (psf) = 30 height (R) 10.0 Wall DL (psf) = 15 roof fdb. fR) 0.0 floor tdb. (ft) 13.0 Distance from HD to End of Well (in) 6 Wall 7hicimess (fn) 6 ShearwallAnchored Into: Wood aspect ratio 0.3 Seismic F (lbs) 8855 shear (pH) 281 Seismic factor 2w11 1.00 allowable shear (pit) 380 suggested shearwall # 6 Mot (ft -lbs) 88550 DL factorA = 1.06 A x wDL (p#) 572 End Post Compression(lbs) 4619 DL factor S _ 0.54 . 8 x wDL (plt) 292 End Post Uplift forAnchor Holdown fibs) 0 End Post Uplift for Straps (ft) 0 Wind F (lbs) 13680 shear (pli) 434 suggested shearwall # 6 Mat (ft -lbs) W 136800 wDL (pli) 540 End Post Compresslon(!bs) 5995 DL factor C 0.60 G x wDL (ph) 324 End Post Uplift for AnchorHoldowns(lbs) 0 End Post Up1lR for Straps (lbs) 0 Maximum End Post Compression (lbs) 5995 Recommended Minimum End Post for Compression (2) 24 Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Comer Anchorat Endwall Controlling Strap Holdown Uplift (lbs) 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall Line 3. Use: SW6 Project Name: Project No.: Eng.: Date : Sugar Mill Apartments I IF 16-149 1 DBP I 10/03/16 ISheet: 0 75 of 97 ri • Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE QBC) Shear Wood Framing: Douglas -Fir Line VSEISM[C = 6,350 lbs SDs = 0.426g E=0.70xV= 4,445 lbs S.D.C. = D Wwwo = 9,330 lbs F = 0.60 x W = 5,598 lbs wDL (plo total length of shear wells = 31.50 fl wall segments: i 2 3 4 5 6 Roof DL (psf) = 16 length (ft) 31.5 Floor DL (psf) = 30 height (ft) 10.0 Wall DL (psf) = 15 roof trib. (ft) 0.0 floor trib. 0.0 Distance from HD to End of Well (in) 6 Wail Thickness (in) 6 5heanvatfAnchoredlnto: Wood aspect ratio 0.3 Seismic F (lbs) 4445 shear (pit) 141 Seismic factor 2wA 1.00 allowable shear (plo 260 suggested shaerwall # 5 Mot (ft -lbs) 44450 DL factorA = 1.06 A x wDL (pit) 159 End Post Compress_ion(tbs) 1926 DL factor 8 0.54 8 x wDL (plf) 81 End Post Uplift for Anchor Holdowns (lbs) neglect End Post UplIfi for Straps (Ibs) neglect Wind F ()ba) 5598 shear (plo 178 suggested shearwall # 5 Mot (ft lbs) 55980 wDL (plo 150 End Post Compression(lbs) 2239 DL factor C 0.60 C x wDL (plo 90 End Post Uplift for Anchor Holdowns(lbs) neglect End Post Uplift for Straps (lbs) neglect Maximum End Post Compression (lbs) 2239 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown I IF] 6-149 Anchor at Midwall 1 10/03/16 Anchor at Comer Anchor atEndwaR Controlling Strap Holdown Uplift (ft) 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall I Line 4, Use: SW5 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I IF] 6-149 1 DBP 1 10/03/16 1 760197 T-ennStructural Engineering I Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) f Shear Wood Framing: Douglas -Fir Line :F4.2 VSEISMIC = 20,600 lbs SDs = 0.426g E = 0.70 x V - 14,420 lbs S.D.C. = D WWIND = 48,530 We F=0.60xW= 29,118 We wing F (Ibs) total length of shear walls = 34.00 ft well segments: 1 2 3 4 5 6 Roof DL (psfj = 16 length (ft) 34.0 Floor DL (psf1= 30 height (R) 10.0 Wall DL (psfj = 15 roof tdb. (R) 0.0 floor tdb. (R) 13.0 Distance from HD to End of Wall (in) 6 Wall Thickness (in) 6 Shearwall Anchored Into.- Concrete aspect ratio 0.3 Selsmlc F (lbs) 14420 shear (ply 424 Seismic factor 2w/1 1.00 allowable shear (pit) 490 suggested shesrwall # 7 Mot (ft -lbs) 144200 DL factorA = 1.06 A x wDL (pto 572 End Post Compressionabs) 6069 DL factor 8 0.54 B x wDL (p#) 292 End Post Uplift forAnchor Holdowns (Ibs) 0 End Post Uplift for Straps (lbs) 0 wing F (Ibs) 29118 shear (pit) 856 suggested shearwall # 9 Mot (04b a) 291180 wDL (pit) 540 End Post Compression(Ibs) 10234 DL factor C 0.60 C x wDL (pit) 324 End Post Uplift torAnchor Hold owns (lbs) 3155 End Post Uplift for Straps (Ibs) 3120 Maximum End Post Compression (Ibs) 10234 Recommended Minimum End Post for Compression (2) 2.6 Controlling Anchor Holdown Uplift (lbs) 3155 Recommended Anchor Holdown HTT4 Anchor at Midwell 172" Anchor Anchor at Comer 172" Anchor Anchor at Endwall 172" Anchor Controlling Strep Holdown Uptiit Obs) 3120 Recommended Strap Holdown at Midwall STHD10 Recommended Strap Holdown at Corner STHDII o Recommended Strap Holdown at Endwall 8THD14 Line 4. Use: SW9 (� Project Name: Project No.: Eng.: JDate: ISheet: Sugar Mill Apartments IF16-149 DBP 10/03/16 77 of 97 IMMM Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear WoodFrdming: Douglas -Fir Line : 4.3 allowable shear (pM 380 suooested shearwall # 6 Mot (tt-lbs) VSEISMIC = 17,830 Ibs SDs = 0.426g A x wDL (pit) E=0.70xV- 12,481 lbs S.Q.C.= D DL factor 8 WwIND = 35,880 -lbs End Post Compresslon(lbs) 7991 DL factor C F = 0.60 x W - 21,528 Ibs 324 End Post Uplift for Anchor Holdown (lbs) 880 End Post Uplift for Straps (Ibs) total length of shear walls = 34.00 ft wall segments. 1 2 3 4 5 B Roof DL (psf) = 16 length (B) 34.0 Floor DL (psf) = 30 height (N) 10.0 Wall DL (psi) = 15 roof trib. (ft) 0.0 Boor Crib. (B) 13.0 Distance from HD to End of Wall (in) fi Wall Thickness (in) 6 ShearweAAnchoradInto., Wood aspect rado 0.3 smic F (ma) 12481 shear (p10 367 Seismic factor 2w)4 1.00 allowable shear (pM 380 suooested shearwall # 6 Mot (tt-lbs) 124810 DL factorA = 1.06 A x wDL (pit) 572 End Post Compression(lbs) 5488 _ DL factor 8 0.54 8 x wDL (P#) 292 End Post UpliRfor Anchor Holdowns(lbs) 0 End Post Uplift. for Straps (Ibs) 0 wind F (lbs) 21528 shear (pli) 633 suggested shearwall # 7 Mot (8 -lbs) 215280 wDL (P#) 540 End Post Compresslon(lbs) 7991 DL factor C 0.60 C x wDL (ph) 324 End Post Uplift for Anchor Holdown (lbs) 880 End Post Uplift for Straps (Ibs) 871 Maximum End Post Compression fibs) 7991 Recommended Minimum End Post for Compression (2) W Controlling Anchor Holdown Uplift (lbs) 880 Recommended Anchor Holdown LTT200 Anchorat Midwell #NIA Anchor at Comer Anchor at Endwall. Controlling Strap Holdown Uplift (Ibs) 871 Recommended Strap Holdown at Midwall msmm Recommended Strap Holdown at Comer Recommended Strep Holdown of Endwall Line 4, Use: 31N7 Project Name: Project No.: Eng.: Date : Sugar Mill Apartments I 1F16-149 I DBP I 10/03/16 ISheet: [M 78 of 97 • Structural Engineering F L l Wood Stud Shear Walls 20112 INTERNATIONAL BUILDING CODE (IBC) r Shear Wood Framing. DouglasFlr Line f� VSEISMIC = 12,650 lbs Sas = 0.4269 � )J E=0.70xV= 8,855 lbs S.D.C.= D VVWIND = 22,800 lbs r-1 F e D.60 x W = 15,060 lbs total length of shear walls = 34.00 R L wall segments: 1 Z 3 4 5 6 Roof DL (psf) = 16 length (ft) 34.0 L�Floor DL (psi) = 30 height (ft) 10.0 J Wall DL (psf) = 15 roof trib. (it) 0.0 Noor Crib. (H) 13.0 ILI - Distance from HD to End of Wall (in) 6 welt Thickness (in) 6 ShesmallAnchoredInto. Wood aspect ratio 0.3 LI F (lbs) 8855 shear (pff) 260 Seism 1c factor 2 w 1.00 allowable shear (plo 380 suggested shearwall # 6 Mot (ft -lbs) 88550 DL factorA = 1.06 A x wDL (p!f) 572 End Post Comprosslon(lbs) 4402 DL factor B 0.54 B x wDL (p!N 292 End Post Uplift for Anchor Holdown (lbs) 0 End Post Uplift for Straps (lbs) 0 Wind F (!bs) 13680 shear (ph) 402 suggested shearwall # 6 Mot (!t -lbs) 136800 wDL (plf) 540 End Post Compression(fbs) 5671 DL factor C 0.60 C x wDL (pit) 324 End Post Uplift for Anchor Holdowns (lbs) 0 End Post Uplift for Straps (lbs) 0 Maximum End Post Compression (lbs) 5671 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 _— Recommended Anchor Holdown Anchor at Mldwall Anchor at Comer l Anchor at Endwall L Ji Controlling Strep Holdown Uplift (lbs) 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall Line 4, Use: SW6 Project Nome: Project No.: Eng.: JDate: ISheell: Sugar Mill Apartments I IF16-149 I DBP 10/03/16 79 of 97 W,,TvRkM Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : 4.5 allowable shear (ply 260 suggestedshearwall.# 5 Mot (ft lbs) VselsMlc = 6,350 lbs Sas = 0.4269 A x wDL (plo E = 0.70 x V = 4,"5 We S.D.C. = D DL.factor8 WWIND = 9,330 We 2107 DL factor C Fw0A0xWF 5,598 lbs total length of shear walls= 34.00 It wall segments: 1 2 3 4 5 6 Roof DL (psf) = 16 length (ft) 34.0 Floor DL (psi = 30 height (ft) 10.0 Wall DL (psf) = 15 roof tdb. (ft) 0.0 floor trib. (ft) 0.0 Distance from Hb to End or Wag (in) 6 Wall Thlcknass (in) 6 ShearwallAnchoredInto: Wood aspect ratio 0.3 smlc F (Ibs) 4445 shear (plf) 131 Seismic factor 2w/1 1.00 allowable shear (ply 260 suggestedshearwall.# 5 Mot (ft lbs) 44450 DLfactorA= 1.06 A x wDL (plo 159 End Post Compression(lbs) 1818 DL.factor8 0.54 8 x wDL (pit) 81 End Post Uplift forAnchor Holdowns (lbs) 0 End Post Uplift for Straps (lbs) 0 F (lbs) 5598 sheer'(pM 165 suggested shearwall # 5 Mot (R -lbs) 55980 wDL (011) 150 End Post Compressfon(lbs) 2107 DL factor C 0.80 C x wDL (pit) 90 End Post Uplift forAnchor Holdown (lbs) neglect End Post Uplift for Straps (1bs) neglect Maximum End Post Compression (lbs) 2107 Recommended Minimum End Post for Compression (2) 2x6 Conf rolling Anchor Holdown, Uplift (lbs) 0 Recommended Anchor Holdown Anchor at Mldwall Anchorat Comer Anchor at Endwall Controlling Strap Holdown Uplift (Ibs) 0 Recommended Strap Holdown at Midwell Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwall Line 5, Use: SW5 Project Name: Project No.: Eng.: Date: Sheet: Sugar Mill Apartments I 1F16-149 1 DSP 1 10/03/16 1 80 of 97 lrd":MM Structural Engineering Wood Stud Shear Walls �} 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line: 5.2 V868Mio = 10,300 lbs SDs = 0.4269 E - 0.70 x V = 7,210 lbs S.D.C. = D WWiND = 24,260 lbs F = O.BO x W m 14,556 lbs Line 5, Use: SW7 [ Project Name: Project No.: Eng.: Date : Sheet j Sugar MITI Apartments I 1F1&149 DBP 10/03/16 1 81 of 97 total length of shear walls = 24.00 0 wall segments: 1 2 3 4 5 6 Roof DL (psf) = 16 length (ft) 24.0 Floor DL (psf) = 30 height (ft) 10.0 Wali DL (peg = 15 roof h'1b. (ft) 0.0 floor Crib. ft) 13.0 .Distance tram HD to End of Well (in) 6 Wall Thickness (in) 6 SheanvellAnchoredlnto. Concrete aspect ratio 0.4 Seismic F (ft) 7210 shear (plo 300 Seismic factor 2wR 1.00 allowable shear (plf) 380 suggested shearwall # 6 Mot (N -lbs) 72100 .._ . DL factor = 1.06 A x wDL (ply 572 End Post Compression lbs 4847 DLfactor B 0.54 B x wDL (plo 292 End Post Uplift for Anchor Noldown (lbs) 0 End Post Uplift for Straps (lbs) 0 Wind F pbs) 14556 shear (plf) 607 suggested ahearwall # 7 Mot (ft -lbs) 145560 wDL (plo 540 End Post Compression (lbs) 7739 DL factor C 0.60 C x wDL (plo 324 End Post Uplift forAnchor Hold owns (lbs) 2277 End Post Uplift for Straps (!bs) 2241 Maximum End Post Compression (fes) 7739 Recommended Minimum End Post for Compression (2) 2x6 Contmiling Anchor Noldown Uplift (lbs) 2277 Recommended Anchor Noldown HTT4 Anchor at Midwall 112^ Anchor Anchor at Comer 112" Anchor Anchor at Endwell 1W Anchor Controlling Strap Noldown Uplift (lbs) 2241 Recommended Strap Noldown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended StraD Noldown at Endwali STHD10 Line 5, Use: SW7 [ Project Name: Project No.: Eng.: Date : Sheet j Sugar MITI Apartments I 1F1&149 DBP 10/03/16 1 81 of 97 • Structural Engineering r Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) 1 Shear WwdFmming: Douglas -Fir I Lite VeasMic = 8,910 Ibs SDs = 0.4269 E 0.70 x V = 6,237 Ibs S.D.C. = D C. 1111WIND = 17,940 Ibs 1.00 r.. F = 0.60x W- 70,764 Ibs 260 _suggested shearwall # total length of shear walls = 24.00 R wall segments: 1 2 3 4 5 6 Roof DL (psf) = 16 length (ft) 24.0 r- Floor DL (psf = 30 height (ft) 10.0 Wall DL (psfj = 15 roof b1b. (ft) 0.0 DL factor B 0.54 floor trib. (ft) 6.0 - Distance from ND to End of Wall (In) 6 Wall Thickness (in) 6 ti- Sheanmil Anchored into: Wood aspect ratio 0.4 Seismic F (lbs) 6237 shear (pit) 260 Seismic factor 2w17 1.00 alloweble shear (pit) 260 _suggested shearwall # 5 Mot (ff Ibs) 62370 DL fadorA = 1.06 A x wDL (plo 350 End Post Compressionpbs) 3745 DL factor B 0.54 B x wDL (plt) 178 End Post Uplift for Anchor Hofdowns (ft) neglect End Post Uplift for Straps (Ibs) neglect Wind F (lbs) 10764 shear (plo 449 suggested shaerwail # 6 Mot (ft lbs) 107640 wDL (ph) 330 End Post Compression (Ibs) 5513 DL factor C 0.60 C x wDL (pit) 198 End Post Uplift forAnchor Holdowns (ibs) 2191 End Post UpIHt for Straps (Ibs) 2156 Maximum End Post Compression (Ibs) 5513 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 2191 Recommended Anchor Holdown HTT4 Anchor at Mldwall #N1A Anchorat Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) 2156 Recommended Strap Holdown at Midwall MSTC40 Recommended Strep Holdown at Comer Recommended Strap Holdown at Endwaff Line 5, Use: SWB Project Name: Project No.: Eng.: Sugar Mill Apartments I IF 16-149 1 DBP JDate: 10/03/16 ISheet: 82 of 97 IF37:@'M Structural Engineering C Wood. Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) IShear Wood Framing: Douglas-Rr L , Line : 5.4 13 x wDL (plo 178 End Post Uplift forAnchor Holdowns (lbs) 0 End Post Uplift. for Slaps fibs) 0 Wind F (1b a) 6840 shear (plo VSEISMIG = 6,330 lbs SDs = 0.4269 5 Mot (ft -lbs) 68400 E = 0.70 x V = 4,431 lbs S.D.C. = D End Post Compresslon(lbs) 3867 DL factor C 0.60 C x wDL (plf) 198 End Post Uplift forAnchor Holdowns (lbs) WOND = 11,400 ms End Post Uplift for Straps (lbs) r Recommended Strap Holdown at Endwall F = 0.Bo x w = 6,840 lbs total length of shear wells = 24.00 it wall segments: 1 x 3 4 5 6 Roof DL (psf) = 16 length (ft) 24.0 Floor DL (pat) = 30 height (ft) 10.0 Wall DL (psf) = 15 rooftrlb. (ft) 0.0 floor t6b. (ft) 6.0 Distance from HD to End oiwall (in) 6 Thickness (In) 6 JJJWall ShearwaffAnchored Into: Wood aspect ratio 0.4 Seismic F (lbs) 4431 shear (Ph) 185 Seismic factor 1.00 allowable shear (plo 260 suggested shearwall # 5 �.. Mot (R !bs) 44310 DL factorA = 1.06 C } A x wDL (plo 350 End Post Compression bs 2973 L, DL factorE 0.54 13 x wDL (plo 178 End Post Uplift forAnchor Holdowns (lbs) 0 End Post Uplift. for Slaps fibs) 0 Wind F (1b a) 6840 shear (plo 285 suggested shearwall # 5 Mot (ft -lbs) 68400 wDL (010 330 End Post Compresslon(lbs) 3867 DL factor C 0.60 C x wDL (plf) 198 End Post Uplift forAnchor Holdowns (lbs) neglect End Post Uplift for Straps (lbs) neglect Maximum End Post Compression (lbs) 3867 Recommended Minimum End Post for Compnmsion (2) W Controlling Anchor Holdown Uplift fibs) 0 Recommended Anchor Holdown I DBP Anchor at Midwall 1 830197 IM AnchoratComer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) 0 Recommended Strap Holdown at Midiwall Recommended Strap. Holdown at Comer Recommended Strap Holdown at Endwall I Line 5, Use: SW5 1 Project Name: Project No.: Eng.: Date: Sheet : Sugar Mill Apartments I IF16-149 I DBP 1 10/03/16 1 830197 IM 1 - • Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) ( Shear Wood Frsming:Douglas-Fir Line :15.5 WEISMIC = 3,180 lbs SDS = 0.4269 E = 0.70 x V = 2,226 lbs S.D.C. = D WWNo = 4,660 lbs 1.00 F = 0.60 x W = 2,796 lbs 260 suggested shearwall # total length of shear walls = 24.00 ft wall segments. 1 x 3 4 5 6 Roof DL (psi) = 16 length (0) 24.0 Floor DL (psi) = 30 height (ft) 10.0 Wall DL (psi) = 15 roof h1b. (ft) 3.0 floor trib. (ft) 0.0 Distance from ND to End of Wall (in) 6 Wall Thickness (in) 6 .Sheanvaff Anchored Into: wood aspect ratio 0.4 SelsmIc F (lbs) 2226 shear (pit) 93 Seismic factor 2w# 1.00 allowable shear (plf) 260 suggested shearwall # 5 Mot (ft -lbs) 22260 DL factor = 1.06 A x wDL (pit) 210 End Past Co_m�oresslon(lbs) 1599 DL factor B 0.54 B x wDL (plt) 107 End Post Uplift for Anchor Holdown (lbs) 0 End Post Uplift for Straps (lbs) 0 Wind F (lbs) 2796 shear (ph) 117 suggested shearwall # 5 Mot (ft lbs) 27960 wDL (plo 198 End Post Compressionpbs) 1771 DL factor C _ 0.60 C x wDL (ph) 119 End Post Uplift forAnchorHoldowns (lbs) 0 End Post Uplift for Straps {lbs) 0 Maximum End Post Compression (lbs) 1771 Recommended Minimum End Post for Compression (2) W _ Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) 0 Recommended Strap Holdown at Mldwall Recommended Strap Holdown at Comer Recommended Strap Holdown at Endwell Line 6, Use: SW5 Project Name: Project No.: Eng.: jDate: JSheet: Sugar Mill Apartments IF16-149 D8P 10/03/16 84 of 97 f"" l - • Structural Engineering r-� FOUNDATION DESIGN Project Name; Project No.: Eng.: Sugar Mill Apartments I IF 16-149 1 DBP JDate: 10/03/16 ISheet: 85 of 97 Structural Engin Continuous Concrete Wali Footings Strength Design per ACI 318-11 Mark: Wall I Eng.: Sugar Mill Apartments I IF16-149 1 DBP JDate: 10/03/16 JSheet:Protect 86 of 97 Allowable q (psf) = 3000 U =1.2DL + 1.$LL Code Increases (Y/N)= N DL LL trib(ft) P DL (k/ft) P LL (ktff) Pu (ktft) roof 16 35 20 0.32 0.70 1.50 floor 30 40 9 0.27 0.36 0.90 way 15 0 20 0.30 0.00 0.36 mist. 51 0 20 1.02 0.00 1.22 Total(ki t) = 1.91 1.06 3.99 Footina Dimensions Width (in) = 24 Adjusted q (psf) = 3000 Thickness (in) = 10 Allowable qu (pso = 4028.283 gmax (psf) = 1994 OK Footing Type: StHp(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S Continuous Reinforcin Rebar Size = #4 Checkp area of bar(in^2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 3 Use p = 0,0018 As req(in"2)= 0.432 Transverse Reinforcing Not Required Rebar Size = 94 area of bar(in"2) = 0.20 L' (ft) = 0.67 bar diameter(in) = 0.50 Mu (k -ft) = 0.24 Spacing (in) = 280 d (in)= 6.25 As req(in"2/ft)= 0.01 Max. Point Load: stemwall width(in) = 8 stemwall height(in) = 36 Pmax (kips) = 49.0 unfactored Other Parameters fy (psi) = 60000 fc (psi) = 2500 B1 = 0.85 Reinforcement Top and Bottom(Y/N) = N Check p P = 0.0001 Min p = 0.0033 Max p = 0.0134 Use p = 0.0033 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Lda (in) = 12 Available Ld (in) = 19.3 Wall 1 Use: 24" wide x 10" thick Continuous Concrete Footing w/ 3 #4 Continuous Name: Project No.: Eng.: Sugar Mill Apartments I IF16-149 1 DBP JDate: 10/03/16 JSheet:Protect 86 of 97 i 1 • Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: Wall 2 Footina Dimensions J Width (in) = 24 Adjusted q (psf) = 3000 Thickness (in) = 10 Allowable qu (psf) = 4210.896 gmax (psf) = 2995 OK Footing Type: Strip(S) or Tumdown Edge(T) or Monolithic wlSlab(M) = S Continuous Reinforcing Rebar Size = #4 Check p i_. area of bar(in'2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 l ] Total Bars = 3 Use p= 0.0018 As req(in^2)= 0.432 Allowable q (psf) a 3000 Code Increases (YIN)= N Max. Point Load: stemwall width(in) = 8 stemwall height(In) = 36 Pmax (kips) = 49.0 unfactored Other Parameters fy (psi) = 60000 fc (psi) = 2500 B1 = 0.85 Reinforcement Top and Bottom(Y/N) = N Transverse Reinforcing Not Required Eng. ; Rebar Size = #4 Sheet: U =1.2DL + 1.6LL area of bar(in^2) = 0.20 DL LL trib(ft) P nL (k/ft) P LL (klft) Pu (klft) roof 16 35 17.5 0.28 0.61 1.32 floor 30 40 9 0.27 0.36 0.90 wall 15 0 67 1.01 0.00 1.21 misc. 45 100 12 0.54 1.20 2.57 Total(klft) = 2.10 2.17 5.99 Footina Dimensions J Width (in) = 24 Adjusted q (psf) = 3000 Thickness (in) = 10 Allowable qu (psf) = 4210.896 gmax (psf) = 2995 OK Footing Type: Strip(S) or Tumdown Edge(T) or Monolithic wlSlab(M) = S Continuous Reinforcing Rebar Size = #4 Check p i_. area of bar(in'2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 l ] Total Bars = 3 Use p= 0.0018 As req(in^2)= 0.432 Allowable q (psf) a 3000 Code Increases (YIN)= N Max. Point Load: stemwall width(in) = 8 stemwall height(In) = 36 Pmax (kips) = 49.0 unfactored Other Parameters fy (psi) = 60000 fc (psi) = 2500 B1 = 0.85 Reinforcement Top and Bottom(Y/N) = N Transverse Reinforcing Not Required Eng. ; Rebar Size = #4 Sheet: Checkp area of bar(in^2) = 0.20 L' (ft) = 0.67 p = 0.0002 bar diameter(in) = 0.50 Mu (k -ft) = 0.36 Min p = 0.0033 Spacing (in) = 186 d (in)= 6.25 Max p = 0.0134 As req(in"21ft)= 0.01 Use p = 0.0033 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 19.3 Wall 2 Use: 24" wide X10" thick Continuous Concrete Footing wT 3 #4 Continuous Project Name: Project No.: Eng. ; Date i Sheet: Sugar Mill Apartments IF 16-149 DBP 10/03/1 67 87 of 97 Structural Engineering F1 LJ Continuous Concrete Wall Footings i Strength Design per ACI 318-11 l r Mark: Wall 3 Project No.: Eng.:Date : Allowable q (psQ = 3000 Sugar Mill Apartments IF 16-149 DBP 10/03/16 U =1.2DL + 1.6LL Code Increases (YIN) = N DL LL tdb(ft) P DL (kfft) P LL (kfft) Pu (kfft) roof 16 35 3 0.05 0.11 0.23 floor 30 40 18 0.54 0.72 1.80 wall 15 0 20 0.30 0.00 0.36 mist. 51 0 20 1.02 0.00 1.22 Total(kfft) w 1.91 0.83 3.61 Footing Dimensions Max. Point Load: Width (in) = 24 Adjusted q (psf) = 3000 stemwall width(in) = 8 Thickness (in) = 10 Allowable qu (psf) = 3962.239 stemwall height(in) = 36 gmax (psf) = 1805 OK Pmax (kips) = 49.0 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic wlSlab(M) = S unfactored �J Continuous Reinforcing Rebar Size= #4 Check p . Other Parameters. area of bar(102) = 0.20 Mitr p = 0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p = 0.0134 fe (psi) = 2500 Total Bars = 3 Use p = 0.0018 B1 = 0.85 �- As req(in"2)= 0.432 Reinforcement Top and BottornMN) = N Transverse Reinforcing Not Required Rebar Size = #4 Check p Check Development Length l area of bar(in^2) = 0.20 L' (ft) = 0.67 p = 0.0001 fy (psi) = 60006 L J bar diameter(in) = 0.50 Mu (k -ft) = 0.22 Min p = 0.0033 Ldi (in) = 24.0 Spacing (in) = 310 d (in) = 6.25 Max p = 0.0134 Ldz (in) = 12 r� As req(in^2/ft)= 0.01 Use p = 0.0033 Ld3 (in) = 12 `- Less than Pmax, OK Available Ld (in) = 19.3 Wall 3 Use: 24" wide x 10" thick Continuous Concrete Footing w13 #4 Continuous Project Name: Project No.: Eng.:Date : Sugar Mill Apartments IF 16-149 DBP 10/03/16 JSheet 88 of 97 l I . • • Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: Wall 4 Allowable q (psf) = 3000 Code Increases (YIN) = N Footing Dimensions F� DL LL trib(ft) P DL (k/ft) U =1.2DL + 1.6LL P LE (klft) Pu (klft) roof 16 35 0 0.00 0.00 0.00 floor 30 40 39 1.17 1.56 3.90 wall 7 0 40 0.28 0.00 0.34 misc. 45 100 0 0.00 0.00 0.00 area of bar(in^2) = 0.20 Min p = 0.0018 Total(klft) _ 1.45 1.56 4.24 Allowable q (psf) = 3000 Code Increases (YIN) = N Footing Dimensions F� _. Max. Point Load: L Width (in) = 24 Adjusted q (psf) = 3000 mono footing width(in) = 0 Thickness (in) = 10 Allowable qu (psf) = 4221.927 mono footing thickness = 0 ( l q -ax (psf) = 2118 OK Pmax (kips) = 13.0 LJ Footing Type: Strip(S) or Tumdown Edge(T) or Monolithic w/Slab(M) = M unfactored Continuous Reinforcing JRebar Size = #4 Check p Other Parameters area of bar(in^2) = 0.20 Min p = 0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p = 0.0134 fc (psi) = 2500 Total Bars = 3 I Use p = 0.0018 B1 = 0.85 As req(in"2)= 0.432 Reinforcement Top and Bottom(Y/N) = N L Transverse Reinforcing Not Required Rebar Size = #4 Check p Check Development Length r area of bar(in"2) = 0.20 L' (ft) = 1.00 p = 0:4003 fy (psi) = 60000 I bar diameter(in) = 0.50 Mu (k -ft) = 0.57 Min p = 0.0033 Ldi (in) = 24.0 Spacing (in) = 117 d (in)= 6.25 Max p = 0.0134 Ld2 (in) = 12 As re q(' in"21ft = 0.02 )- Use p= 0.0033 Lda (in) = 12 Less than pmex, OK Available Ld (in) = 15.3 Wall 4 Use: 24" wide Continuous Footing Mono wl Slab w/ 3 #4 Continuous Traject Name: Project Na.: JEng, : Date: Sheet : Sugar Mill Apartments IF16-149 DBP 10/03/16 89 of 97 EnTOITE Structural Engineering Mark: Wall 5 Continuous Concrete Wall Footings Strength Design per ACI 318-11 Allowable q (psf) = 3000 U = 1.2DL + ULL Code Increases (WN) = N Total(klft) = 0.91 0.84 2.44 Footina Dimensions Width (in) = 24 Adjusted q (psf) = 3000 Thickness (in) = 10 Allowable qu (psf = 4176 qm- (psf = 1218 OK Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = M Continuous Reinforcin Rebar Size = #4 Checkp area of bar(in"2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 3 Use p = 0.0018 As req(in^2)= 0.432 Transverse Reinforcing w Not Required Rebar Size= #4 area of bar(in^2) = 0.20 L' (ft) = 1.00 bar diameter(in) = 0.50 Mu (k -ft) = 0.33 Spacing (in) = 204 d (in)= 6.25 As req(In^21ft)= 0.01 Max. Point Load: mono footing width(in) = 0 mono footing thickness = 0 Pmax (kips) = 13.0 unfaetored Other Parameters fy (psi) = 60000 fc (psi) = 2500 BI = 0.85 Reinforcement Top and Bottom(Y/N) = N Check p p = 0.0002 Min p = 0.0033 Max p = 0.0134 Use p = 0.0033 Less than Amax, OK Check Development Length fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 15.3 Wall 5 Use: 24" wide Continuous Footing Mono w/ Slab w/ 3 #4 Continuous j' Project Name: Project No.: : Date : Sheet: Sugar Mill Apartments IF16-149 Eng.DBP 1 10/03/16 1 90 0f 97 DL Lt- trib(ft) . P DL (klft) P LL (klft) Pu (k/ft) roof 16 35 0 0.00 0.00 0.00 floor 30 40 21 0.63 0.84 2.10 wall 7 0 40 0.28 0.00 0.34 misc. 45 100 0 0.00 0.00 0.00 Total(klft) = 0.91 0.84 2.44 Footina Dimensions Width (in) = 24 Adjusted q (psf) = 3000 Thickness (in) = 10 Allowable qu (psf = 4176 qm- (psf = 1218 OK Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = M Continuous Reinforcin Rebar Size = #4 Checkp area of bar(in"2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 3 Use p = 0.0018 As req(in^2)= 0.432 Transverse Reinforcing w Not Required Rebar Size= #4 area of bar(in^2) = 0.20 L' (ft) = 1.00 bar diameter(in) = 0.50 Mu (k -ft) = 0.33 Spacing (in) = 204 d (in)= 6.25 As req(In^21ft)= 0.01 Max. Point Load: mono footing width(in) = 0 mono footing thickness = 0 Pmax (kips) = 13.0 unfaetored Other Parameters fy (psi) = 60000 fc (psi) = 2500 BI = 0.85 Reinforcement Top and Bottom(Y/N) = N Check p p = 0.0002 Min p = 0.0033 Max p = 0.0134 Use p = 0.0033 Less than Amax, OK Check Development Length fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 15.3 Wall 5 Use: 24" wide Continuous Footing Mono w/ Slab w/ 3 #4 Continuous j' Project Name: Project No.: : Date : Sheet: Sugar Mill Apartments IF16-149 Eng.DBP 1 10/03/16 1 90 0f 97 1 • Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: Stair Tower 3 Footina Dimensions Width (in) = 36 Adjusted q (psf) = 3000 Thickness (in) = 12 Allowable qu (psf) = 3956.397 r gmax (psf) = 3367 OK : Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S Continuous Reinforcing Rebar Size = #4 Checkp 1 area of bar(in^2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 4 Use p = 0.0018 -. As req(in^2)= 0.7776 Allowable q (psf) = 3000 Code Increases (YIN) = N Max. Point Load: stemwall width(in) = 8 stemwall height(in) = 96 Pmax (kips) = 166.5 unfactorad Other Parameters fy (psi) = 60000 fc (psi) = 2500 al = 0.85 Reinforcement Top and Bottom(Y/N) = N Transverse Reinforcing Not Required Eng.: Rebar Size = #4 U = I.2DL + 1.6LL area of bar(in"2) = 0.20 DL LL trib(ft) P DL (k/ft) P LL (k/ft) Pu (kfft) roof 16 35 5 0.08 0.18 0.38 floor 45 100 21 0.95 2.10 4.49 wall 70 0 48 3.36 0.00 4.03 misc. 100 0 10 1.00 0.00 1.20 Total(klft) = 5.39 2.28 10:10 3 Footina Dimensions Width (in) = 36 Adjusted q (psf) = 3000 Thickness (in) = 12 Allowable qu (psf) = 3956.397 r gmax (psf) = 3367 OK : Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S Continuous Reinforcing Rebar Size = #4 Checkp 1 area of bar(in^2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 4 Use p = 0.0018 -. As req(in^2)= 0.7776 Allowable q (psf) = 3000 Code Increases (YIN) = N Max. Point Load: stemwall width(in) = 8 stemwall height(in) = 96 Pmax (kips) = 166.5 unfactorad Other Parameters fy (psi) = 60000 fc (psi) = 2500 al = 0.85 Reinforcement Top and Bottom(Y/N) = N Transverse Reinforcing Not Required Eng.: Rebar Size = #4 Check p area of bar(in"2) = 0.20 L' (ft) = 1.17 p = 0.0003 bar diameter(in) = 0.50 Mu (k -ft) = 1.24 Min p = 0.0033 Spacing (in) = 71 d (in)= 8.25 Max p = 0.0134 As req(in"2/ft)= 0.03 Use p = 0.0033 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldi (in) = 24.0 Ldz (in) = 12 Ld3 (in) = 12 Available Ld (in) = 27.3 Stair Tower Use: 36" wide x'12" thick Continuous Concrete Footing w/ 4 #4 Continuous Project Name: Projeci No.: Eng.: Sugar Mill Apartments I IF16-149 I DBP JDate: 10/03/16 JSheei: 91 of 97 IL&iLekM Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: F36 Loads: M = 1.2DL + l.BLL) Material Data P Self (k) = 1.09 M DL (k -ft) = 0.00 Allowable q (psf) = 3000 P DL (k) = 12,50 M LL (k -ft) = 0.00 fc (psi) = 2500 B f = 0.85 P LL (k) = 12.50 Accidental Eccentricity = N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 36.3 Mu (k -ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Project Name: Footing Dimensions: ColumnlPler Base: Shear Check: f Long (ft) = 3 Long Direction (in) = 12 Punching Vc (psi) = 170 Short (ft) = 3 Short Direction (in)= 12 Wide Sm Vc (psi) = 85 j} L Thickness (in) = 10 Wide Bm Shear Cap. (Iblin) > Shear Force (lb/in) F % in centerband B= 100% 574 > 147 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures: 86 > 26 OK q min (psf) = 2899 q max (psf) = 2899 OK qu-Mex (psf = 4034 qu at edge of base (psf) = 4034 qu-min (psf) = 4034 qu at edge of base (psfj =,4034 Reinforcing: Reinforcement Top and Bottom(Y/N) = N I Base As(min) on caldd As(4/3) (WN) = Y LA Long Direction _ Check p Check Development Length �l U long (ft) = 1.00 Bar size = #4 p = 0.0008 Fy (psi) = 60000 ) Mu (k -ft) = 2.02 area of bar = 0.20 Min p = 0.0011 Ldi (in) = 24.0 d (in)= 6.75 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(in42/ft)= 0.07 Spacing (in) = 27 Use p = 0.0011 Ld3 (in) = 12 E Total Bars = 2 Less than Amax, OK Available Ld (in) = 27.8 OK Short Direction Check p Check Development Length 'i J U short (ft) = 1.00 Bar size= 94 p = 0.0004 Fy (psi) = 60000 Mu (k -ft) = 1.01 area of bar = 0.20 Min p = 0.0006 Ldi (in) = 24.0 d (in)= 6.25 bar diameter = 0.5 Max p = 0.0134 Ld2 (in) = 12 L J As req(in^2/ft)= 0.03 Spacing (in) = 54 Use p = 0.0006 Ld3 (in) = 12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 27.3 OK L F36 Use: 3.0 feet longx 3A feet wide x 10" thick Footing g W/ 2 #4 Each Way i1 Project Name: Project No.: Eng.: bate : Sugar Mill Apartments IF16-149 DBP 10/03/16 ISheei 92 of 97 rs.-Term Structural Engineering Concrete Pad Footing Strength Design per ACI 315-11 Mark: I F42 Loads: (U = 4.2DL + ?.BLL) P self (k) = 1.48 M DL (k -ft) = 0.00 P DL (k) = 17.00 M LL (k -ft) = 0.00 P LL (k) = 17.00 Accidental Eccentricity= N Pu (k) = 49.4 Mu (k -ft) _ 0.00 OK e (ft) = 0.00 �) within middle 3rd Material Data Allowable q (psf) = 3000 fc (psi) = 2500 B 1 = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) = 3.5 Long Direction (in) = 12 Punching Vc (psi) = 170 Short (ft) = 3.5 Short Direction (in)= 12 Wide Bm Vc (psi) = 85 Thickness (in) = 10 Wide Sm Shear Cap. (lblin) > Shear Force (Iblin) in center band B= 100% 574 9 231 OK Punching Shear Resistance (k) > Applied Force (k) Project Name: Bearing. Pressures: Eng.: 86 40 OK Sugar Mill Apartments q min (psf) = 2896 q max (psf) = 2896 OK ISheet: 93 of 97 �) qu-m- (psf) = 4031 qua# edge of base (psf) = 4031 qu-min (psf) = 4031 qu at edge of base (psf) = 4031 r.. Reinforcing: Reinforcement Top and Bottom(Y/N) = N c Base As(min) on caidd As(4/3) (YIN) = Y J Long Direction Check p Check Development Length U long (ft) = 1.25 Bar size= #4 p = 0.0013 Fy (psi) = 60000 Mu (k -ft) = 3.15 area of bar = 0.20 Min p = 0.0017 Ldi (in) = 24.0 d (in)= 6.75 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(In^2/ft)= 0.11 Spacing (in) = 17 Use p = 0.0017 Ld3 (in) = 12 f Total Bars = 3 Less than pmax, OK Available Ld (in) = 30.8 OK Short Direction Check p Check Development Length U short (ft) = 1.25 Bar size = #4 p = 0.0007 Fy (psi) = 60000 Mu (k -ft) = 1.57 area of bar = 0.20 Min p = 0.0009 Ldf (in) = 24.0 d (in)= 6.25 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(in"2/ft)= 0.05 Spacing (in) = 34 Use p = 0.0009 Ld3 (in) = 12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 30.3 OK h F42 Use: 3.5 feet long x 3.5 feet wide x 10" thick Footing wl 3 #4 Each Way L Project Name: Project No.: Eng.: Sugar Mill Apartments 1 1r16-149 1 DBP IDate: 10/03/16 ISheet: 93 of 97 • Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 Mark: I F48 Loads:U=1.2DL + 1.6LO P self (k) = 2.32 M DL (k -ft) = 0.00 P DL (k) = 22.75 M LL (k -ft) = 0.00 P LL (k) = 22.75 Accidental Eccentricity = N Pu (k) = 66.5 Mu (k -ft) = 0.00 JDate 10/03/16 e (ft) = 0.00 Short Direction (in)= 12 within middle 3rd Material Data Allowable q (psf) = 3000 f c (psi) = 2500 B i = 0.85 Bars #3 and smaller, Fy (ksi) = 40 Bars #4 and bigger, Fy (ksi) = 60 _ Footing Dimensions: Column/Pier Base:.. Shear Check: Long (ft) = 4 Long Direction (in) = 12 Punching Ve (psi) = 170 JDate 10/03/16 Short (ft) = 4 Short Direction (in)= 12 Wide Bm Vc (psi) = 85 Thickness (in) = 12 Wide Bm Shear Cap. (Iblin) a Shear Force (Ib/in) 16 in center band B= 100% 744 9 267 OK �) Punching Shear Resistance (k) a Applied Force (k) Bearing. Pressures: 123 > 54 OK q min (psf) = 2989 q max (psf) = 2989 OK qu-max (psf) = 4155 qu at edge of base (psf) = 4155 qu-min (psf) = 4155 qu at edge of base (pA = 4155 Reinforcing: Reinforcement Top and Bottom(YIN) = N r Base As(min) on cale'd As(413) (YIN) = Y Long Direction Check p Check Development Length U long (ft) = 1.50Bar size = #4 p = 0.0011 Fy (psi) = 60000 Mu (k -ft) = 4.67 area of bar = 0.20 Min p = 0.0015 Ldi (in) = 24.0 d (in)= 8.75 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(in"2/ft)= 0.12 Spacing (in) = 15 Use p = 0.0015 Lda (in) = 12 C_. Total Bars = 4 Less than pmax, OK Available Ld (in) = 35.8 OK Short Direction Check p Check Development Length L' short (ft) = 1.50 Bar size= #4 p = 0.0006 Fy (psi) = 6000D Mu (k -ft) = 2.34 area of bar = 0.20 Min p = 0.0008 Ldi (in) = 24.0 d (in)= 8.25 bar diameter= 0.5 Max p = 0.0134 L02 (in) = 12 'L) As req(jn"21ft)= 0.06 Spacing (in) = 30 Use p = 0.0008 Lda (in) = 12 Total Bars = 2 Less than Amax, OK Available Ld (in) = 35.3 OK F48 Use: 4.0 feet long x 4.0 feet wide x 12" thick Footing w/ 4 #4 Each Way Project Name: Project No.c Eng.: : Sugar Mill Apartments IF16-149 DBP JDate 10/03/16 IShe6t: 94 of 97 Structural Engineering Concrete Pad Footing Strength Design per ACI 318-11 F56 Use: 4.5 feet long x 4.5 feet wide x 12" thick Footing w/ 5 #4 Each Way 'roject Name: Project No.: Eng.: JDate: ISheet: Sugar Mill Apartments I IF 16-149 1 DBP 10/03/16 95 of 97 " Mark: I F56 Loads: W= IML + 9.6LL) Material Data I LI P self (k) = 2.94 M DL (k -ft) = 0.00 Allowable q (psf) = 3000 P DL (k) = 28.75 M LL (k -ft) = 0.00 fc (psi) = 2500 B r = 0.85 P LL (k) = 28.75 Accidental Eccentricity = N Bars #3 and smaller, Fy (ksi) = 40 j Pu (k) = 84.0 Mu (k ft) = 0.00 Bars #4 and bigger, Fy (ksl) = 60 e (ft) = 0.00 r within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) = 4.5 Long Direction (in) = 12 Punching Vc (psi) = 170 L Short (ft) = 4.5 Short Direction (in)= 12 Wide Bm Vc (psi) = 85 Thickness (in) = 12 Wide Bm Shear Cap. (Ibfin) > Shear Force (Iblin) in center band B= 100% 744 > 353 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures: 123 > 72 OK q min (psf) = 2985 q max (psf) = 2985 OK ' qu-max (psf) = 4149 qu at edge of base (psf) = 4149 qu-min (psf) = 4149 qu at edge of base (psf) = 4149 F Reinforcing: Reinforcement Top and Bottom(YIN) = N Base As(min) on calc'd As(4/3) (Y/N) = Y Long Direction Check p Check Development Length L' long (ft) = 1.75 Bar size = #4 p = 0.0016 Fy (psi) = 60000 1 Mu (k -ft) = 6.35 area of bar = 0.20 Min p = 0.0021 Ldf (in) = 24.0 d (in)= 8.75 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 As req(in"2/ft)= 0.17 Spacing (in) = 11 Use p = 0.0021 Ld3 (in) = 12 Total Bars = 5 Less than pmax, OK Available Ld (in) W 38.8 OK Short Direction Check p Check Development Length lJ L' short ft = 1.75 Bar size = #4 O p = 0.0008 Fy (psi) = 60000 Mu (k -ft) = 3.18 area of bar = 0.20 Min p = 0.0011 Ldi (in) = 24.0 d (in)= 8.25 bar diameter= 0.5 Max p = 0.0134 Ld2 (in) = 12 J As req(!nA21ft)= 0.08 Spacing (in) = 22 Use p = 0A011 Ld3 (in) = 12 Total Bars = 3 Less than pmax, OK Available Ld (in) = 38.3 OK F56 Use: 4.5 feet long x 4.5 feet wide x 12" thick Footing w/ 5 #4 Each Way 'roject Name: Project No.: Eng.: JDate: ISheet: Sugar Mill Apartments I IF 16-149 1 DBP 10/03/16 95 of 97 " Structural Engineering Restrained Concrete Basement Wall Design Strength Design per ACI 318-11 Mark: 8" Restrained Concrete Wall Project Nome: Project No.:g.: I'Date: ISheet: En L. Sugar Mill Apartments IF16-149 DBP 10/03/16 96 Of 97 Wall Data: Effective Wall Ht. = 10.00 feet Wall Thickness = 8.0 Inches As= 0.31 in"2/(t minimum clearance = 1.50 Inches d = 4.00 inches to= 2500 psi Ec = 3031 kal Self Welght = 100 psf n = 9.6 Vertical Rebar Size=. #5 fr = 375 psi Vertical Rebar Spacing = 12" on center Ig = 512 In^4/ft ': j Reinforcing Fy = 60 ksl S = 128 InA31 t Rebar AT FACE7(YIN): N Mcr = 48000 In-lbslft Ag = 96 inA21ft r I I. Lateral Soil Pressure: Other Loads: Soil Height Is = 10.00 ft which Is Surcharge on backfill (psf) = 1 Which Is 100% of the wall height Lateral Wind Pressure (psf) = 18.2 L 111 Soil weight = 110 pcf Angle of Internal Friction = 29.5 degrees Ka = 0.34 Point Load: None Equivalent Fluid Pressure = 50 Ps" Dead Load = 0 lbs R (top of wall) = 833 plf Roof Live Load = 0 lbs Floor Live Load = 0 lbs Uniform Gravity Loads: Load Bearing Is = 0.00 inches from wall face r i Dead Load DL = 1000 plf Load Bearing Width = 0.00 ft Roof Live Load LL = 0 plf a for Point Load = 4.00 Inches Floor Live Load LL = 0 pif Load Distribution Factor= 0.25 Load Bearing Is = 0.0 Inches from wall face e = 4.00 Inches Axial Stress Check: I� i Concentric DL= 0 pif Wall self DL (Pw) = 500 plf Concentric LL from Roof = 0 pif 0.20 fm = 500 psi Concentric Li- from Floor = 0 pif axial load = -5 psi OK, < 0.20 rm Load Cases: U =1.PDL + 1.6Soll Service Loading Pu (DL) = 1800 IbsMt P(ledger) = -1000 mein Ase = 0.34 inA2 Pu (DL)*e :2400 In-IbsMt Me@Mce = 36432 In-lbst t 8 = 0.84 in. Mu (soil) = 61520 In -Ibsen Service Deflection = 0.04 Inches c = 1.05 In. Mu (P -delta) = 398 In-lbelt Allowable Deflection = 0.84 Inches Icr= 32.7 inA4 Mu (total) = 59518 In -Ibsen OK. <phi*Mn �Mn = 65091 In-lbs/ft Ms = 72324 In -lbs r 7 0.90DL + 1.SSoll + 1.6IMnd Service Loading [ Pu (DL) = 1350 msMt P(ledger) = -1000 IbsMt Ase = 0.33 inA2 Pu (DL)*e -1800 in-lbal t Msemce = 36432 in-IbsM a = 0.82 in. Mu (soil +wind) = 61520 In -Ibsen Service Deflection = 0.04 Inches c = 1.03 In. Mu (P -delta) = 313 in -Ibsen Allowable Deflection = 0.84 inches lar = 32.2 int -4 Mu (total) = 60032 in-Ibsm OK..< phi*Mn Wn = 63809 In-lbal t Ms = 70898 In -ms 1.2DL + 1.6LL + 1.6Soll Service Leading Pu (DL + LL) = 1800 Ibsi t P(ledger) = -1000 msMt Ase = 0.34 InA2 -1 Pu (DL + LL)*e -2400 InabsMt Mse vice = 36432 In -Ibsen a = 0.84 In. Mu (soil) = 61520 in lbaM Service Deflection = 0.04 Inches c = 1.05 in. Mu (P -delta) = 398 1n4baMt Ok. < phi*Mn Allowable Deflection = 0.84 inches Icr = 32.7 In -14 l.. Mu (total) = 59518 In4bsMt �Mn = 65091 in-lbsM Ms = 72324 In -lbs Use: 8" thick Concrete Wall wl r 1� #5 @ 12" on center L Project Nome: Project No.:g.: I'Date: ISheet: En L. Sugar Mill Apartments IF16-149 DBP 10/03/16 96 Of 97 Structural End ineering Restrained Concrete Basement Wall Design Strength Design per ACI 318-11 f- U r= 1.2DL + 1.6So1! Dead Load = Soil Height is = 10.00 It which Is Mark: 10" Restrained Concrete Wall 100% of the wall height Soil weight=_ 110 pcf Angle of Internal Friction = 29.5 degrees Ka = Wall Data: Effective Wall Ht. = 10.00 feet 50 psflft R (top of wall) = Wall Thickness = 10.0 Inches As = 0.23 in"2lft minimum clearance = 1.50 inches d = 5.00 Inches fc = 2500 psi Ec = 3031 kst Self Weight = 125 psf n = 9.6 JJJ Concentric LL from Roof = Vertical Rebar Size = #6 Concentric LL from Floor = fr = 375 psi Vertical Rebar Spacing = 16" on center ig = 1000 1041ft Reinforcing Fy = 60 kst S = 200 in"31ft Rebar AT FACE7(Y/N): N Mcr = 75000 In-Ibslft 1463 ibsxt P(ledger) = Ag = 120 In"21R ' Lateral Soil Pressure: U r= 1.2DL + 1.6So1! Dead Load = Soil Height is = 10.00 It which Is which Is 100% of the wall height Soil weight=_ 110 pcf Angle of Internal Friction = 29.5 degrees Ka = 0.34 . e for Point Load = C Equivalent Fluid Pressure = 50 psflft R (top of wall) = 833 pif Uniform Gravily Loads: a=. 0.66 r Dead Load DL = 1000 plf Roof Live Load LL = 0 plf Floor Live Load LL = 0 plf Load Bearing Is = 0.0 inches from wall face e = 5.00 inches Concentric DL= 0 plf JJJ Concentric LL from Roof = 0 pif Concentric LL from Floor = 0 plr Load Cases: Other Loads: Surcharge on backfill {psf) = 1 Lateral Wind Pressure (pso = 16.2 Point Load: None U r= 1.2DL + 1.6So1! Dead Load = 0 lbs Roof Live Load = 0 lbs Floor Live Load = 0 lbs Load Bearing is = 0.00 Inches from wall face Load Bearing Width = 0.00 ft . e for Point Load = 5.00 inches Load Distribution Factor = 0.25 Axial Stress Check: Wall self DL (Pw) = 625 pif 0.20 fm = 500 psi axlat load = -3 psi OK, < 0.20 Fm Project Name: U r= 1.2DL + 1.6So1! Eng.: Service Loading Sugar Will Apartments I IF 16-149 1 DBP Pu (DL) = 1950 IbaiR P(ledger) = -1000 Ibeifl Ase = 0.26 in"2 Pu (DL)'e -3000 in4bslft Msem. = 35943 in-lbaNt a=. 0.66 in. Mu (soil) = 61520 In-iloslft Service Deflection = 0.02- Inches c = 0.82 in. # Mu (P -delta) = 71 in-lbeHt Allowable Deflection = 0.84 Inches Icr = 46.1 in"4 Mu (total) = 56591 in-Ibsitt OK. <phi"Mn , Mn = 66247 in-lbaM Ms= 73607 in -lbs I'r 0.90DL + 1.85011 +.1.811Wnd Service Loading JJ Pu (DL) = 1463 ibsxt P(ledger) = -1000 Iba& Ase = 0.25 in"2 Pu (pL)•e -2250 in-lbsM Memos = 35943 in4bsNt so 0.64 in. f 1 Mu (soil + wfnd) = 61520 indbsift Service Deflection = 0.02 Inches c = 0.80 In. JMu (P -deka) = 52 in-lbam Allowable Deflection = 0.84 inches Icr = 45.1 In^4 Mu (total) = 59322 In-lbsift OK. < phi'Mn Wn = 64336 in-lbsifl Me = 71485 in -lbs 1.2DL + 1.6LL + 1.6Soll SaMce Loadln� Pu (DL + LL) = 1950 Ibsift P(ledger) = -1000 IbsNt Ase = 0.26 InA2 L- Pu (DL + LL)`e -3000 In-IbsOt Maervics = 35943 in-IbaM a = 0.66 In. Mu (sok) = 61520 in-Ihsift Service Deflection = 0.02 Inches c = 0.82 in. Mu (P -delta) = 71 In-Ibslft OK. < pht'Mn Allowable Deflection = 0.84 inches lcr = 46.1 In"4 Mu (total) = 58591 IndbsM Win = 66247 ln.lbsA Ms = 73607 in -lbs Use: 10"thick Concrete Wall wl #5 @ 16" on center Project Name: Project No.: Eng.: Date : Sugar Will Apartments I IF 16-149 1 DBP 1 10/03/16 ISheet: 97 of 97