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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 11 00331-333 - Blue Water Days LLC11 00331, 11 003327 11 00333 Blue Water Days, LLC JOB SITE COPY `These plans are to remain on the job and be available upon request during inspections. PROJECT'. BLUE WATER DAYS APARTMENTS REXBURG, ID PROJECTNO: STR12.1038 CLIENT: TEMPLE VIEW DATE: MARCH 23, 2012 4943 NORTH 291 H EAST, STE A IDAHO FALLS, IDAHO 83401 Phone: (208) 552-9874 Fax: (208) 552-9302 SEAL: MARCH 23, 2012 SNLCI"M 11:R BLUE WATER DAYS 03/23/12 MDG STR12.1035 covEa BASIS FOR DESIGN DESIGN CODE: 2009 IBC DESIGN CRITERIA: wind speed 90 MPH Exp.0 seismic category D allowable soil bearing pressure 1500 psf DESIGN LOADS: SLOPED ROOF: stucco on wood lath asphalt shingles o/felt 1/2" plywood or OSB 5.0 5/8" plywood or OSB 1.2 2.1 prefab wood trusses 6" batt insulation (R-25) 3.5 10" batt insulation (R-30) 1.1 3.0 1/2" gypboard 22 mech./elec./misc. 9.2 D.L.= 25.0 psf L.L= 35 psf FLOOR: Floorcover 8.0 1-1/8" osb 3.5 wood 1 -joists 3.0 1/2" gypboard 22 mech./elec./mise. 2.3 D.L= 19.0 psf L.L= 40 psf BALCONY: 4" concrete o/1.5" steel deck 37.0 D.L.= 37.0 psf L.L. = 100 psf EXTERIOR WALLS: stucco on wood lath 8.0 1/2" plywood or OSB 1.7 2x wood studs at 16" O.C. 1.2 1/2" gypboard 22 6" batt insulation (R-25) 11.8 mech./elec./mise. 1.1 16.0 psf MATERIALS: roject Name: Project #: Initials: N6 Date: Sheet: E3 LU��er j7ay5- �UkV� Sf�l2. �03d C1Ca:-> K15� K6 S 06TC; All Iz,vF frN„^ I n°� rfe" Trws'r zH'Q COO, FB v u F-J3Z r v � I Vc 3 ftl &727.' A I I f71o r- 36-15I5 5kq11 6e II"lip 'TTr Iib AT 16 "66 UNO ��5 �L tiwtG a5 3rd uyto- F+5 Floor �fAxniVL �S kke - LA. 3 Fly Z.r�j UMo, -5 o Ke. S ti�L a5 3 wr i A Well 0M MARKL RHI Span (ft): 4.5 Lu (ft): 2.0 TL def. <U 240 LL def. < U 360 Co: 1.00 K: 1.0 LL Red. (YN)?: N # Supported Floors: 1 Nos <-Reacllons (Ibs)--'I Comments DL LL p from left end: 0.0 P v* LOAD (lbs): 0 A B (3) 2x 6 No. Of MICRdAMs: 2 F )1.314x 5.500 (e)2x 8 1343 fv (Psi) ® d: B9 1044 0.08 fit (psi): 901 0.07 0.03 4 TL(in): 0.05 4 DL(In): 6921L- 1,144 2 L 0.02 0.03 749 TL governing spaNC: 1,144 TL rz1 zx e Beam Selection (A- F) A RHI use: _-sl <.-Reacfions (Ibs)-->I 6M MARK, RH2 Span (ft): 5.5 Lu (fl): 2.0 TL def. < U 240 LL del, <U 360 Co: 1.00 K: 1.0 LL Red. (YIN)7: N # Supported Floors: 1 L ..-.- Red.LL bib (fl) I wn (PN w¢ (p IN Left Right DL (PsN LL (P%N WaN731 (paf) (D%D 525 731 DL roof 25.0 35.0 - 13.0 780 455 p 10202 4 1024 LL roof#Ir 0 0 - O 0 0 p 1755 1755 TL floor 0 0 0 0 - - 0 floor 0 0 p M(lb-ft): 1974 walVmisc. 0 w LINI.RM LOAD (PIN: 700 455 0 ___________ RH3 I< Comments DL LL p from left end: 0.0 P v* LOAD (lbs): 0 A B (3) 2x 6 No. Of MICRdAMs: 2 F )1.314x 5.500 (e)2x 8 1343 fv (Psi) ® d: B9 1044 0.08 fit (psi): 901 0.07 0.03 4 TL(in): 0.05 4 DL(In): 6921L- 1,144 2 L 0.02 0.03 749 TL governing spaNC: 1,144 TL rz1 zx e Beam Selection (A- F) A RHI use: _-sl <.-Reacfions (Ibs)-->I 6M MARK, RH2 Span (ft): 5.5 Lu (fl): 2.0 TL def. < U 240 LL del, <U 360 Co: 1.00 K: 1.0 LL Red. (YIN)7: N # Supported Floors: 1 DL LL (lb* 0 0 from left end: 0.0 P vr. LOAD No. of MICFN AMs: 2 F A B I-- _ Rtdh (fl) wn (Pit) WL, (pit) Left Right DL(P%O LL (Psf) (paf) (D%D 525 1031 1031 DL roof 25.0 35.0 --- 5.0 900 p 1444 1444 LL rooflflr 0 0- 0 0 0 p 2475 2475 TL floor 0 0 p - 0 -- 0 0 0 M (lb -fl): 3403 wall/misc. 0 ___________ RH3 I< w uslrasMmm (DIN: 90 0 525 Right BM MARK: DL LL (lb* 0 0 from left end: 0.0 P vr. LOAD No. of MICFN AMs: 2 F A B (z1 rrol.+..,...,... (2) 2x 10 (3) 2x 8 181 fv (psi) @ d: 98 BB 2314 0.20 1038 lb (Psi); 955 0.08 0.08 d TL(m): 0.08 0.03 8 0,02 D Mon): 0,02 speNd: 1,128 TL TL use: rzl zx to Beam Selection (A F ): A RHa 'I <.---- Reactions (lbs) --->l ___________ RH3 I< -Loatls---------- Right BM MARK: Red.LL WrL(Pit) bib (ft) wLL(PIN Left DL (P%N LL (PsN (pst) 656 65fi DL Span(fl): 3.5 25.0 35.0 - 150 900 525 919 919 LL Lu (ft): 2.0 roof rooftlr 0 0 - 0 0 p p 1575 1575 TL TL def.<U 240 - p 0 LL def. <U 360 floor 0 0 0 -- 0 0 0 M(Ib-ft): 1378 Co: 1.00 welVmisc. 0 w UNIFORM LOAD (PIN: 900 525 K: 1.0 LL Red. (YIN)?: N DL LL Comments No. of mlc0olnMs:2 # Supported Floom:i 0 from left end: 0.0 G P vuono (lbs): 0 F B (2) 1-3/4x 5.500 (2) 2x8 A 3 (2) 2% fi O 2x 6 gi 71 629 fv (psi) ® d: 108 70 937 0.03 0.02 fit (psi): 1093 03 0.01 0.01 4 TWO 0.05 2,107 TL 0.02 0.01 4 1,380 TL spaNd: 920 TL ends: Beam Selection (A - F ): G RH3 119 E: rat zxa WDDD BEAM OM MARK: RB1 Span (ft): 9.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 Co: 1.00 K: 1.0 LL Red. MN)?: N # Supported Floors: 1 ALLOWABLE STRESS DESIGN .2005 Nos DL(Psf) LL(psf) Red.LL trib(it) wn(PIf) wu(Pll) (pst) <—Reactions (lbs)—>J Left Right roof 25.0 35.0 — 6.0 360 210 675 roof/8r 0 0 -- 0 0 0 945 floor 0 0 — 0 0 0 1620 wall/misc. 0 0 — 0 0 0 966 TL Beam Selection (A-F):G W VRFO ... (plf): 360 210 DL LL Comments P PT. MRD (lbs): 0 0 from left end: 0.0 675 DL 945 LL 1820 TL M (Ib -ft): 3645 No. Of MICROI AMS: 2 Project Name: Project #: Initials: Date: Sheet: A B F G (2) 2x 12 (3) 2x 10 (2) 1-3/4x 7.250 (2) 1-3/4 x 9.5 N (psi) @ d: 57 48 83 60 fb (psi): 691 682 1427 831 A TL(in): 0.09 0.11 0.25 0.11 A DL(in): 0.04 0.05 0.10 0.05 governing span/A: 1,157 TL 965 TL 429 TL 966 TL Beam Selection (A-F):G Rel USE:t 1-3/4X9.3 Project Name: Project #: Initials: Date: Sheet: STEEL BEAM $IIMLYSIIFPoRT PLLOWP&E8TRE9SOESIGNPISC 1a Reactions (k) BEAM MARK: R82 LL (pO reduced ILL (PS tAb(ft) wn(PIU W (Plf) Left Right Span (ft): 2200 1 d DL 35 5 300 175 155 155 OL TL collection 240 root 25 35 0 0 0 0 1.93 1,93 LL LL daftecwlion < U 360 floor fi 0 O _ 0 0 0 3.48 3.48 TL Lb (ft 2.0 mise.0 0 -- 16 0 Lp (ft): 2.73 selfK1. 15 _ w uniformload): 316 175 ( 4eq' S2 In' Lrl#):8.04 Comments lanuaf 103.0 in' Lr Red (YIN):n DL LL 0.00 homlaftend: 0.00 Dn: U473 OK P CONCENTRATED LOAD (k): 0.00 VaIDb= 52.ek Dµ: U855 OK FY 50 ksi M= 19.1 kip -ft Mr/Ob' 50.2 k!p-ft V= 3.5k Oa: 0.2 In fb= 13.42 oll Fb= 35.21 ksi Unity= 0.07 OK DOL. 0.6 in Unity= 0.38 OK Boll Capacity Web and Shear plate - Default beam d In W: 1.. in supported beam depth (in): 0 VO` "the same) Ih: 1.DO in Quantity: 3 Web Steel Fu: 65 ksi Diameter. 3141n Shear Plate thlckness: 318 In Grade: A325 -N Weld: 114 in (spiliel(d)oubie shear plate7: SBolt Shear Capacity.31.ek CSR-0.tt OK Web Sheer Capacity. 21.3k CSR=0.16 OK BOII Bearing Capacity 27.3 It CSR=0.13 OK Shear Plate Capacity: 32.4k CSR=0.11 OK USE W72X76 FY=60 ks1 d=12.0 bf=40 A=4.7 R82 Reactions (k) BEAM MARK: LL (250 reduced LL (p50 Nb (ft wn (Ell 54P Left Right Span lft): 0.00 load DL( s 35 5 app 175 #DIVNI #DIV/OI D TL olfaction <U 240 rapt 25 35 0 0 0 0 #DIVNI #DIV101 LL LL defection< U 360 floor 0 0 0 0 0 0 #DIVNI #DMO! TL Lb(ft): 2.0 mist. 0 0 _- 50 0 L, (11): 8.92 se#w1. 50 -- _ w (uniform load): 350 175 Ire #VALUEI In' LI (ft): 23 77 Comments 394.0 In' lac ual: Lr Red (YM): n OL LL 0.00 from left eatl: O.CO Dn: -- OK P CONCBU'RATED LOAD (k): 0.00 VO)b= 90.2k DLC. OK Fy=50 ks1 M= #VALUEI MdQb= 177.9 kip -ft V- #DIVIO! Cod #VALUEI fb= #VALUEI Unity= Unity 33.00k51 #VALUEI #VALUEI Unity= #DIVNI #DIV/01 Dn: 0.0 in B OIICapaciry Web d shear plata _ mom. Default beam depth"D": 12 sl t001n Supported beam depth (in): 0 ("0" f the same) Ih: 1.00 in 3 QuanWeb Steel Fe: 65 ksl e Diameter. 314 in Diameter. Shear Plate thickness: 318 in Grade: A325 -N Weld: 1141n (s)Inglel(d)Ouble shear plate?: S #DIV/01 Bolt Shear CepacItY: 31.8k #DIVI01 #DMO! Web Shear CapsCIV 358k NDN/OI #DIVNI Bolt Bearing Capacity' 46.0k #DIVI01 #DIV101 Shear Plate Capacity 32.4 It #DIVNI USE W72%60 FY=60 ks1 d=12.2 bf-8.1 A=14.7 reduced Reactions (k) BEAM MARK: xxxx LL sp Irib ft) wn (D!fl wu (P19 Left Right Span (ft): 0.00 loatl DL (P-10 LL lips p 0 0 O.OD 0.00 DL TL da tecfon <U 240 roof 0 0 0 0 0 0 0 000 0.00 LL LLdefeclion<U floor 0 0 0 0.00 0.00 TL Lb (11):2.0 2.0 mist. 0 LP (ft): 2.90 sell wl. 19 - _ w (union load): . 19 0 i 0 re4 ' In LI (ft): 8.61 Comments lanuaf 130.0 in Lr Red (YIN): n OL LL 0.00 from left and: 0.00 Dn: - ON P CONCENTRATED LOAD (k): 0.00 MnA)b= 61.8 kIP-ft V t.= 57.2k Du: -- Oh 0.0 k1 -ft Fy-50 ksi M= P V= O.Ok DOL: 00 in fb. 0.00 ksi Fib 34.83 ksi Unity= afia OK Dn: 0.0 in Unity= 0.00 OK Boll W as andShear Plate Default beam depth' D": 12 In 4 1.D01n Supported beam depth (In): 0 CT If the same) I5: 1.0 In Quantity 3 Web Steel Fe: 65 ksi Diameter 314 in Shear Plate thickness: 318 In 25-N Weld: 114 in Grade: A325- (s)inglel(d)ouble shear plate7: S Bolt Shear Capacity: 31.8k CSR=000 OK Web Shear Capacity: 22.8k CSR=0.00 OK Boll Bearing Capacity. 29.2k CSR=0.00 OK Shear Plate Capacity. 32.4k CSR=0.00 OK USE W12x19 Py=60 ks1 d=12.2 bf=4.0 A=5.6 xxxx Name: -e Wau..bsesea.l. STEEL BEAM SIMPLYSUPPORL ALLOWABLESTRESSDESIONAISCII BEAM MARK: RB3 reduced Reactions (k) Span (ft): 29.50 load DL (psf) LL (psf) LL (psf) ?rib (ft) WTL (plf) wLL (plf) Left Right TL deflection < U 240 roof 25 35 35 5 300 175 2.23 2.23 DL LL deflection <U 360 floor 0 0 0 0 0 0 2.58 2.58 LL Lb (ft): 2.0 misc. 0 0 - 0 0 0 4.81 4.81 TL Lp(it): 4.80 self wt. 28 - - 26 0 Lr (ft): 14.92 w (uniform load): 326 175 I'q ° 130 in Lr Red(Y/N); n DL LL Comments lacwal: 144.0 In P CONCENTRATED LOAD (k): 0.00 0.00 from IBR end: 0.00 DTL; U266 OK Fy = 50 ksi M = 35.5 kip -ft Mr/Ob = 78.1 kip -ft Vr10b = 53.7 k DLL: 1.1496 OK fb= 15.25 ksl Fb= 33.59 ksl V= 4.8 k Dm.' 0.6 in Unity= 0.45 OK Unity= 0.09 OK Dn,; 1.31n \Nab and shear plate Balt Capacity IV: 1.00 in Default beam depth "D": 10 in Ih: 1.00 in Supported beam depth (in): 0 ("0" if the same) Web Steel Fu: 65 ksl Quantity: 2 Shear Plate thickness: 3/8 in Diameter: 3/4 in (s)ingle/(d)oubie shear plate?: S Grade; A325 -N Weld: 1/4 in Web Shear Capacity: 14.1k CSR=0.34 OK Bolt Shear Capacity: 21.2k CSR=0.23 OK Shear Plate Capacity; 18.1 k CSR=0.26 OK Bolt Bearing Capacity: 30.4 k CSR=0.16 OK FF FF RB3 USE W10X26 Fy=50 ksl d=10.4 d=10.3 bf=5.8 A=7.6 BEAM MARK: I reduced Reactions (k) Span (ft); 41.00 load DL (psf) LL (psf) LL (psf) trib (ft) WTL (Plf) wLL (plf) Left Right TL deflection <U 240 roof 25 35 35 5 300 175 3.96 3.96 DL LL deflection < 1360 floor 0 0 0 0 0 0 3.59 3.59 LL Lb (ft): 2.0 misc. 0 0 - 0 0 0 7.54 7.54 TL Lp (it): 9.15 self wt. 68 --- - - 68 0 Lr (ft): 40.51 w (uniform load): 368 175 Ire, > 394 in4 Lr Red (Y/N): n DL LL Comments factual 394.0 in4 P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: U240 OK Fy=50 ksl M= 77.3 kip -ft MD/Vb= 212.6 kip -ft VDII)y= 97.8k DLL: U605 OK fb= 12.26 ksl Fb= 33.74 ksi V= 7.5 k DDL: 1.1 In Unity= 0.36 OK Unity= 0.08 OK DTL: 2.0 in Web and shear plata Bolt Capacity IV: 1.00 in Default beam depth •D": 10 in Ih: 1.00 In Supported beam depth (in): 0 ("0' if the same) Web Steel Fd 65 ksi Quantity. 2 Shear Plate thickness: 3/8 in Diameter. 3/41n (s)ingle/(d)ouble shear plate?: S Grade: A325 -N Weld: 1/4 in Web Shear Capacity 25.5k CSR=0.30 OK Bolt Shear Capacity: 21.2k CSR=0.36 OK Shear Plate Capacity: 18.1 k GSR=0.42 OK Bolt Bearing Capacity: 39.2 k CSR=0.19 OK FF R134 USE W10X68 Fy=50 ksi d=10.4 bf=10.1 A=20.0 Project Name: Project #: Initials: Date: Sheet: SIMEM wBol(a.0B.03.f0.xls Mark Span Apx Avg Trib or FBD R left R right Notes / Size L�2 3' f3�ILony (z)zYX Y , L{ I �k,5;1`- U,6 G,L ��5 5 ��icawy � I, 33 y,4 133 1,43 2,6 2,b �J l �LA 1 II'lg`TJ� Ilb Ai 9''Q,C, �t ro�ect ame. •••-�-� W0009EAM ALLOWABLE STRESS DESIGN -2005 RES 9M MARK. FHI Span (ft): 4.5 Lu (ft): 2.0 TL def. < U 240 LL def. <U 360 CD: 1.00 K: 1.0 LL Red. (YIN)?: N # Supported Floors: i fv (psi) a d: N (psi): A TI -fin): A 131 -fin): governing span/A: BM MARK, FH2 Span (f0: 5.5 Lu (ft): 2.0 TL def. <U 240 LL def. < U 360 Co: 1.00 K: 1.0 LL Red. (YIN)?: N # Supported Floors: 1 fv (psi) ad: lb (psi): A TI -fin): A DI -(in): span/A: SM MARK: FH3 Span (ft): 3.5 Lu (ft): 2.0 TL def. < U 240 LL def. <U 360 Co: 1.00 K: 1.0 LL Red. (YM)?: N # Supported Floors: 1 DL LL Comments <-Reactlons (lbs) ->l Left Right 338 338 DL 540 540 LL 878 878 TL M (Ib -fl): 987 P Pr. LOAD Obs): 0 0 from left end: 0.0 DL(ps0 LL(ps0 Red.LL Idb(ft) Wn(p10 Wu(plf) G 2x 6 (3) 2x 6 (2)1-3/4x 5.500 (2) 2x8 64 42 roof 0 0 - 0 0 0 roof/fir 0 0 -- 0 0 0 floor 25.0 40.0 - 6.0 390 240 wall/mise. 0 0 - 0 0 0 2,244 TL W UNIFORM LOAD (pit): 390 240 DL LL Comments <-Reactlons (lbs) ->l Left Right 338 338 DL 540 540 LL 878 878 TL M (Ib -fl): 987 P Pr. LOAD Obs): 0 0 from left end: 0.0 No. Of MICROIAMs: 2 Red.LL tdb(ft) A B F G 2x 6 (3) 2x 6 (2)1-3/4x 5.500 (2) 2x8 64 42 54 44 783 522 671 451 0.05 0.04 0.04 0.02 0.02 0.01 0.02 0.01 999 TL 1.498 TL 1 3S4TL 2,288 TL Beam Selection (A -F): G FH1 use, Let axs walvmisc. 0 0 - 0 DL LI Comments <- Reactions fibs) ->i DL(psf) LL(psf) Red.LL tdb(ft) wn(PHO WLL(00 1650 1650 LL (Pat) 2471 TL (2) 2x 6 (3) 2x 8 roof 0 0 - 0 0 0 roof/flr 37.0 100.0 - 3.0 411 300 floor 25.0 40.0 - 7.5 488 300 walvmisc. 0 0 - 0 0 0 2,244 TL W UNIFORM LOAD (p10: 899 800 DL LI Comments <- Reactions fibs) ->i Left Right 821 821 DL 1650 1650 LL 2471 2471 TL M Ob -f0: 3397 P er. Lo. (lbs): 0 0 from left and: 0.0 No. of MICRov.Ms: 2 A B G (2) 2x 6 (3) 2x 8 (2)1-3/4x 5.500 (2) 2x8 F 12x 10 (3) 2x 8 85 67 fir(psi): 1027 684 860 (2)1-3/4x 5.500 98 89 0.04 0.03 0.03 0.02 A DLOn): 0.02 0.01 160 953 1034 spaNd: 980 TL 1,470 TL 2,244 TL 2310 0.06 0.08 0.20 0.02 0.03 0.07 1,691 LL 1,222 LL 493 Beam Selection (A-F):A FHa use: 1251 ax to <-__ ----Loatls------s <--Reactions (lbs) -Al DL(psf) LL(ps0 Red.LL tdb(ft) WrL(PH) wu(plf) Left Right (Psf) roof 0 0 - 0 0 0 569 569 DL roofifr 0 0 - 0 0 0 910 910 LL floor 25.0 40.0 - 13.0 845 520 1479 1479 TL walllmisc. 0 0 - 0 0 0 W UNIFORM LOAD(pi0: 645 520 M(Ib-ft): 1294 Comments Project Name: Project #: Initials: Date: Sheet: P Pr. Lam (lbs): 0 0 from left and: 0.0 No. of MICRoLAMs: 2 A B F G (2) 2x 6 (3) 2x 8 (2)1-3/4x 5.500 (2) 2x8 fv (psi) a d: 99 66 85 67 fir(psi): 1027 684 860 591 A TLOn): 0.04 0.03 0.03 0.02 A DLOn): 0.02 0.01 0.01 0.01 spaNd: 980 TL 1,470 TL 2,244 TL Beam Selection (A-F):G FHa uss: tat 25xs Project Name: Project #: Initials: Date: Sheet: w000 dr:H� aLLOWA9Le ._; <_--Reactions (lbs)->I -Loads------- SM MARK: FH4Lek Red.LL trib (ft) WrL (plf) WLL (elf) Right DL (Psf) LL IPaf1 (psf)872 872 DL Span (ft): 4.5 _. 0 D roof 0 0 (ft): 0 1350 1350 LL Lu 2.0 roof/kr 37.0 100.0 - 3.0 411 300 300 2022 2022 TL TL def. < U 240 floor 25.0 40.0 --- 7.5 488 LL def. < U 360 0 0 - 0 M (Ib-ft): 2274 Co: 1.00 wall/mist. q W UNIFORMLOPD WO: 899 600 K: 1.0 LL Red. (YIN)?: N Comments DL LL No. of MicaouMs: 2 # Supported Floors: 1 0 from left end: 0.0 G Pat. Lono Obs): 0 F A B (2) 1-314x 5.500 (2) 2xB (2) 2X 8 () 2X 3 8 125 102 1038 fv (psi) @ d: 102 66 1547 0.09 0.05 fb (psi): 1038 692 0.04 0.03 0.02 ATL(in): 0.05 0.01 0 1,487 LL 0.02 DL(in): 2,230 LL governing span/4: 7,487 LL 1ry4 USE: 1212X9 Beam Selection (A - F ): G --_: c_-Reactions (lbs)-->I -Loads-------- 91 MARK: FHS _ ` Red.LL Vib (k) wn (Plf) WLL (PIf) Lek Right DL (pst) LL (psf) (psi 225 225 DL Span (ft): 4.5 roof 25.0 35.0 -- 4.0 240 140 315 315 LL Lu (ft): 2.0 0 rooflflr 0 0 0 0 0 540 540 TL TL def. < U 240 0 - 0 0 LL def. < U 360 floor 0 0 - 0 00 M (Ib-ft): 608 Co: 1.00 walllmisc. 0 240 W UHIFORMLOPO (PIS/' 140 K 1.0 LL Red. (YIN)?: N DL LL Comments No. of MlcBowas: 2 # Supported Floors: 1 0 from left end: 0.0 G P IT, Loan (lbs): 0 F A B (2) 1-314x 5.500 (2) 2x8 (2) 2X 6 (3) 2x 6 34 27 277 tv (Psi) @ d: 39 28 321 413 0.02 0.01 @ (Psi): 482 0.02 0.01 0.01 A TL(in): 0.03 0.01 2 e 3, 717 TL DL(In): span/d: 0.01 1,623 TL 2,434 TL FH' use: tet axe Beam Selection (A-F): G Title: Job # ' Dsgnr: Date: I i:04AM, 26 JAN 10 Description Scope: Raw 580007 Wei:xW-0858177, Ver5.8.0.1-Oec2003 Steel Beam Design Page 1 (0)1883.2003 ENERCALC Engineering Software fbl.eow:Calculations Description FB1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS10X2X114 Fy 46.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 8.50 ft Sm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 it Lu : Unbraced Length 4.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #i #2 #3 #4 #5 #6 #7 DL 0.110 k/ft LL 0.300 k/ft ST k/ft Start Location it End Location it Point Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.460 0.460 0.460 0.460 k Live Load 1.150 1.150 1.150 1.150 k Short Term it Location 0.250 3.800 4.200 8.250 ft Summary Beam OK Static Load Case Governs Stress Using: HSS1 OX2X1/4 section, Span= 8.50ft, Fy = 46.Oksi End Fixity = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 Actual Allowable Moment 10.779 k -ft 24.150 k -ft Max. Deflection -0.084 in fb : Bending Stress 12.319 ksi 27.600 ksl Length/DL Defl 4,199.5: 1 fb / Fb 0.446 : 1 Length/(DL+LL Defl) 1,221.5: 1 Shear 5.133 k 65.744 k fv : Shear Stress 1.101 ksi 18.400 ksi fv I Fv 0.060 : 1 Force & Stress Summary «-- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max. M + 10.78 k -ft 3.13 10.78 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 5.13 k 1.49 5.13 k Shear@ Right 4.94 k 1.44 4.94 it Center Defl. -0.084 in -0.024 -0.084 -0.084 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 it 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.13 1.49 5.13 5.13 k Reaction @ Rt 4.94 1.44 4.94 4.94 k Fa caldd per Eq, E2-2, K*Ur> Cc Title : Job # Dsgnr: Date: 11:04AM, 26 JAN 10 Description Scope: Rev: 580007 _ Page 2 1 u:er,Kw� ROI,,e�s.a.o.aoeezoo� Steel Beam Desi Il _ ._. c..n..... g @1.ecw:Calculatlons Description Section Properties HSS10X2X114 Depth 10.000 in Weight 17.80 #/ft Web Thick 0.233 in 1 a 52.500 in4 Width 2.000 in lyy 3.670 in4 Flange Thick 0.233 in Sxx 10.500 ln3 Area 5.24 in2 Syy 3.670 in3 Rt 1.000 in R-xx 3.170 in Values for LRFD Design.... R-yy 0.838 In J 12.200 in4 Zx 14.400 in3 Cw 7.99 in6 Zy 4.260 in3 STEEL BEAM SIMPLYSUPPORT flLL%4R&.ESiflE350E31GNNSL f). reduced Reactions (k) BEAM MARK: 1,132 LL(P i) LL(p0 tnb(wft) (Pn) wu(plp Left Right Span(ft): 9.50 load CL(p 0 0 0 0 1.13 1.13 OL TL deflection < V 240 mot 0 0 100 0 100 6 822 600 2.85 285 LL LL defection <U 360 floor 37 0 0 0 3.98 3.98 TL Lb (ft): 2.0 misc. 0 0 - Lp(ft): 2.73 stored. 16 - --- - 16 0 600 6agp 11 In' Lr (ft): 8.04 w(un8orm load): 838 Iecbnl: 103.0 ire Lr Red (YM): n DL LL Comments DLL: =17 OK PCONLENTRATED LOPD (YJ: 0.00 0.00 from left end: 0.00 Vdilb= 52.8k DLL: L/3097 OK Fy=50 ksi M= 9.5 Mp-ft MdQb= 502 kip -ft (_ c- 6 ks1 Fb= 35.21 ksi V= 4.0 k Do -:0.0 in .63 Unity= 0.19 OK Unity= 0.08 OK Dn: 0.1 in Web and shear plate Bolt Capacity �.; 100 in Default beam depth V: 12 In Ib: 1.00 In Suppoded beam depth (in): 0 f'0" if the same) Web Steel Fe: 65 ksi Quantity. 3 Shear Plate thickness: 3I8 in Diameter 3141n Grade: A325 -N Weld: 1/4 in (s)inglel(d)ouble shear plate?: S OK Bolt Shear Capacity: 31.Bk CSR=0.13 OK Web Shear Capacity: 21.3k CSR=0.19 OK Bolt Bearing Capacity: 27.3 k CSR=0.15 OK Shear Plate Capacity: 32.4 k CSR=0.12 FB2 USE W72X16 Fy'60 ks1 d=12.0 bF-4.0 A=4.7 reduced Reactions (k) BEAM MARK: FB3 DL (p f) LL (P 0 LL (P o bib (ft) w (PIB wu (pill Left Ri hit_ Span (ft): 29.50 _ d 0 0 0 0 2.08 2.08 DL TL deflection < U 240 roof 0 3 100 3 411 300 4.43 4.43 LL LL deflection < V 360 floor 37 too 0 0 0 6.50 6.50 TL Lb Oo: 2.0 misc. 0 0 -- Lp(ft): 5.37 selfwt. 30 - -- -- 30 0 441 300 4.q' 1781n' L, (it); 1560 w(uniform load): 11 238.0 ins Lr Red(Y/N): n DL LL Comments DSL: L/325 OK P CONCENTRATEO 1.0 D(k): 0.00 0.00 b0111 left end: 0.60 Vd(lb= 64.2 k DLL: U478 OK Fy = 50 ksi M= 48.0 kip R Ma/(lb = 107.9 kip -ft ib= 14.91 ksi F5= 33.54 ks1 V= 6.5k Do,: 0.3 in Unity= 0.44 OK Unity= 0.10 OK Dn: 1.11n Web and shear plate Bolt Capacity IV 1.00 in Default beam depth'U': 12 in It: 100 in Supported beam depth (In): 0 P'0" if the same) Web Steel Fu: 65 ks1 Quantity 3 Shear Plata thickness: VB in Diameter. Grade: 314 in A325 -N Weld: V4 in (s)inglef(d)puble shear plate7. S OK Boll Shear Capacity: 31.8k CSR=020 OK Web Shear Capacity: 25.2k CSR=0.26 OK Boll Bearing Capacity: 32.3k CSR=0.20 OK Shear Plate Capacity: 32.4k CSR=0.20 FB3 USE W12X30 Fy•50 ksi d=12.3 bf=65 A=88 reduced Reactions(k) BEAM MARK: FB4 d DL (p 0 LL( 0 LL (p 0 tdb (ft) wTL (Pm wuL (P18 t Left Right Span (ft): 41.00 0 0 0 0 3.61 3.61 DL TL deflection <U 240 mot 0 0 100 3 411 300 6.15 6.15 LL LL deflection <U 360 floor 37 100 0 0 0 9.76 9.76 TL Lb(ft): 2.0 misc. 0 0 -- Lp(it): 10.67 selfwf. 65 - -- - w(unifam load): 65 0 476 300 taq> 5091nb Lr Oti 35.15 LL Comments IaneaF 533.0 in' Lr Red(YM): n DL 0.00 0.00 from left end: 0.00 Dn: La51 OK P CONCENTRATED LOAD (k): 100.0kip-ft MdOb= 1579 kip -ft Vd0b= 94.5k DLL: U399 OK Fy=50 kbi M= f1,= 73.65 ks1 21.56 ks1 V= 9.8 k CDL. 0.7 in Unity Unity= 0.83 OK Unity= 0.10 OK Dn: 2.O In Web and shear plate Bolt Capacity IV. 100 in Default beam depth "Y. 12 In lb: 1.001n Supported beam depth (in): 0 CV0the same) Web Steel Fu: 65 kat Quantity: 3 Shear Plate thickness: 318 In Diameter. Grads: 314 in A325 -N Weld: 1/41n (syngle/(d)oubie shear plate7: S OK Bolt Sheer Capacity: 31.8k CSR=0.31 OK Web Shear Capacity: 37.8k CSR=0.26 OK Boil Bearing Capacity: 48.5k CSR=0.20 OK Shear Plate Capacity: 32.4k CSR=0.30 FB4 USE W12X66 Fir =50 ksl d=12.1 1,1=12.0 A=19.1 Project Name: Project #: Initials: Date: Sheet: 0 a --- Reactions (k) BEAM MARK: FBS DL (PsN LL (Psf) educed LL (Psf) trib (fl) W (PIN wig (pIN 0 Left Right 2.68 2.68 DL Span (ft): 22.00 load 0 0 0 0 0 600 6.60 6.80 LL TL deflection 4 U 240 roof 37 100 100 8 g0p 0 9.28 9.28 TL LL deflection<L/360 Floor 0 --0 0 Lb (ft): 2.0 misc. 0 22 _ -- 22 0 Iraq > 139 In" Lp (ft): 3.00 Self wt. w (uniform load): 844 600 Iacluaf 150.0 in" Lr (ft); 9-13 DL LL Comments Dn.: L1268 OK Lr Red (YIN): np.Op P CONCENTRATED LOAD (k): 0.00 from lett end: 0.00 V,19b = 64.0 k psi; L/378 OK M= 51.1 kip -ft MrfOb= 73.4 ki ft V= 9.3k Doi: 0.3 in Fy = 50 ksl ib= 24.12 lost Fb= F,. 34.68 ksi Unity= 0.15 OK On: 1.0 in Unity= 0.70 Bolt Capacity Web and shear Plate Default beam depth "D": 12 in I 1.00 in0' Supported beam depth (in): 0 (�- if the same) Ih: 1.00 in Quantity: 3 Web Steel Fa: 65 ksi Diameter: 3/4 in Shear Plate thickness: 3/8 in Grade: A325 -N Weld: 114 in CSR=0.29 OK (s)ingle/(d)ouble shear plate?: S k CSR=0.37 OK Bolt Shear Capacity: 31.8 k 32.3 k CSR=0.29 OK Web Shear Capacity: 25.2 CSR=0.29 OK Bolt Bearing Capacity: Shear Plate Capacity: 32.4 k d=12.3 bf=4.0 A=6.5 FB5 USE W72X22 Fy = 50 ksl .. re, am w 8015.0803.10.-1. WDOD BEAM µLOWAaLE aTREas DESlGx-axa m.+ -> <.-Reactions (lbs) ->I __I oatls----- BM MARK! FB6 Span (ft): 7.5 Lu (ft): 2.0 TL def. <U 240 LL def. < Lf 360 Co: 1.00 K: 1.0 LL Red. (YIN)?: N # Supported Floors: 1 fv (psi) @ d: ib (PST A TL(in): A DI -On): governing spaNA 5M MARK! Span (ft): 0.0 Lu (ft): 2.0 TL def. <U 240 LL def. < U 360 Co: 1.00 K: 1.0 LL Red. (Y/N)7: N # Supported Floors: 1 Red.LL Wb (ft) wn (P!ft DL(Psf) LL(ps0 (Pso 0 p 0 0 0 0 -_ 13.0 845 520 00 0 w owrow. m (Pit): 845 520 wu. (Pl0 roof 0 0 mormr 0 0 floor 25.0 40.0 walvmisc. 0 0 Left Right u#ffm 1219 1219 DL 1950 1950 LL 3169 3169 TL M(Ib-ft): 5941 DL LL u#ffm No. of Mlc6oLAxls: ...._-- #VALUEI 0 from leftend: 0.0 #VALUEI F G p sr.mno (lbs): 0 #VALUEI #VALUEI #VALUEI (2)1-314 x 11.875 B C #VALUEI (2)1-314x 7.250 (3) 2x 12 3.116X 9 #VALUEI ##Ydt## Z#uM#' # 157 84 867 70 135 #VALUEI 7f##It# #VALUEI 2325 0.06 751 1890 #VAL E 0.28 0.11 0.02 0.07 0.18 1,388 TL 0.03 0.07 span/6: Beam Selection (A- F ): A n Y9E: 1,278TL 511 FB6 YSE: !/4 X 11.095 Beam Selection ( A- F ): G > a. -Reactions (lbs) -->1 Reactions (lbs) ->I - RM MARK! Imo --Loads ROIL irih (ft) Wn(PI)) RL idb ()nP Let u Right DL(Psp LL(PsN (paQ #DIVI01 #DIV/01 DL roof 0 0 - 0 0 3757 p 300 #DIVI01 #DIV/01 LL rooflnr 25.0 100.0 -' 3.0 488 300 #DIV/01 #DIV/01 TL noor 25.0 40.0 5 -- .0 0 0 M (lb -ft): #VALUEI warlmisc. 0 0 w unlvaaM Lono (Plp: 863 600 _ 13,0 ' 845 LL Comments No. of mlcnouYs: 2 DL 0 0 from left end: 0.0 #VALUEI G P rnlono (lbs): OWN l'q#JH## #VALUEI 22x8 #VALUEI #VALUEI ( ) #####tHt #VALUEI #VALUEI wnvml A # u#ffm #VALUtlUEI ...._-- #VALUEI #VAL##### tv(psi) @d: #VALUEI #VALUEI i #VALUEI #VALUEI #VALUEI fb(Psi): #VALUEI #VALUE! ###### � #VALUEI #VALUEI #VALUEI A TL(in): #VALUEI #VALUEI ##Ydt## Z#uM#' # #VALUEI iV #VALUEI 7f##It# #VALUEI #VALUEI #### q #VAL E A DL(in): #VALUEI #VALUE! 1 #VALUEI ###### span/6: Beam Selection (A- F ): A n Y9E: > a. -Reactions (lbs) -->1 - RM MARK! Imo --Loads ROIL irih (ft) Wn(PI)) W,(P!o Left Right DL(Psf) LL(Psf) (psn #DN/01 #DIV/01 DL Span(fi: 0.0 0 0 - 0 p 0 #DIV/01 #DIV/01 LL LU (ft): 2.0 roof roof/nr 0 0 0 0 p 520 #DIV/01 #DIVI01 TL TL def. < U 240 25.0 40.0 _ 13,0 ' 845 LL dal. N 360 boor 0 -- 0 M (lb -ft): #VALUEI Co; 1.00 walvmisc. 0 W vwrosM Lwe (P10; 845 520 K: 1.0 LL Red. (Y/N)7: N LL Comments No. of MKaowns: 2 # Supported Floor$:I pl 0 0 tram left end: 0.0 #VALUEI G P sT. LOAo (lbs): #9 #VALUEI (2) 2x8 #117# 7 >t #VALUEI #VALUEI #VALUEI #VALUEI ##### Iylp### ###### N 9 � #VALUEI #VALUEI #DIVI01 > its #It#7F### fv (PQ @d:#VALUEI #VALUEI 9#99" #### f # #VALUEI #VALUE! #VALUEI #VALUEI ##### #VALUEI I: #VALUEI #VALUEI Melhe itN #VALUEI # VALUEI #VALUEI A TL(in): #VALUEI #VALUEI #11#71## POW"iNALUEI #VALUEI ##### A DL(in): #VALUEI #VALUEI 1t##### q #VA I ! J spaNA: #VALUEI #VALUEI ####��NfFU.wI ! ! _ _.._i__..... r n -FIG TJI JOIST JOIST MARK: FJ1 span/ALL: 684 DL (psq LL (psq span/ATL: 421 DL(pso LL(ps0 Span (ft): 15.0 roof 0 0 TL def. < U 360 floor 25 40 LL def. < U 480 wall 0 0 Spacing (in): 16 misc 0 0 Searing Type(h/w): w 80.0 W UNIFORM LOAD (plr): Web Stiffner(y/n): n Selection No: 2 DL LL Co: 1.00 PFT. Loan (lbs): 0 0 JOIST MARK: RJ1 Span (ft): 19.0 TL def. < U 240 LL def. < U 360 Spacing ( in): 16 Bearing Type(h/w): w Web Stiffner(y/n): n Selection No: 5 Co: 1.00 V.,.. (Ib): 1350 Reactions (lbs) wn fai0 wLL (P10 Left Right 0.0 0 250 250 DL 86.7 53.333 400 400 LL 0.0 -- 650 650 TL 0.0 0 86.7 53 M (Ib -ft): 2438 from left end: 0.0 ALL(in): 0.26 ATL(in): 0.43 M,I.(lb-ft): 3015 span/ALL: 684 DL (psq LL (psq span/ATL: 421 FF FJ1 USE- 11.7/8 TJI 110 isw Oa DL LL P RT. LOAD (lbs): 0 0 V,I (Ib): 1435 from left end: 0.0 ALL(In): 0.49 ATL(in): 0.85 M,IIo„,(Ib-ft): 3620 Reactions (lbs) DL (psq LL (psq wa (Plo wLL (plf) Left Right roof 25 35 80.0 47 317 317 DL floor 0 0 0.0 0 443 443 LL wall 0 0 0.0 -- 760 760 TL misc 0 0 0.0 0 W UNIFORM LOAD (plf): 80.0 47 M (Ib -ft): 3610 DL LL P RT. LOAD (lbs): 0 0 V,I (Ib): 1435 from left end: 0.0 ALL(In): 0.49 ATL(in): 0.85 M,IIo„,(Ib-ft): 3620 span/ALL: 462 ;pan/ATL: 269 RJ1 USE: 11.7/S TJI 21O 7fi IN OC Project Name: Project #: Initials: Date: Sheet: edtlYedaH6v07 Lam' FJ1 117/8" TJI@ 110 @ 16" Dlc TJ -THIS PRODUCT MEETS OR EAGttua I me 0" r rrr-�aay.. User. 2 11/912009 4:22:55 PM Pagel EngineVersion:&35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED i -13 - Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 01b duration, 30.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1-25) 600 430 8" SUPPORTS: Other Input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/UplifUTotal 1 Stud wall 3.50" 3.50" 92516741011599 End, TJI Blocking 1 Ply 111718x 111®/810.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 369 1 276101644 End, Rim Y DESIGN O�S Design Control Result Location Maximum Passed (81%) Ll. end Span 1 under Roof loading Shear (Ibs) 1580 1572 1950 1719 Passed (921/9) Bearing 1 under Roof loading Vertical Reaction (Ibs) 1580 1580 Passed (62%) MID Span 1 under Floor loading Moment (Ft -Lbs) 2091 1947 126 60 01419 Passed (V999+) MID Span 1 under Roof loading Live Load Defl (in) 0629 Passed (V689) MID Span 1 under Roof loading Total Load Dell (in) 0.219 . 30 Passed Span 1 TJPro 53 -Deflection Criteria: STANDARD(LL: V360,TL:V240). -Deflection analysis is based on composite action with single layer of 19132" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based i n a GLUED &NAILED e. A Panels l a pan Rating) eck has not been perforng. The med by the program. by Comparison Addition Valuat 16 considerations for this rating include: Ceiling •None. A structural analysis of the ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by iLevel code to iLevel nwarrants the sizing is its products is this software will design loads, accomplished stated in accordance ons it beenvp ®vdroduct ed by the software usern criteria . This outputhasnot been rev ewedeby anliLevel® Asso roduct clate�ion, Input design -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. OPERATOR INFORMATION: PROJECT INFORMATION: c 2009 b newel®, eeaerai war, wA. Initials: Date: Sheet: p{,p9d('01FRiA� are registers tra emar e o 1 eve PfOIeOt #: f'JbbTTtt '�a YYffbb''"" and T,T-e"a are trademarks oY 11eve1®. ':\Btxuctural\2009\09210 Rexburg Apartments- Rexburg, ID\ gineering\Calculations\Gr ity\Floor Joist sm F n,lvaYe,„cause, 117/8” TJI®110 @ 16" ®/c C UsUsTHIS PRODUCT MEETS OR E ET -1 ESIGN er. 2 11/9/2009 422:55 PM Pag82 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group PROJECT INFORMATION: OPERATOR INFORMATION: p€®aapd adap¢r are reglatered trademarks n „era f 'o'ist6 725ti'•antl TJ-Yro^ are trademarks of iLevel®. ^ 12' 7.00" " Max. Vertical Reaction Total (lbs) 1599 644 Max. Vertical Reaction Live (lbs) 925 Selected Bearing Length (in) 3.50(W) 2625 (W) Max. Unbraced Length (in) 41 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 663 -264 Max Shear at Support (lbs) 666 -267 Shear Within Span (lbs) 648 Member Reaction (lbs) 666 267 Support Reaction (lbs) 674 276 Moment (Ft -Lbs) 893 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 994 -595 Max Shear at Support (lbs) 1002 -603 Shear Within Span (lbs) 959 Member Reaction (lbs) 1002 603 . Support Reaction (lbs) 1021 622 Moment (Ft -Lbs) 1947 Live Deflection (in) 0.109 Total Deflection (in) 0.202 Loading on all spans, LDF = 1.25 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 1572 -617 Max Shear at Support (lbs) 1580 -625 Shear Within Span (lbs) 1537 Member Reaction (lbs) 1580 625 Support Reaction (lbs) 1599 644 Moment (Ft -Lbs) 2091 Live Deflection (in) 0.126 Total Deflection (in) 0.219 PROJECT INFORMATION: OPERATOR INFORMATION: p€®aapd adap¢r are reglatered trademarks n „era f 'o'ist6 725ti'•antl TJ-Yro^ are trademarks of iLevel®. project #: Initials: Date: Sheet: is\Structural\2009\09218_Rexburg Apartments- Rexburg, ZD ngineerin9\calculations\G vit \Floor Joist.sm Title : Dsgnr: Date: 2:26PM, Description Scope: Rev. 560007 Users KV -0606I77, Vel 5.0.0.1-Dec2003 Steel Beam Design fc11999.2an3 EMERCALC Enaineerina Softwa,e Description rs Page 1 General information Actual Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 r Steel Section : C12X20.7 fb : Bending Stress Fy 36.00ksi fb/Fb 0.090:1 Pinned -Pinned Load Duration Factor 1.00 Center Span 7.00 It Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 It LL & ST Act Together Right Cant 0.00 It 0.56 Lu : Unbraced Length 7.00 R -0.002 Distributed Loads 0.000 in Note! Short Term Loads Are WIND Loads. #1 #2 43 04 #5 46 97 DL 0.140 0.000 It k/ft LL 0.300 1.61 loft ST 1.61 koft Start Location ft End Location It Using: C12X20.7 section, Span = 7.00ft, Fy = 36.Oksl End Fixity= Pinned -Pinned, Lu = 7.00ft, LDF= 1.000 Force & Stress OL Maximum Only Allowable 31.417 k -ft 17.535 ksi 48.730 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.007 in Length/DL Defl 36,209.1: 1 Length/(DL+LL Defl) 12,627.9: 1 <<-- These columns are Dead + Live Load I LL LL+ST LL Center Center 0 Cants 2.82 Max. M + Actual Moment 2.821 k -ft fb : Bending Stress 1.575 ksi fb/Fb 0.090:1 Shear 1.612 k fv : Shear Stress 0.476 ksi fv / Fv 0.033 : 1 Force & Stress OL Maximum Only Allowable 31.417 k -ft 17.535 ksi 48.730 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.007 in Length/DL Defl 36,209.1: 1 Length/(DL+LL Defl) 12,627.9: 1 <<-- These columns are Dead + Live Load I LL LL+ST LL Center Center 0 Cants 2.82 Max. M + 2.82 k -ft 0.98 Max. M - Max. M @ Left -0.007 0.000 Max. M @ Right 0.000 0.000 Shear@ Left 1.61 k 0.56 Shear @ Right 1.61 k 0.56 Center Defl. -0.007 in -0.002 Left Cant Dell 0.000 in 0.000 Right Cant Deft 0.000 in 0.000 ...Query Dell @ 0.000 It 0.000 Reaction @ Left 1.61 0.56 Reaction @ Rt 1.61 0.56 Fa caldd per Eq. E2-2, K'L/r> Cc I Beam, Major Axis, Fib per Eq. F1-8, Fb =12.000 Cb Af I (Id) 1.61 1.61 -0.007 -0.007 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.61 1.61 1.61 1.61 as noted --» LL+ST Cants k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Project Name: Project #: Initials: Date: Sheet: Title : Dsgnr: Description Steel Beam Design Steel Section Properties C12X20.7 12.000 In Weight 20.65 #IH Depth 0.2821n IV 129.000 in4 Web Thick lyy 3.860 in4 Width 2.940 in S� 21.5001n3 Flange Thick 0.501 in BYY 1,720 in3 Area 6.08 in2 8 i 0.69n R 4.610 in Xcg Dist. , R-�yy 0.797 in Values for LRFD Design.... 25.600 In3 0.369 in4 Zx J ZY 3.470 in3 Cw 112.00 in6 1.1251n K J Date: 2:26PM, OV Page 2 WOOD STUD WALL DESIGN P® TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for 0 < Ll 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for A < L / 240 (governs) KING STUD EARTHPUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M <Mcap trib width capacity (ft) = 5.32 for d < L / 240 Interior Zone tat floor exterior USE: 2 X 4 @ 12 " O.C. I End Zone 1st floor exterior USE: 2 X 4 @ 12 " O.C. (OF No. 2) Framinq at ooeninos (unless noted nthprwren nn N="I• OPENING WIDTH (FT) Load Case ALLOWABLE STRESS DESIGN -2005N 1D+ Mend 1D+0.75L+0.75Wend+ 1D+0.75L+0.525EQ+ 2 1 D E S D R I PTI O N: lst floor exterior Axial 0.75S Loads to Wall: Cd= wLoad case 1.60 1.80 Height, Is (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 deflection < U: 240 0 roof 25 35 9.0 540 225 461 461 135 C & C Interior Zone (psry: 16.8 floor 25 40 12.0 780 300 660 660 180 C & C End Zone (psf): 19.5 wall 20 0 16.0 320 320 320 320 192 earthquake pressure (psf): 10.0 mise 37 100 5.0 685 185 560 560 111 LL on roof snow? (YIN): y 0.147 OK 0.157 OK0.056 w (plf)= 2325 1030 2001 2001 618 Lumber grade: 2 (DF Nn. 71 NDS 9or1q P® TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for 0 < Ll 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for A < L / 240 (governs) KING STUD EARTHPUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M <Mcap trib width capacity (ft) = 5.32 for d < L / 240 Interior Zone tat floor exterior USE: 2 X 4 @ 12 " O.C. I End Zone 1st floor exterior USE: 2 X 4 @ 12 " O.C. (OF No. 2) Framinq at ooeninos (unless noted nthprwren nn N="I• OPENING WIDTH (FT) Load Case iD+1L+1S 1D+ Mend 1D+0.75L+0.75Wend+ 1D+0.75L+0.525EQ+ 2 1 1 1 0.75S 0.75S 0.6D+03EQ Cd= 1.15 1.60 1.80 1,80 1.60 FcE (psi) = 634 634 634 634 634 Fe (psi) = 578 596 596 596 596 fc (psi) = 443 OK - 196 OK 381 OK 381 OK 118 OK M (Ib -ft) = 0 156 117 42 56 Fb' (psi) = 1785 3240 3240 2484 2484 fb (psi) = 0 OK 611 OK 458 OK 165 OK 219 OK CSR = 0.59 OK 0.38 OK 0.76 OK 0.58 OK 0.15 OK Am„ (in.) = 0.400 0.400 0.400 0.400 0.400 0 (in.) = 0.000 OK 0.147 OK 0.157 OK0.056 OK 0.075 OK P® TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for 0 < Ll 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for A < L / 240 (governs) KING STUD EARTHPUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M <Mcap trib width capacity (ft) = 5.32 for d < L / 240 Interior Zone tat floor exterior USE: 2 X 4 @ 12 " O.C. I End Zone 1st floor exterior USE: 2 X 4 @ 12 " O.C. (OF No. 2) Framinq at ooeninos (unless noted nthprwren nn N="I• OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS ENOZONE MO. OF KING STUDS EO 3 2 1 1 1 4 2 1 1 5 2 1 2 6 3 2 2 1 7 3 2 2 8 4 2 2 9 4 2 2 10 4 2 3 2 11 5 2 3 2 12 5 3 3 2 13 5 3 3 2 14 6 3 3 2 15 6 3 3 2 16 7 3 4 2 (governs) Project Name: Project #: Initials: Date: Sheet: WOOD STUD WALL DESIGN TRIMMER: KING STUD WIND INTEaIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for d < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 t0b width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 2.73 for 4 < L / 240 (governs) trib width capacity (ft) = 5.32 for 4 < L / 240 (governs) rterlor Zone 2nd floor exterior USE: 2 X 4 @16 " O.C. End Zone 2nd floor exterior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENINGWIDTN (FT) Load Case ALLOWABLE STRESS DESIGN - 2005 NDS 1D+ 0.75L+ 0.525EQ+ 1 1 1D+It. +1S 1D+ Mend D E 90 R I PTI D N: 2nd floor exterior Axial Loads to Wall: 1 wLoad case 0.75S 0.755 Height. Is (fl) : 8.0 - e DL LL trib 1 2&3 4 &5 6 7 deflection < U: 240 0 roof 25 35 9.0 540 225 461 461 135 C & C Interior Zone (psf): 16.6 floor 25 40 6.0 390 150 330 330 90 C & C End Zone (psf): 19.5 wall 20 0 8.0 160 160 160 160 96 earthquake pressure (psl): 10.0 misc 37 100 3.0 411 111 336 336 67 LL on roof snow? (YIN): y 0.196 OK 0.210 OK 0.075 OK w (pM= 1501 646 1287 1287 388 Lumber grade: 2 (DF No. 2) NDS 2005 TRIMMER: KING STUD WIND INTEaIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for d < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 t0b width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 2.73 for 4 < L / 240 (governs) trib width capacity (ft) = 5.32 for 4 < L / 240 (governs) rterlor Zone 2nd floor exterior USE: 2 X 4 @16 " O.C. End Zone 2nd floor exterior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENINGWIDTN (FT) Load Case NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE 1 D + 0.75L + 0.75Wend + 1D+ 0.75L+ 0.525EQ+ 1 1 1D+It. +1S 1D+ Mend 4 1 O.6D+0.7EQ 1 1 5 0.75S 0.755 2 Cd = 1.15 1.60 1.60 1.60 1.60 FcE (psi) = 634 634 634 634 634 F'c (psi) = 578 596 596 596 596 fc (psi) = 381 OK 164 OK 327 OK 327 OK 98 OK M (Ib -ft) = 0 208 156 56 75 Fb' (psi) = 1785 3240 3240 2484 2484 fb (psi) = 0 OK 815 OK 611 OK 219 OK 293 OK CSR= 0.43 OK 0.42 OK 0.69 OK 0.48 OK 0.17 OK Om„ (in.) = 0.400 0.400 0.400 0.400 0.400 4 (in.) = 0.000 OK 0.196 OK 0.210 OK 0.075 OK 1 0.100 OK TRIMMER: KING STUD WIND INTEaIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for d < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 t0b width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 2.73 for 4 < L / 240 (governs) trib width capacity (ft) = 5.32 for 4 < L / 240 (governs) rterlor Zone 2nd floor exterior USE: 2 X 4 @16 " O.C. End Zone 2nd floor exterior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENINGWIDTN (FT) NO.OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EO 3 1 1 1 1 4 1 1 1 1 5 2 1 2 1 6 2 2 2 7 2 2 2 8 2 2 2 9 3 2 2 1 10 3 2 3 2 11 3 2 3 2 12 3 3 3 2 13 4 3 3 2 14 4 3 3 2 15 4 3 3 2 16 4 3 4 2 Sheet: WOOD STUD WALL DESIGN TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 3036 KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap Wb width capacity (ft) = 3.20 for 4 < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap Crib width capacity (ft) = 2.73 for A < L / 240 (governs) trib width capacity (ft) = 5.32 for 8 < L 1240 Interior Zone 3rd floor exterior USE: 2 X 4 @16 O.C. ALLOWABLE STRESS DESIGN -2005 NDS _-- iD+ Mend 1 D + 0.75L + 0.75Wend + 10 + 0.751- + 0.525EQ + O.6D+0.7EQ DESDRIPTIoN: 3rd floor exterior Axial 1 Loads to Wall: 0.755 wLoad case Cd = 1.15 Height, le (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 deflection < U: 240 0 roof 25 35 7.0 420 175 359 359 105 C& C Interior Zone (psi): 16.6 floor 0 0 0 0 0 a 0 0 C& C End Zone (psi): 19.5 wall 0 0 0 0 0 0 0 0 earthquake pressure (psf): 10.0 misc 0 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y Am„(in.)= 0.400 w (plf)= 420 175 359 359 105 Lumber grade: 2 (DF No. 2) NDS 2005 0.075 OK 0.100 OK 4 2 TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 3036 KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap Wb width capacity (ft) = 3.20 for 4 < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap Crib width capacity (ft) = 2.73 for A < L / 240 (governs) trib width capacity (ft) = 5.32 for 8 < L 1240 Interior Zone 3rd floor exterior USE: 2 X 4 @16 O.C. Load Case iD+11-+iS iD+ Mend 1 D + 0.75L + 0.75Wend + 10 + 0.751- + 0.525EQ + O.6D+0.7EQ NO. OF KING 140. OF 1 0.753 0.755 1 Cd = 1.15 1.60 1.60 1.60 1.60 FcE (psi) = 634 634 634 634 634 F'c (psi) = 578 596 596 596 596 fc (psi) = 107 OK 44 OK 91 OK 91 OK 27 OK M (Ib -ft) = 0 208 156 58 75 Fb' (psi) = 1785 3240 3240 2484 2484 fb (psi) = 0 OK 815 OK 611 OK 219 OK 293 OK CSR = 0.03 OK 0.28 OK 0.24 OK 0.13 OK 0.12 OK Am„(in.)= 0.400 0.400 0.400 0.400 0.400 4 (in.) = 0.000 OK 0.196 OK 0.210 OK 0.075 OK 0.100 OK TRIMMER: Trimmer supports only vertical load ... Pcap (lbs) = 3036 KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 for M < Mcap Wb width capacity (ft) = 3.20 for 4 < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap Crib width capacity (ft) = 2.73 for A < L / 240 (governs) trib width capacity (ft) = 5.32 for 8 < L 1240 Interior Zone 3rd floor exterior USE: 2 X 4 @16 O.C. End Zone 3rd floor exterior USE: 2 X 4 @ 16 ” O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): NO, OF KIIJG STUDS EO OPENINGWIDTH NO. OF TRIMMERS NO. OF KING 140. OF 1 4 1 1 1 1 5 1 1 2 1 6 1 2 2 1 7 1 2 2 1 8 1 2 2 1 9 1 2 2 1 10 1 2 3 2 11 1 2 3 2 12 1 3 3 2 13 1 3 3 2 14 1 3 3 2 15 2 3 3 2 16 2 3 4 2 (FT) STUDS INT ZONE KIIJG STUDS ENO ZONE NO, OF KIIJG STUDS EO 3 1 1 1 1 4 1 1 1 1 5 1 1 2 1 6 1 2 2 1 7 1 2 2 1 8 1 2 2 1 9 1 2 2 1 10 1 2 3 2 11 1 2 3 2 12 1 3 3 2 13 1 3 3 2 14 1 3 3 2 15 2 3 3 2 16 2 3 4 2 (governs) Project Name: Project #: Initials: Date: Sheet: WOOD STUD WALL DESIGN TRIMMER: Trimmer supports only vertical load Pcap (lbs) = 3036 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 0 < L / 240 (governs) KIND STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (it) = 10.63 for d < L / 240 (governs) KIND STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap Crib width capacity (ft) = 5.32 for d < L 1240 (9overns) Interior Zone tat floor interior USE: 2 X 4 @12 "O.C. Load Case ALLOWABLE STRESS DESIGIT--2005 NDS iD+0.75L+0.75Wend+ iD+0.75L+0,525EO+ NO. OF TRIMMERS NO. OF KING NO. OF KING STUDS DES OR I PTION: list floor Interior /axial Loads to Wall: Cd = wLoad case 1.60 1.60 Height, Is (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 deflection < U: 240 0 roof 25 35 13.0 780 325 666 666 195 C & C Interior Zone (psf): 5.0 floor 25 40 24.0 1560 600 1320 1320 360 C & C End Zone (psf): 5.0 wall 10 0 16.0 160 160 160 160 96 earthquake pressure (psf): 10.0 misc 0 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y 0.038 OK 0.040 OK w (pM= 2500 1085 2146 2146 651 Lumber grade: 2 (DF No. 2) NDS 2005 TRIMMER: Trimmer supports only vertical load Pcap (lbs) = 3036 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 0 < L / 240 (governs) KIND STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (it) = 10.63 for d < L / 240 (governs) KIND STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap Crib width capacity (ft) = 5.32 for d < L 1240 (9overns) Interior Zone tat floor interior USE: 2 X 4 @12 "O.C. Load Case 1D+1L+1S 1D+ lWend iD+0.75L+0.75Wend+ iD+0.75L+0,525EO+ NO. OF TRIMMERS NO. OF KING NO. OF KING STUDS NO. OF KING 0.75S 0.75S 0.60+0.7EO Cd = 1.15 1.60 1.60 1.60 1.60 FcE(psi)= 634 634 634 634 634 F'c (psi) = 578 596 596 596 596 fc (psi) = 476 OK 207 OK 409 OK 409 OK 124 OK M (Ib -ft) = 0 40 30 42 56 Fb'(psi)= 1785 3240 3240 2484 2484 Ib (psi) = 0 OK 157 OK 118 OK 165 OK 219 OK CSR = 0.68 OK 0.19 OK 0.57 OK 0.66 OK 0.15 OK 6=D (In.) = 0.400 0.400 0.400 0.400 0.400 A (In.) = 0.000 OK 0.038 OK 0.040 OK 0.056 OK 0.075 OK TRIMMER: Trimmer supports only vertical load Pcap (lbs) = 3036 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 0 < L / 240 (governs) KIND STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (it) = 10.63 for d < L / 240 (governs) KIND STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap Crib width capacity (ft) = 5.32 for d < L 1240 (9overns) Interior Zone tat floor interior USE: 2 X 4 @12 "O.C. End Zone list floor Interior USE: 2 X 4 @ 12 " O.C.. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH NO. OF TRIMMERS NO. OF KING NO. OF KING STUDS NO. OF KING (FT) STUDS INT ZONE ENDZONE STUDS EO 3 2 1 1 1 4 2 1 1 1 5 3 1 i 1 j 6 3 1 1 1 7 3 1 1 1 i 1 8 4 1 1 1 2 14 9 4 1 1 i 7 1 10 5 1 i 2 1 2 11 5 1 1 2 Project Name: Project #: � Initials: Date: Sheet: 12 5 i 1 2 13 6 1 1 2 14 6 1 1 2 15 7 1 1 2 18 7 1 1 2 Project Name: Project #: � Initials: Date: Sheet: WDOD STUD WALL DESIGN TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M <Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 4 < L 1240 (governs) KING STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 hib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 5.32 for A < L / 240 Interior Zone 2nd floor Interior USE: 2 X 4 @16 " O.C. I End Zone 2nd floor Interior USE: 2 X 4 @16 "O.C. (DF No. 2) Framing at openings (unless noted otherwisn on nlanl- OPENING WIDTH (FT). AUOWABU:STHESS DESIGN - 2005 NDS 1D+1L+1S 1D+ Mend 1D+0.75L+0.75Wend+ 11)+0.751-+0.525E0+ 1 DESCRIPTION: 2nd floor Interior Axial 1 Loads to Wall: 0.75S wLoad case Cd = 1.15 Height, Is (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 deflection < U: 240 0 roof 25 35 13.5 810 338 692 692 203 C & C Interior Zone (psf): 5.0 floor 25 40 13.5 878 338 743 743 203 C & C End Zone (psf): 5.0 wall 10 0 8.0 80 80 80 80 48 earthquake pressure (psi): 10.0 misc 0 0 0 0 0 0 0.54 OK 0.64 OK LL on roof snow? (YIN): y A.E. (In.) = 0.400 w (plf)= 0.400 0.400 0.400 0 0 453 1768 755 1514 1514 Lumber grade: 2 ( DF No. 21 NDR 2nnR TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M <Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 4 < L 1240 (governs) KING STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 hib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 5.32 for A < L / 240 Interior Zone 2nd floor Interior USE: 2 X 4 @16 " O.C. I End Zone 2nd floor Interior USE: 2 X 4 @16 "O.C. (DF No. 2) Framing at openings (unless noted otherwisn on nlanl- OPENING WIDTH (FT). Load Case 1D+1L+1S 1D+ Mend 1D+0.75L+0.75Wend+ 11)+0.751-+0.525E0+ 1 -- 1 1 0.75S 0.75S O.6D+0.7E0 Cd = 1.15 1.60 1.60 1.60 1.60 FcE (psi) = 634 634 634 634 634 Fc (psi) = 578 596 596 596 596 to (psi) = 449 OK 192 OK 385 OK 385 OK 115 OK M (Ib -ft) = 0 53 40 56 75 Fb' (psi) = 1785 3240 3240 2484 2484 ib (psi) = 0 OK 209 OK 157 OK 219 OK 293 OK CSR = 0.60 OK 0.20 OK 0.54 OK 0.64 OK 0.16 OK A.E. (In.) = 0.400 0.400 0.400 0.400 0.400 4 (in.) = 0.000 OK 0.050 OK 1 0.054 OK 1 0.075 OK 0.100 OK TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M <Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 4 < L 1240 (governs) KING STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 hib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 5.32 for A < L / 240 Interior Zone 2nd floor Interior USE: 2 X 4 @16 " O.C. I End Zone 2nd floor Interior USE: 2 X 4 @16 "O.C. (DF No. 2) Framing at openings (unless noted otherwisn on nlanl- OPENING WIDTH (FT). NO.OFTRIMMERS NO. OF MNG STUDS INT ZONE NO. OF KING STUDS ENDZONE NO. OF KING STUDS EO 3 1 1 1 1 4 2 1 7 1 5 2 1 1 6 2 1 1 7 3 1 1 7 8 3 9 3 1 10 3 1 1 2 11 4 1 1 2 12 4 1 1 2 13 4 1 1 2 14 5 1 1 2 15 5 1 1 2 16 5 1 1 2 (governs) Project Name: Project #: Initials: Date: Sheet: WOOD STUD WALL DESIGN — - ALLOWABLE STRESS DESIGN -2005 NDS 1D+1L+1S 1D+ Mend 1 D + 0.75L + 0.75Wend + 1D+0.75L+0.525EQ+ 0.60,+0,7EQ DESCRIPTION: 3rd floor Interior Axial 1 Loads to Wall: 0.75S wLoad case Cd = 1.15 Height, Is (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 deflection < U: 240 0 roof 25 35 13.5 810 338 692 692 203 C& C Interior Zone (psf): 5.0 floor 0 0 0 0 0 0 0 0 C& C End Zone (psf): 5.0 wall 0 0 0 0 0 0 0 0 earthquake pressure (psf): 10.0 misc 0 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y Amax (in.) = 0.400 w (plf)= 810 338 692 692 203 Lumber grade: 2 (DF No. 2) NDS 2005 0.075 OK 0.100 OK 1 1 2 TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M <Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) trib width capacity (it) = 5.32 for A < L 1240 (governs) Interior Zone 3rd floor Interior USE: 2 X 4 @16 O.C. End Zone 3rd floor interior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) Load Case 1D+1L+1S 1D+ Mend 1 D + 0.75L + 0.75Wend + 1D+0.75L+0.525EQ+ 0.60,+0,7EQ 1 1 1 0.75S 0.75S Cd = 1.15 1.60 1.60 1.60 1.60 FcE (psi) = 634 634 634 634 634 F'c (psi) = 578 596 596 596 596 to (psi) = 206 OK 86 OK 176 OK 176 OK 51 OK M (Ib -ft) = 0 53 40 56 75 Fb' (psi) = 1785 3240 3240 2484 2484 Ib (psi) = 0 OK 209 OK 157 OK 219 OK 293 OK CSR = 0.13 OK 0.10 OK 0.15 OK 0.21 OK 0.14 OK Amax (in.) = 0.400 0.400 0.400 0.400 0.400 A in.) = 0.000 OK 0.050 OK 0.054 OK 0.075 OK 0.100 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (ft) = 20.67 for M <Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) trib width capacity (it) = 5.32 for A < L 1240 (governs) Interior Zone 3rd floor Interior USE: 2 X 4 @16 O.C. End Zone 3rd floor interior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 1 1 1 1 4 1 1 1 5 1 1 1 1 6 1 1 7 1 7 8 2 9 2 10 2 1 1 2 11 2 1 1 2 12 2 1 1 2 13 2 1 1 2 14 2 1 1 2 15 3 1 1 2 16 3 1 1 1 2 Date: Project Name: Project #: nitials: Sheet: MASONRY SLENDER WALL DESIGN uaqua6ma mnmoo SC2000SRfoo 216as4 and(Auswmsumn 32.s1 PROJECT: X" WALL MARK: xxx WALL DATA: XXX T.O. parapet elev (ft) : 18.00 T.O. Wail elev (ft) : 9A0 Base Elev (ft) : 0.00 fm (psi): 1500 Fy (ksQ: 60 Wall self cel (pan : 55 Equ v Thick On) : 4.90 r (In) : 2.59 If (n) : 3.81 face shag (m): 1.25 LOAD DATA: fl: 0.5 12: 0.2 SnoW Loads?: N SPECIAL INSPECTION REQUIRED, Bond Grouted?: N Nom. Wall Thick (In): 8 Nom. Jamb Thick (in): e Vertical Rebar (rq : 5 Vert. Reinfspacing: 32 "q.a. Center Rebwa CYN' Y Min AS Hon. QnVfQ: 0.04 1#5AT 48 Min As Ved DnWff): 0.04 LL(sf) Equiv Ven As gn2/10: 0.12 >AemhCK Equiv Holtz As On?1N: 0.08 OK Seismic Design Data: 6&C2MdardASCE2D4 so.: 0.500 la: 1.00 P: 1.00 (IBC Eq 18.63) Fp: 0.20 Ww Fp (psf): 11.0 (IBC Eq 18.28) Ev : 0.100 D Wind Design Data: fASCE7-0:nd7c4 Design Wind Pressure (psf) : 22.0 Wall and Opening La out Im Left Opening jamb Rlghi Openin Gravity Lateral wtdlh talent Gravity D.DD I D.fn I t.0o I D.ao I D.DD Calculated Max. Jamb Width (M: 1.0) Laleral Uniform Load Concentration: 1.00 Gnvfty Uniform Load Concentration: 1.00 Gravity Concentraled Load DiaMbuim 1.00 h'/L 14.2 OK Vert bar clear cover (in): 2.25 WALL ANALYSIS: Em (psi): 1,350,000 n: 21.5 Of : D.Bo Ag (n2/ft) : 58.8 Ig (n4/ft) : 344 if (psi) : 97 S (inWft) : 90 IL 1 Load Cambaa: 1AD 1.2D+1.sL+C5US 120+1ALrIS+f1L dfmmface9f 1.2D+1.6W+fl L+CSLrIS Beanbag 0.9130,0E 0.9D+1.6W Pu": 1.11 SERVICE LOAD DATA: DL (pso LL(sf) Trig, (ft) Mr on] an) W41h(#) we(kIN Wklf) WL. NO W. In Roof Ledger Load 1 (psf): 25 35 2.0 2.00 5.81 - 0.05 - 0.07 0.00 Roof Ledger Load 2(ps1): 0 0 0.0 0.00 3.81 - 0.00 - 0.00 0.00 Floor Ledger Load(ps1): 0 0 0.0 0.00 3.B1 -- 0.00 0.00 - - RoofConcenWcLoad(psQ: 0 0 00 - - - 0.00 - 0.00 0.00 Floor Concentric Load(psf): 0 0 0.0 - -- - 0.00 0.00 - - Roof Concentrated Load (Kip): 0.00 0.00 - 0.00 3.81 0.00 0.00 - 0.00 0.00 Floor Concentrated Lead (Kip): 0.00 0.00 - 0.00 3.81 0.00 0.00 0.00 -- - Wall Self WlOno : - - -- - - -- 0.74 CODE CHECK.: UIL Vert areas(psi): 19 a 0.05 fm (psi): 75 OK IIBC21089AI(AC530.02.23) p: 00025 d pMax : 0.0088 OK (IBC 21089.2.13.21 WALL ANALYSIS: Em (psi): 1,350,000 n: 21.5 Of : D.Bo Ag (n2/ft) : 58.8 Ig (n4/ft) : 344 if (psi) : 97 S (inWft) : 90 IL 1 Load Cambaa: 1AD 1.2D+1.sL+C5US 120+1ALrIS+f1L 1.20+1.6LUSISSW 1.2D+1.6W+fl L+CSLrIS 1.2D+1.OE+PL 0.9130,0E 0.9D+1.6W Pu": 1.11 0.99 1.06 1.08 0.99 1.03 0.79 0.71 fs25) Pu *e/2 xm: 0.02 0.02 0.04 0.04 0.02 0.02 0.01 0.01 Muwind@Mn1: 0.00 0.00 0.00 0.18 0.38 0.00 0.00 0.38 Mu seismic fk 0): 0.00 0.00 0.00 0.00 0.00 0.11 0.11 0.00 Final Mu ToTaL(k o"; 0.02 D.02 0.04 0.22 0.38 0.13 0.12 0.37 Is.24) A u(in): 0.00 0.00 o.DD 0.01 0.01 0.00 0.00 0.01 (IBC 2108 9.a 6)(ACI 332) Mcr axme: 0:73 9N.OK 0.73 IMn.OR 0.73 <1Mn.oK 0.73 , MI. OK 0.73 gNn.OK 0.73 m.OK 0.73 <Mn OK 0.73 Nn.01 exure 4: 0.80 0.80 0.80 0.80 0.80 0.80 .0.80 DOB (ACMn 4 Mn 000): 1.91 aMUOK 1.89 aMu.OK 1.90 aMu oK 1.90 aMU OK 1.89 >Mu. OK 1.90 aMU OK 1.84 -su oK 183 amu OK (AD3-26) I"(In41: 30 30 30 30 30 30 29 29 Initial Maervice e -mg: 0.01 0.03 0.03 0.25 '025 0.00 0.09 0.23 (IBC 210814s) 00 }30.31) FOUNDATION ANALYSIS: Max P service (Wft): 0.86 at mid ht of wall Allowable son bearing (psq : 1500 Add'I lower wall wt OUR): D.25 Req'd wall fig Width (n): (Unless other foundation design talc Included) Total al base of Wall (Wft): -T.Tf- ProyaswnALDIOI Jn Project #: Initials: Date: Sheet: C ALLOWABLE STRESS DESIGN COLUMN MARKS Cl HSSSx5x1/4 F = 48 ksi LOADal LOAD P (k) P(k) II. (in) a, In) Pen PenL Comments LEVEL3 A 7.60 3.60 3.00 - 22.80 - �- elev. (fl): 26.00 B 0.00 0.00 0.00 - 0.00 - M,/My C 0.00 0.00 - 0.00 - 0.00 PRs D 0.00 0.00 MO1Mcy 0.00 0.19 0.00 LEVEL2 A 9.80 3.60 3.00 - 29.40 - Slay. (11): 18.00 B 4.00 1.13 -3.00 - -12.00 -- 0.08 C 0.00 0.00 - 0.00 - 0.00 0.08 D 0.00 0.00 0.00 0.00 CK 0.00 LEVEL 1 A 9.80 3,80 3.00 - 29AO -- <- elev,(11): 9.00 9 4.00 1.13 -3.00 - -12.00 - C 0.00 0.00 -- 0.00 -- 0.00 D 0.00 0.00 - 0.00 -- 0.00 35.20 elev. (ft): 0.00 HSSSx5x1/4 F = 48 ksi COLUMN INTERACTIONS WGI: 55.96 t: Mme: 209.6 kip -in b: 5 LEVEL3... 95.9 kip KIM: 55.96 Ix: 16 Mcy: 209.6 kip -in 16 Klinc 49.74 Sx: 6.41 Mcx: 209.6 kip -in PI Pc: 100.3 kip Kply 49.74 M,/My My: 209.6 kip -In 1 21.40 0.22 17.40 Case PI PRs MIS M.41M. MIy MO1Mcy HI -i 0.19 1 7.60 0.08 22.80 0.11 0.00 0.00 0.15 06 2 7.60 0.08 22.80 0.11 0.00 0.00 0.15 OK 3 7.60 0.08 0.00 0.00 0.00 0.00 0.04 OK 4 7.60 0.08 2280 0.11 0.00 0.00 0.15 CK LEVEL2... HSSSx5x1/4 F = 48 ksi WGI: 55.96 t: Mme: 209.6 kip -in b: 5 Pe: 95.9 kip KIM: 55.96 Ix: 16 Mcy: 209.6 kip -in 16 in.4 Sx: 6.41 In � Case PI Pfp. Mm MIK/Msx MR, M,/My Hl -1 Z,: 7.610 1 21.40 0.22 17.40 0.08 0.00 0.00 030 OK 2 18.53 0.19 29.40 0.14 0.00 0.00 0.24 OK 3 21.40 0.22 0.00 0.00 0.00 0.00 0.22 OK 4 18.53 0.19 29.40 0.14 0.00 0.00 0.24 OK LEVEL I... KY= 55.96 Mme: 209.6 kip -in Pc: 95.9 kip Kllry: 55.96 MO,: 209.6 kip -in Case PI PR. MM MWMc Mry MI/M`4 Hi -1 1 35.20 0.37 17.40 0.08 0.00 0.00 0.44 OK 2 32.33 0.34 29.40 0.14 0.00 0.00 0.46 OK 3 35.20 0.37 0.00 0.00 0.00 0.00 0.37 OK 4 32.33 0.34 29.40 0.14 0.00 0.00 0.46 OK COLUMN SIZE: HSSSx5x1/4 F = 48 ksi A: 4.3 in.' t: 0.233 in. b: 5 In. d: 5 in. Ix: 16 in.4 IY• 16 in.4 Sx: 6.41 In � Sy: 6All in? TX: 1.93 In. ry: 1.93 in. Z,: 7.610 in? Zy: 7.61 ins Tp Tr b/1= 18.50 28.12 35.15 hIt 18.50 28.12 35.15 Kx: 1.00 Cw. 10.5 Ky: 1.00 J: 25.8 Fy: 46 h: 5 PLAN - TYPICAL COLUMN CASEI FULLDL.LL CASE (G+unbN LL abl Y -AWS CASE R U l uiIMIL"WX-AXIS CASE4: OL 4 mMI LL ebI X 6Y-PXES Project Name: Project #: Initials: Date: Sheet: .-n)el I5. ALLOWABLE STRESS DESIGN COLUMN MARK: a2 HS53x3x114 F = 48 ksl LOADS: LOAD P (k) p(k) ex (in) er (in) Pen Peyn Comments LEVEL 3 A 0.00 0.00 0.00 -- 0.00 in elev. (ft): 0.00 B 0.00 0.00 0.00 -- 0.00 - i C 0.00 0.00 - 0.00 - 0.00 2 D 0.00 0.00 0.00 0.00 - 0.00 LEVEL A 5.13 1.50 3.00 -- 15.39 -- elev. (fQ: 18.00 B 0.00 0.00 0.00 - 0.00 -- LEVEL2... C 0.00 0.00 - 0.00 -- 0.00 KI/x: D 0.00 0.00 68.3 kip -in 0.00 - 0.00 LEVEL 1 A 5.13 1.50 3.00 - 15.39 - elev. (f) 9.00 B 0.00 0.00 0.00 - 0.00 - 1 C 0.00 0.00 - 0.00 - 0.00 2 D 0.00 0.00 - 0.00 - 0.00 FOUNDATION 5.13 1026 0.00 0.00 0.00 0.00 0.07 CK COLUMN INTERACTION, LEVEL 3... HS53x3x114 F = 48 ksl Kilm 0.00 in.� MD: 68.3 kip -in in. Pc: #DIV/01 KVry: 0.00 In. Mcy: 68.3 kip -in ly: 3.02 in Case Pr pp. MN M.1Mcx My M�-y Hi -1 i 0.00 #DN/01 0.00 0.00 0.00 0.00 #DIV/01 2 0.00 #DIV/01 0.00 0.00 0.00 0.00 #01V101 3 0.00 4DIV/01 0.00 0.00 0.00 0.00 #DIV/01 4 0.00 #DIV/01 0.00 0.00 0.00 0.00 #DIV/01 LEVEL2... h: 3 KI/x: 97.30 Mcx: 68.3 kip -in Pc: 35.6 kip KVry: 97.30 Mcy: 6B.3 kip -in Case Pr P�Pc Mrx Mrx/Mcx Mry Mr/My H7-1 1 5.13 0.14 15.39 0.23 0.00 0.00 0.30 9K 2 5.13 0.14 15.39 0.23 0.00 0.00 0.30 DK 3 5.13 0.14 0.00 0.00 0.00 0.00 0.07 CK 4 5.13 0.14 15.39 0.23 0.00 0.00 0.30 OK LEVEL I... KRx: 97.30 Max: 68.3 kip -In Pc: 35.6 kip KVry: 97.30 Mcy: 68.3 kip -in Case Pr PR. Mrx Mr/M.. Mry MrAl y Hl -1 1 10.26 0.29 15.39 0.23 0.00 0.00 0.49 OK 2 10.26 0.29 15.39 0.23 0.00 0.00 0.49 OK 3 10.26 0.29 0.00 0.00 0.00 0.00 0.29 CK 4 10.26 0.29 15.39 0.23 0.00 0.00 0.49 OK COLUMN SIZE: HS53x3x114 F = 48 ksl A: 2.44 in.� C 0.233 in. b: 3 in. E: 3 In. Ix: 3.02 In.' ly: 3.02 in <_. Sx: 2.01 in.' Sy: 2.01 in.3 N; 1.11 in. ry: 1.11 in. Z,: 2.480 In.' Zy: 2.48 In - Np Ar Wt- 9.88 28.12 35.15 hA 9.88 28.12 35.15 Kx: 1.00 Cw: 3.52 Ky-. 1.00 J: 5.08 Fy: 46 h: 3 PIAN - TYPICAL COLUMN CASE 1: FULL DL HL CASE2: DL+unbal LLeb1yW0S CASES: DL+unbal LLsbIX-PX5 CASE I: 9N uM W LL Of X 4 Y-A:ES Project Name: Project #: nitials Date: Sheet: .-of nl/li. 0 WOOD POST DESIGN DDUBLAS FIR LARCH ALLOWABLE STRESS DESIGN ALLCWABL6 LCAC6 (KIPS) LOAD DURATION, Do = 1,15 ALLOWABLE LOADS (KIPS) LOAD DURATION( Bo' 1,00 ALLOWABLE UNSRAGED HEIGHT OF POST. LE (FT) BEAM POST 8 9 10 12 14 16 18 20 BEARING 2x4 stud 2.5 2,1 1.7 1.2 0.9 -- --- --- 3.3 --- -- 3.3 2x4 no. 2' 3.0 24 - -5.9 70 1.4 1.1 2.c nn;2 .i 3,V. 2_ 20r 1.4' 1.1- - _ - -- _ 3.3 2x6 stud' 7.0 6.3 5.6 13 3.3 2.5 2.1 1.7 5.2 2x6 no. 2' 9.5 8.2 7.0- 52- 40 3.1 - 2.5 2.0 "52 - 4 x 4 no. 2 7.1 5.7 4.7 3.3 2.5 --- --- --- 7.7 4x6.no.2 -11.1 9.0 T4 53 3.9. - -- -- 12.0 4 x 8 no. 2 14.6 11.8 9,8 6.9 5.1 --- --- --- 15.9 6x6 no:2 - 20.0 - 18.6 1TO 13.7" -10.9 8.7 7.1 5.8 199 6 x 6 no. 1 27.4 25.0 22A 17.6 13.8 10.9 8.8 T2 18.9 6 x 8 no. 2 27:3 25A 23.1 18.7 14.8 - 11.9 9.6 7.9 25.8 6 x 8 no. 1 3T3 34.0 30.5 24.0 18.8 14.9 12.0 9.9 25.8 8x6 no. i- 58.3 56.2..536. 25.8 47.4..- 40.4:. 33.8.1 28.2 23.6 35.2 ALLOWABLE LOADS (KIPS) LOAD DURATION( Bo' 1,00 'Wall sheathing braces Stud in weak axis bending Project Name: Project #: Initials: Date: Sheet: R.dN 2 UNGRADED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM POST 8 9 10 12 14 16 18 20 BEARING 2x4 stud' 2.5 2.0 1.7 1.2 0.9 --- --- -- 3.3 2x4 no. 2' 3.0 24 - -5.9 70 1.4 1.1 -- -_ - -- 3.3 2x6 stud' 64 5.3 42 3.3 2.6 2,1 1.7 5.2 2x6 no. 2' 8.9 7.6 63 - 5.1' 39 11 25 _ 512 4 x 4 no. 2 7,0 5.7 4.7 3.3 2.5 --- --- --- 7.7 4 x u' no. 2 10.9 . 89 74 5.2.. 3.9 -- - --- 12.0 4 x 8 no. 2 14.3 11.7 9.7 6.9 5.1 -- -- --- 15.9 6]6 no,2 18.0 17.9 .15.7 13.0 10.5 8.5 - 7.0 5.3 18.9 6x6 no,1 248 230 21.0 16.9 13.4 10.7 8.7 7.2 18.9 6x8 no. 2. 24,6 231-- 21.4 '17.8 14.4 - 1L6 95 7.9 25.8 0x8 no.t 339 314 28r 230 18.3 14.6 119 9.8 25.8 9 xe. no:t y45j Ste; l{. 50.0 ..482 .a,43.¢. .I 3d.0 - 32.4 ?14 123yj,,y u 35.2 'Wall sheathing braces Stud in weak axis bending Project Name: Project #: Initials: Date: Sheet: R.dN 2 9 I c 0IL 0 u M iii o Ox �msm/I/m! d U .mmmn./s/m 91 O � o � � 0 .O L o a es v L 9 y I � V ^ mm.��.mmmm 0 e000m/so®s ®romsmi/ii O ^tt N v l[1 O� O V O © Ul p � o O O I c 0IL 0 u M iii o Ox �msm/I/m! d U .mmmn./s/m 91 O e er v .O L o a es v L 9 y � ^ mm.��.mmmm 0 O N v O� O C - WWOOSHEARWALL LINE. q 3rd Floor Walls Latent Force: 6800 pit 2nd Floor Walls Lateral Force: list Floor Walls Trib. Length: 1 fl 2900 pit TO. Length: 1 Lateral Force: 2900 Pit Less due fOgeo: 0 Ib q Less due to geo: 0 TO. Length: 1 q p: 1.00 pit Less due to geo: 0 pp Total Wall Length: 95 % P; 1.00 Short Wall Length: 3 fl Tota] Wall Length: 95 fl P' 1'00 Total WaII Length: Wall Height 8 If Flt Depth: Short Wall Length 3 q 1 fl 95 q Shod Wall Length: 3 Roof DL: 20 psf Wall He fl ht: g Fir Depth: fl 1 ft Wall Height e Tdb. W dth: 6fl Floot DU 20 psf If Floor W811 Weight 15 psf Tdb. Width: 6 q 6 psf Trib. Width: 6 Width; OL tactor. 0.53 Wall Weight 15 sr % Wall Weight 15 Force sh level, Fr: 6800 Ib DL DL factor 0.53 ps( DL factor 0.53 Force total, Fr: 6800 Ib Fr; 2900 ib F' 2900 Ib Shear @level. Va: 72 pit Fir: Fr: 9700 b I 12600 Ib Total shear, VT: 72 pit Vr' 31 pit Wall V.: Total O.T.M: 54400 It'll, VT: 102 pit A pit Vr: 133 ] Wall Short WaII O.T.M: 1717.895 It'll, Tolel O.T.M: 138800 fl lb Short Wall O.T.M; -lb pit Total O.T.M: 249300 ft -lb A Short Wall Ms: 1080 ft -lb 2450.5263 ft Short Well Ms: Shod Wail3183 Ib Uplift@ level, Pa: 381 Ib Step 2180 Wile Short Wall Ms: all MR: i Total Uplift, Pr: ]ee to NIA Pr: 825 Ib HolIA P.: 889 869 P1: 433 Ib NIA lbl, Ib Holdown PT: 486 Ib NIA LINE. 6 3rd Floor Wali, Lateral Force; 6800 pit 2nd Floor Walls fat Floor Walls Trib. Length: 1 If Lateral Force; 2900 pit Trib. - Lateral Force: 2900 Less due to geo: 0 Ib Length:1 it pit Trib. Length: 1 Less due to geo: 0 pIf q p: 1.00 Less due to geo: 0 pit Total Wall Length: 52.5 it P: 1.00 1'00 Shad Wall Length: 28 fl Total Wall Length;52.5 q p' Total Wall Length: 525 Wall Height 8 fl Fir Depth: Short Wall Length: 28 fl 7 ft ft Short Wall Length; fl Roof OL: 20 psf Wall Height 8 A fl Fir Depth: 1 ft Wall Height 11 a Trib. Width: 10 q Floor the 20 psf Trib. Width: fl Floor DL: psf Wall Weight 15 9 psf 10 % Wall Weight 15 6 6 % DL factor. 0.53 psf DL factor. 0.53 all Weight: Wall Weight: 75 par Force i1h level, Fa: 6800 to DL factor. 0.53 Force total, FT: 6800 to Fr. 2900 Ib F.: 2900 Ib Shear@level, V.: 130 pit Wall FT; 9700 to FT: 12600 Ib Total shear, VT: 130 pl! A VT: 55 pit pi Wall V.: 55 Total O.T.M: 54400 It'll, Vr: 185 pit q p If Vr. 240 Wall Shod Wall O.T.M: 2901333 It'll, Total O.T M: 138800 ft'Ib Short Wap O.T.M: pit Total O.T.M: 249300 Vie A Shod Wall Ms: 125440 It'll, 41388.687 It'll, Short Wall MR: Shod Wall O.T.M: 53760 %•Ib Uplift@ level, Py 0 Ib Strap 250880 ft'Ib Pr; Shod Wall MR: 321440 It'll, Total Uplift, PT: 0 Ib NIA - Ib Holdown P': 577 to Pr: 0 a Ib N/A Holdown PT: 0 to N/A LINE. 3rd Floor Walls Lateral Force: 0 pit 2nd Floor Walls let Floor Walls Trib. Length: 0 ft Lateral Force: 0 pit Tdb, Length: Lateral Force: 21 pit Less due to Sao: 0 to 0 it Lase due to Trib. Length: 1 % p: 1.00 geo: 0 pit Less due to geo: 0 pit Total Wall Length: 0 ftP: 1.00 Total Wall Length: 0 P' 100 Shad Wall Length: 0 q % Shod Well Length: 0 Total Wall Length: 13 it Wap Height 0 fl Fir Depth: i it ft Wall Height 0 it Shod Wall Length: 18 ft (Step Header) Roof DL: 0 psf Fir Depth: 1 it WaIl Height e It Trib. Width: 0 % Floor OL: 0 Floor DL: 10 Wall Weight 0 psf Tnb. Width: 0 fl If psf Tdb. Width: 8 DL factor 0.60 Weight Wall WelghC 0 psi DL factor. q Wall Weight 15 Force ith level, F.: 0 Ib 0.60 psf DL factor. 0.60 Force total, FT: 0 Ib Fr: 0 Ib F.: 2900 to Shear@level, Va: AIDIV/01 pit Wap FT: 0 FT: 2900 Ib TOtalahae.,VT: p01V/01 p1( q Vx: pDIV/01 pIf pi Wall V.: To1al0.T.M: 0 It'll, Vr: gDIV/01 plf q 223 pit V*: Wall Shod Wall O.T.M: 0 %•Ib Total O.T.M: 0 fl Ib 223 p1( Total O.T.M: 23200 A Shod Wail MR: 0 111) Shod Wall O.T.M; 0 fl'Ib Shod Wall MR: ft lb Shod Wall O.T.M: 23200 %•Ib UPIiM @ level, Pa: #DIV/01 to Soap 0 11Ib Pr: #DIV/01 Shod Wall MR: 32400 Total Uplift, Pr: #DN/01 ib N/A Ib Hoitlown P.: 705 Ib to PT: #DIV/OI Ib N/A Holdevat PT: 209 to (Up Project Name: Project: nitials: Date: Sheet: Z r' V, 3- STORY WOOD SHEARWALL LINE: 1 and 6 2 and 5 2nd Floor Wells tat Floor Walls Lateral Force: 4850 3rd Floor Walls 3rd 2nd Floor Wells plf list Floor Walls pit Lateral Force: 2500 pd Lateral Force: Lateral Force: 2060 pit Lateral Force: Lateral Force: 2060 pit Tdb. Length: 1 It 0 Trib. Length: 1 It 0 Trib. Length: 1 P Less due to geo: 0 to It Less due to gee: 0 pit Ib Less due to geo: 0 pit p: 1.00 Less due to geo: 0 p: 1.00 p: 1.00 P; 1.00 p; Total Wall Length: 15.5 It P: Total Wall Length: 15.5 It Total Wali Length: Total Wall Length: 15.5 ft Shod Wall Length: 15.5 ft 26 Short Wall Length: 15.5 It 8 Shod WaII Length: 15.5 ft Wall Height 8 ft Fir Depth: 1 ft Wall Height 8 It Fir Depth: 1 ft Wall Haight e It Roof DL 20 psf 8 Floor DI. 20 pat e Floor DL 20 psf Trib. Width: 2 ft Floor DL: Trib. Wdih: 2 It Floor DL: TO. Width: 2 fl Wail Weight 20 psf 15 Wall Weight 20 psf 15 Wall II Weight: 20 psi DL factor. 0,60 15 par DL factor. 0.60 15 psf DL factor. 060 15 Farce ith level, Fs: 2500 It 0.60 Fr: 2060 Ib 0.60 F,: 2080 DL factor. FarCR total, FT: 2500 Ib Force lth level, Fa: FT: 4560 Ib F2: 4700 Ib Ib Shear@ level, Va: 161 pit Wall Vs: 133 pit WaII Ft: V{. 6520 133 Ib pit Wall Total shear, VT: 161 pit A VT: 294 pit A VT: 427 pit B Total O.T.M: 20000 RIb 15130 192 Total O.T.M: 58980 ft•Ib 234 Total O.T.M: 116500 ft -lb Shod Wall O.T.M: 20000 Rlb VT: Short Wag O.T.M: 58980 ft -lb Total O.T.M: Short Well O.T.M: 116500 ft -lb Short Wall MR: 24025 Rlb 224850 Short Wall Ma: 48050 RIb C Short Well Me: 72075 Rib Uplift ®level. P3: 360 Ib Strap Pa: 1424 It Holdom P,: 2487 Ib Holdi Total UPIAL PT: 360 It NIA PT: 1945 Ib MSTC40 PT: 4726 Ib HTTB LINE: 2 and 5 2nd Floor Wells tat Floor Walls Lateral Force: 4850 pit 3rd Floor Walls plf 2nd Floor Walls 3950 pit tat Floor Walls Trib. Length: 1 Lateral Force: 5730 plf 1 Lateral Force: 4700 pit 1 Lateral Force: 4700 p8 0 The. Length: 1 It 0 Title. Length: 1 It 0 Tnb. Length: 1 It 100 Less due to geo: 0 Ib 100 Less due to geo: 0 plf 1.00 Less due to geo: 0 pit 26 p: 1.00 Total Wall Length: 26 p; 100 Total Wall Length: 26 P: 1.0 Shod Wall Length: 26 Total Wali Length: 24.5 ft 26 Total Wall Length: 24.5 fl 26 Total Well Length: 24.5 it 8 Short Wall Length: 24.5 It 8 Shod Wall Length: 24.5 It 8 Shod Wall Length: 24.5 It 20 Wag Height 8 It Fir Depth: 1 It Wall Haight 8 ft Fir Depth: 1 fl Wall Height e It 2 Roof DL: 20 par 2 Floor DL: 20 pat 2 Floor DL: 20 pat 15 Trite. Wtlth: 2 It 15 Trib. Width: 2 a 15 Trib. Width: 2 It 0.60 Wall Weight 15 par 0.60 Wall Weight: 15 psf 0.60 Wall Weight 15 Pat 4850 DI -factor. 0.60 Fa: 3950 DL factor. 0.60 F,: 3950 DL factor. 0.60 Force total, FT: 4850 Force lth level, Fa: 5730 Ib 8800 F2: 4700 Ib F,: 4700 Ib 187 Force total, FT: 5730 Ib 152 FT: 10430 Ib 12750 152 Ib Total shear, VT: 187 Shear 0 level, Va: 234 pit Wall V2: 192 pit Wall FT: V,: 15130 192 Ib pit Wall Total shear, VT: 234 pit A VT: 426 pit B VT: 618 Total O.T.M: 38800 Total O.T.M: 45840 ft9b 114050 Total O.T.M: 135010 Rlb 224850 Total O.T.M: 266480 pit Rib C Shod Well O.T.M: 45840 ft -lb 114050 Shod Wall O.T.M: 135010 WIb 224850 Shod Wall O.T.M: 266480 RIb 54080 Shan Wall MR: 48020 Win 108160 Shad Wall MR: 96040 fi 162240 Shod Wall MR: 144060 ft -lb 244 Uplift @ level, Pa: 695 Ib Strap P2: 2230 Ib Holdovn2P,: Ib 3764 Ib Holtlown Total Uplift, PT: 695 It NIA PT: 3159 It MSTC62 PT: 7349 Ib HDQB 3rd Floor Walls 2nd Floor Wells tat Floor Walls Lateral Force: 4850 pit Lateral Farce: 3950 plf Lateral Force: 3950 pit Trib. Length: 1 It Tnb. Length: 1 R Tnb. Length: 1 A Less due to geo: 0 It Less due to geo: 0 pit Less due to geo: 0 pit P: 100 p: 100 p: 1.00 Total Wall Length: 26 ft Total Wall Length: 26 It Total Wall Length: 26 it Shod Wall Length: 26 d Short Wall Length: 26 It Shod Wall Length: 26 d Wall Height: 8 It Fir Depth: 1 fl Wail Height: 8 it Fir Depth: I ft Wall Height: 8 fl Roof DL: 20 psf Floor DL: 20 psf Floor DL: 20 psf Tdb. Wdth: 2 It Trib. Width: 2 It Tdb. Width: 2 ft Wall Weight 15 psf Wall Weight 15 psf Wall Weight 15 psf DL factor. 0.60 DL factor 0.60 DL factor 0.60 Force ith level. Fa: 4850 Ib Fa: 3950 Ib F,: 3950 Force total, FT: 4850 Ib FT: 8800 Ib Ib Shear La$ level, Vi 187 pot Wall V2: 152 pit WaII FT: V: 12750 152 Ib Total shear, VT: 187 pit A VT: 338 pot B , pit Well VT: 490 pit C Total O.T.M: 38800 Rib Total O.T.M: 114050 ft9b Total O.T.M: 224850 ft9b Shod Wall O.T.M: 38800 Rlb Shod Wall O.T.M: 114050 ft -lb Shod Wall O.T.M: 224850 Rib Short Wall MR: 54080 fi Shan Wall MR: 108160 ft -lb Shod Wall MR: 162240 the Uplift @level. P3: 244 Ib Strap P2: 1460 If Holdown P,: 2675 Ib Total Uplift, PT: 244 Ib NIA PT: 1891 It NIA Holdi PT: 4904 Ib NIA Project Name: Project #: Initials: Date: Sheet: eaadaeo2 C SEISMIC LATERAL ANALYSIS P0061n(emational aulltling Cotle perASCE ]-OS Equivalent W,.l Force P.redur PROJECT NAM EI Temple View 22 unit la: 1.00 R: 6.5 6,498 Fe: 1.43 Occupancy Category: II C,: 0.02 Diaphragm Design Forces (calculations per ASCE 7.05 Section hx W. Zlv, £F, ft kips kl s P kips 18 196.0 196 19.5 9 165.0 361 27,7 9 165.0 526 35.9 F,: 2.15 Seismic Design Category: D Ss: 0.486 SDS: 0.4434 Site Class: D S,: 0.162 (Eq. 11.4-1 811.4-3) k: SDf 0.2324 (Eq. 11.4-2 8 11.4-4) 1.00 TL: 6.0 sec. T: 0.175 sec. (12.8-7) Governs=> Ce= SDS/(R/1): 0.068 (12.8-2) Max C, S,l(RII)T: 0.205 (12.8-3) (T equal or less than TL ) Max C,= SOI(TL)/(RA)T2: - (12.8-4) (T greater than TL ) Min Ca= 0.5S,/(R/1): - (12.8-6) (Stequal or greater than 0.6) Min Cs 0.010 (12.8-5) Seismic Base Shear (V)=C,W: 35.9k (12.8-1) Vertical Distribution of Seismic Forces (calculations per ASCE 7-05 Section 12.8.3) h' Whk W. W. I F. V. V. (ASD) Level Roof k kip-ft28 kips kips kips E ASD (ASD) 3rd Floor 18 9 198.0 3,528 165.0 19.5 19.5 13.6 0.070 W 2nd Floor 9 1,485 165.0 1,485 8.2 27.7 19.4 0.035 W 8.2 35.9 25.1 0.035 W Fp=0.41ESDSW, of a1 W„ Fp=0.eIsSDeWµ, F,,,n=4008DOE pit or 280 pit and Diaphragm Anchorage (calculations per ASCE 7.05 Section 12.1 lummate) (ASD) out -of -plane wall design forces =_> Fp: 0.18 Wp 0.13 W P anchorage to flexible diaphragm force =_> Fp: 0.35 Wp 0.26 Wp __> Fp(min): 280 plf 200 plf Project Name: Project #: nitials: Date: Sheet: Totals: 526 6,498 35.9 Level Roof 3rd Floor 2nd Floor Diaphragm Design Forces (calculations per ASCE 7.05 Section hx W. Zlv, £F, ft kips kl s P kips 18 196.0 196 19.5 9 165.0 361 27,7 9 165.0 526 35.9 12.10.1.1) Fe. kips 19.5 146 14.6 Fe. (ASD) kips 13.6 102 10.2 Fp=0.41ESDSW, of a1 W„ Fp=0.eIsSDeWµ, F,,,n=4008DOE pit or 280 pit and Diaphragm Anchorage (calculations per ASCE 7.05 Section 12.1 lummate) (ASD) out -of -plane wall design forces =_> Fp: 0.18 Wp 0.13 W P anchorage to flexible diaphragm force =_> Fp: 0.35 Wp 0.26 Wp __> Fp(min): 280 plf 200 plf Project Name: Project #: nitials: Date: Sheet: SEISMIC WEIGHT ZONE : 22 UNIT LEVEL: ROOF WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 248 145 WALL HEIGHT (FT) 8 8 PARAPET (FT) 0 WALL (PSF) 20 ) 0 WEIGHT (K) 19.8 S. ROOF OR FLOOR TOTAL AREA (FT�2) 533❑ DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) 3s % SNOW/ LIVE LOAD (PSF) 20% WEIGHT (K) 170.6 SEISMIC WEIGHT (K) : 1 96,2 Project Name: Project #: nitials: Date: Sheet: SEISMIC WEIGHT ZONE 22 UNIT LEVEL !AND 2ND FLOORS WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 248 145 WALL HEIGHT (FT) S PARAPET (FT) D 8 WALL (PSF) 411 ❑ 113 WEIGHT (K) ROOF OR FLOOR 39.7 5.8 TOTAL AREA (FT �2) 456❑ DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) p SNOW / LIVE LOAD (PSF) ❑/ WEIGHT (K) 114.11 SEISMIC WEIGHT (K) : 759.5 Project Name: Project #: Initials: Date: Sheet: I 3- STORY WO00 SHEARWALL LINE: 1 and6 2 and 4 3rd Floor Walls Floor Walls 2nd Floor Walls 2nd Floor Walls 2nd Floor Walls let Floor Walls 1.1 Floor Walls Lateral Form: 2500 pit pit Lateral Force: 2050 pIf pit Lateral Farce: 2060 p1f pIf Trib. Length: i it 4 Trib. Length: 1 It a Tnb. Length: 1 It ft Less due to geo: 0 It Ib Less due to geo: 0 pit pit Less due to Dec. 0 plf pit p: 1.00 1.00 p: 1.00 1.00 p: 1.00 1.00 Total Wall Length: 15.5 ft it Total Wall Length: 15.5 ft it Total Wall Length: 15.5 It ft Shod Wall Length: 15.5 it it Short Wall Length: 15.5 it ft Short Wall Length: 15.5 It it Wall Height 8 It Fir Depth: 1 it Wall Height 8 it Flr Depth: 1 It Well Height 8 It ft Roof OL: 20 psf psf Floor DL 20 psf psf Floor OL: 20 psf pat Trib. Width: 2 % it Trib. Width: 2 ft ft Tdb. Width: 2 ft It Wail Weight 20 pat psi Wall Weight 20 pat psi Wag Weight 20 psf psf DL factor 0.60 0.60 DL factor 0.60 0.60 DL factor. 0.60 0.60 Force lth level. F2: 2500 Ib Ib F2: 2060 Ib Ib Fr: 2060 to Ib Force total, Ft: 2500 It Ib Fr: 4WD Ib It Fr: 6620 Ib Ib Shear @ level, Vs: 161 pit WaII V2: 133 plf WaII V,: 133 pit Wall Total shear, VT: 161 p0 A VT: 294 pit A VT: 427 plf B Total O.T.M: 20000 ft -lb %9b Total O.T.M: 58980 fl lb ft -lb Total OITA: 116500 ft•Ib %9b Shod Wall O.T.M: 20000 Wit ft -lb Short Well O.T.M: 58980 fti 11.11, Short Wall O.T.M: 116500 ft'Ib Wks Short Wall Ma: 24025 %•Ib %'Ib Short Wall MR: 48050 Wlb fVlb Shod Wall Mn: 72075 ft -lb fi•Ib Uplift Q level, P3: 360 Ib Step P2: 1424 It Holdown P,: 2487 to Holdown Total Uplift PT: 360 Ib NIA PT: 1945 Ib MSTC40 PT: 4726 to HTTS LINE: 2 and 4 3rd Floor Walls 2nd Floor Walls 2nd Floor Walls let Floor Walls 1.1 Floor Walls Lateral Force: Lateral Force: 5900 pit Lateral Force: Lateral Force: 4860 pit Lateral Force: Lateral Force: 4860 pIf Tnb. Length: TO. Length: 1 4 Tdb. Length: Trib. Length: 1 a Trib. Length: Tnb. Length: 1 ft Less due to geo: Lessduetogeo: 0 Ib Less due to geo: Less due to geo: 0 pit Less due to geo: Less due to geo: 0 pit p: p: 1.00 p: p: 1.00 p: to 1.00 Total Wall Length: Total Wall Length: 24.5 it Total Wall Length: Total Wall Length: 24.5 it Tolsl Well Length: Total Wall Length: 24.5 ft Shod Wall Length: Shad Wall Length: 24.5 it Shod Wall Length: Shod Wall Length: 24.5 ft Shod Well Length: Short Wall Length: 24.5 it Wail Height Wall Height 8 it Fir Depth: i ft Wall Height: 8 ft Fir Depth: 1 ft Wall Height 8 ft Roof DL Roof DL: 20 psf Floor DL: Floor DL: 20 psf Floor DL: Floor DL: 20 pat Tnb. Width: Trib. Width: 2 it Trib. Width: Trib. Width: 2 ft Trib. Width: Trib. Width: 2 It Wall Weight Wall Weight. 15 psi Wall Welght Wall Weight 15 psi Wall Weight Wall Weight: 15 psf DLfactor. DL factor. 0.60 DL factor. DL factor. 0.60 DL factor. DL factor 0.60 Force lth level. F2: Force ith level. F2: 59OD Ib FT: Fa: 4WD Ib F,: F,: 4860 Ib Forms total, FT: Force total, FT: 5900 Ib FT: FT: 10760 It FT: FT: 15620 Ib Shear@level, V2: Shear @} level, V2: 241 pIf Wall Va: 188 pit WaII V,: 198 pit WaII Total shear, VT: 241 pit A VT: 439 pit B VT: 638 pit C Total O.T.M: 47200 %9b Total O.T.M: Total O.T.M: 139180 ft -lb Total O.T.M: Total O.T.M: 274900 %9b Shod WeIIO.T.M: Shod WaII O.T.M: 47200 ft -lb Shod Wall O.T.M: Shod Well O.T.M: 139180 11.11, Shod Wall O.T.M: Shod Wall O.T.M: 274900 Wks Shod Well MR: Shod Well MR: 48020 %'Ib Shan Wall MR: Shod Wall MR: 96040 fVlb Shod Wall MR: Shod Wall MR: 144060 fi•Ib Uplift @level, P3: Uplift @ level, P2: 751 to SVap Pz: 2337 Ib Holds. P': 3924 Ib Holdown Total UPIA Pr: 751 Ib NIA PT: 3329 Ib MSTC52 PT: 7692 Ib HDO8 LINE: 3 3rd Floor Walls 2nd Floor Walls let Floor Walls Lateral Force: 6440 plf Lateral Force: 5300 pit Lateral Force: 5290 pit Tnb. Length: 1 It Tdb. Length: i ft Trib. Length: 1 it Less due to geo: 0 to Less due to geo: 0 pit Less due to geo: 0 pit p: 1.00 p: 100 p: 1.00 Total Wall Length: 26 ft Total Wall Length: 26 it Tolsl Well Length: 26 ft Shod Wall Length: 26 It Shod Wall Length: 26 it Shod Well Length: 26 it Wail Height 8 R Fir Depth: 1 % Wall Height e it Fir Depth: 1 ft Wall Height 8 ft Roof DL 20 psf Floor DL: 20 psf Floor DL: 20 psf Tnb. Width: 2 it Trib. Width: 2 It Trib. Width: 2 It Wall Weight 15 psf Wall Welght 15 psf Wall Weight 15 psf DLfactor. 0.60 DL factor. 0.60 DL factor. 0.60 Force lth level. F2: 6440 Ib FT: 5300 It F,: 5290 Ib Forms total, FT: 6440 to FT: 11740 Ib - FT: 1700 0 Shear@level, V2: 248 pit Wag V2: 204 pif Will V,: 203 pit WaII Total shear, VT: 248 p% A VT: 452 pit B VR: Ebb p% C Total D.T.M: 51520 11'11, Total O.T.M: 151860 %•Ib Total O.T.M: 299680 %•Ib Shod WeIIO.T.M: 51520 fPlb Shod Wall O.T.M: 151880 ft -lb Shod Wall O.T.M: 299860 ft -lb Shod Well MR: 54080 Wit Shan Wall MR: 108160 %•Ib Shod Wall MR: 162240 ft -lb Uplift @level, P3: 734 to Strap P2: 2364 to Holdown PI: 3992 Ib Holdown Total Uplift, PT: 734 Ib NIA PT: 3346 Ib MSTC52 PT: 7789 Ib NIA Project Name: Project #: Initials: Date: Sheet: .mlmvroz I g � If 3• HTO MY WOOO SH EARWALL e LINE, A 3rd Floor Walls 2nd Floor Walla 3rd Floor Walls 2nd Floor Walls 6000 pit Lateral Force: 2750 Lateral Force: 6 let Floor Walls Calami Force: 2 pit 7 1st Floor Wells Tdb. Length; 1 1 it R Tnb. Length: I R Lateral Force: 3750 it it Less due to goo. Less due to geo: 0 pit Less tlue to geo: 0 pit a Tdb. Length: i 1 .00 Ib i .00 Less due to goo: 0 Less due to geo: 0 pit Total Wall Length: 82 R p: Total Wall Length: P : Total Wall Length: too 82 R p ; p : too Shod Wall Length: 3 N Short Wall Length: 3 ft Total Wall Length: 82 it Wall Height: 8 R Fir Depth: 1 R Wall Height 8 it R R Shod Wall Length: 3 it Roof DL: 20 psf 20 pat Fir Depth: 1 it Wall Haight 8 11 Tdb. Width: 6 R Tnb. Width: Floor DL: 20Floor it f Floor DL: DL: 20 P at WeII Weight 15 psfTrio.Width: Tdb. Width: 6 Tnb. Width: 6 R DL factor. 0.53 6 fl Well Weight: 15 psf Pat Wall Weight: 15 psf Force ith level. F3: 6000 to DL factor. 0.53 DL fa. 0.53 DL factor. 0.53 DL factor. Force total, Fr: 6000 Ib Wall Weight: g Fs' Fr: 2750 87,50 Ib Force Ilh level, Fs: F, : F,: 3750 fb Shear @level, Vs: 73 off Wall Vo; 34 Ib Fr: 12500 to Total shear, Vr: 73 pit A VT: 107 pit Weil V,: 46If P Wail Total O.T.M: 48000 ft -lb 8750 Total O.T.M: 124000 pit into A Ib 2 pitA Short Wall O.T.M: 1756.0978 ft -lb A Shod Wall O.T.M: 2560.9756 R•lb WaII Toler OJAI: 232 it Shod Wall Mn: 1080 ft -lb ft-lbVT: Shod Wall Me: 2160 ft'ib pit ft -lb Shod Wall O.T.M: 3559 fVlb Uplift @ level, Ps: 394 Ib Strep Ps: 662 Short Wall O.T.M: 37333.333 Short Wall Me: 3240 ft -lb Tots[UPIiR, PT: 394 Ib N/A Pr: 470 Ib Holdown P,: Wit, Ib Holdown Shod Wall O.T.M: 53333.3333 ft -lb Uplift ® level, Ps: 0 Ib N/A Pr: 644 644 Ib N/A LIN.: e 3rd Floor Walls 2nd Floor Walla Lateral Force: 6000 pit Lateral Force: 2750 pit let Floor Walls Tnb. Length: 7 RLateral Tnb. Length: 7 it Force: 3750 pit Less due to geo: 0 Ib Less due to geo: 0 pit Tnb. Length: 7 a P : 1 .00 Less due to goo: 0 pit Total Well Length: 52.5 fl p: Total Wall Length: 1.00 52.5 ft p ; 1.00 Short Wall Length: 28 R Shod Well length: 28 Total Wall Length: 52.5 it Wall Height: 8 R Fir Depth: 1 R Wall Height: 8 R R Shod Wall Length: 28 it Roof DL: 20 pat Fir Depth: 1 R Wall Height: 8 it Tnb. Width: 10 it Floor DL: 20 psf Floor DL: 1D Pat Tnb. Width: 10 ft Tnb. Width: 6 fl Wall Weight: 15 Pat Wall Weight: psf DL fa. 0.53 DL factor. 0.53 S Wall Weight: g psf Force Ilh level, Fs: F, : 6000 Is Fa: 2750 DL factor. .5 0.53 Force total, FT: 6000 Ib Ib F,: 3750 Ib Shear @level, Vs: 774 pit WaIIFT: FT: 8750 Ib 12500 Ib Total shear, Vr: 114 pit A Va: 52 pit WaII V,: 71p 71If it WaII O.T.M: 48000 ft-lbVT: Vr: Total O.T.M: 167 124000 pit ft -lb A 238 pit A Shod Wall O.T.M: 25600 ft -lb Short Wall O.T.M: 37333.333 R -lb Total O.T.M: 232750 ft -lb Short Wall Me: 125440 ft'ib Short lNali Me: 250880 Wit, Shod Wall O.T.M: 53333.3333 ft -lb Uplift ® level, Ps: 0 Its Strap Pr: Shad Wall Me: 321440 ft -lb Total Uplift, PT: 0 Ib N/A -1054 to Hold." P,: 582 Ib Hol PT: 0 Ib N/A Pr: 0 to NIA Project Name: Project #: Initials: Date: Sheet: odsu sao2 LINE: 6 LINE: D Lateral Force: 2150 plf Lateml Force: 2500 pit Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 14 ft Total Wall Length: e ft Short Wall Length: 14 ft Short Wall Length: 4 ft Wall Height: 8 ft Wall Height: 8 ft - Roof DL: 20 psf Roof DU 20 psf Trib. Width: 2 ft Trib. Width: 6 ft Wall Weight: 20 psf Wall Weight: 20 psf DL factor. 0.60 DL factor. 0.60 Force: 2150 Ib Wall Force: 2500 Ib Walt Shear, V: 154 pit A Shear, V: 313 pit A Total O.T.M: 17200 ft'Ib Total O.T.M: 20000 Trib Short Wall O.T.M: 17200 fr1b Short Wall O.T.M: 10000 ft`lb Short Wall MR: 19600 ft'Ib Strap Short Well Ma: 2240 ft -lb Strap Uplift: 389 Ib NIA Uplift: 2164 Ib STHDto LINES LINE: per( Lateral Force: 0 pit Lateral Force: 0 pit Trib. Length: 0 ft Trib. Length: 0 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 0 ft Total Wall Length: 0 ft Short Wall Length: 0 ft Short Wall Length: 0 ft Wall Height: 0 R Wall Height: 0 It Roof DL: 0 psf Roof DL: 0 psf Trib. Width: 0 ft Trib. Width: 0 ft Wail Weight: 0 psf Wall Weight: 0 psf DL factor: 0.60 DL factor: 0.60 Force: 0 Ib Wall Force: 0 ib Wall Shear, V: #DIV/01 plf A Shear, V; #DIV/01 pit A Total O.T.M: 0 ft'Ib Total O.T.M: 0 ft'lb Short Wall O.T.M: 0 ft'Ib Short Wall O.T.M: 0 frlb Short Wall MR: 0 ft'Ib Strap - Short Wall MR: 0 ft`lb Strap Uplift: #DIV/01 Ib NIA Uplift: #DIV/01 Ib NIA Project Name:11 Project #: nitials: Date: Sheet: edited IM2 C SEISMIC LATERAL ANALYSIS POO61nfev;a:icnal auilRin9 Cotle per ASCE ]-OS Equivalent Lateral ante Pr um PROJECT NAME: Temple View 18 unit le: Occupancy Category: 1.00 II R: 6.5 Fa: 1.43 Seismic Design Category: D CI: 0.02 F.: 2.15 Site Class: D Ss: 0.486 Sos: 0.4434 (Eq. 11.4-1 & 11.4-3) k: 1.00 81: 0.182 Sol: 0.2324 (Eq. 11.4-2 & 11.4-4) TL: 6.0 sec. T: 0.175 sec. (12.8-7) Governs => Cg SD,I(R/1): 0.068 Max Cs SD✓(R/I)T: 0.205 (12.8-3) (T equal or less than TL) Max Ca= SDi(TL)/(R/I)T': - (12.8-4) (T greater than TL ) Min Ce 0.5S1/(R/l): - (12.8-6) (Slequal or greater than 0.6) Min C,= 0.010 (12.8-5) Seismic Base Shear (V)=C,W: 32.9k (12.8-1) Vertical Distribution of Seismic Forces (calculations per ASCE 7-05 Section 12.8.3) Level h, It Wr w h{' kips kip F, Va V, (ASD) Roof 18 -ft 170.0 3,060 3 060 kips kips kips E (ASD) 3rd Floor 9 158.0 17.1 17.1 12.0 0.071 W 2nd Floor 9 156.0 1,404 7.9 7.9 25.0 17.5 0.035 W 32.9 23.0 0.035 W Totals: 482 5,868 32.9 Diaphragm Design Forces (calculations per ASCE 7-05 Section 12.10.1.1) Level ft kips kips k FS Fp, F"I(ASD) Roof 18 170.0 170 P kips kips 17,1 17.1 12.0 3rd Floor 9 156.0 326 25.0 2nd Floor 13.8 9.7 9 158.0 482 32.9 13.8 9.7 Out -of -Plane Forces and F,=0.41ESosWw or 0.1W, Fp=0.81ESDsWw Fw,=400SosIE plf or 280 pit 7-05 Section 12.11 /ulumate) (ASD) out -of -plane wall design forces =_> Fp: 0.18 Wp 0.13 W P anchorage to flexible diaphragm force =_> Fp: 0.35 WP 0.25 W __> F,(min): 280 pit 200 PIf Project Name: Project #: Initials: Date: Sheet: C� SEISMIC WEIGHT ZONE I 18 UNIT LEVEL? ROOF WALL WALL TYPE TOTAL LENGTH (FT) EXTERIOR INTERIOR WALL HEIGHT (FT) 25fi 135 PARAPET (FT) S WALL (P5F) 13 0 20 70 WEIGHT (K) 2D.S 5.4 ROOF OR FLOOR TOTAL AREA (FT �2) 4500 DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) 35 % SNOW / LIVE LOAD (P5F) 211% WEIGHT (K) 144.0 SEISMIC WEIGHT (K) L 1 69.9 Project Name: Project #: Initials: Date: Sheet: C` i� SEISMIC WEIGHT ZONE : 1 8 UNIT LEVEL : ST&2ND FLRS WALL WALL TYPE TOTAL LENGTH (FT) EXTERIOR INTERIOR WALL HEIGHT (FT) 248 ) 45 PARAPET (FT) 8 8 WALL (Par) 40 Io WEIGHT (K) 39.7 S.S ROOF OR FLOOR TOTAL AREA (FT�2) 417S DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) ❑ 96 SNOW/ LIVE LOAD (PSF) ❑off WEIGHT (K) 104.4 SEISMIC WEIGHT (K) : 149.9 Sheet: t u C in PROJECT NAME: Temple View 12unit kipkip=_ 1s: Occupancy Category: 1.00 g R: 6.5 179 F.: 1.43 Seismic Design Category: D C6 0.02 Fx: 2,15 Site Class: D Ss: 0.468 S1: 0.182 3": 0.4434 (Eq. 11.4-1 8 11.4-3) k: 1.00 Ti: 6.0 Sof 0.2324E (q 11,4-2 8 11.4-4) sec. T: 0.175 sec. (12.8-7) Governs m> C.= SDs/(R/I): 0.068 (12.8-2) Max C,= SDI/(R/I)T: 0.205 (12.8-3) (T equal or less than TL ) Max C,= SDJ(Tt)/(R/I)T': - (12.8-4 ) (T greater than ) Min C,= 0.5S�/(R/I); (12.8-8) (S,equal or greater than 0.6) Min C; 0.010 (72.8-5) Seismic Base Shear( V)=C,W: 234k (1281) Vertical Distribution of Seismic Forces (calculations per ASCE 7.05 Section 12.8.3) Levet hx RFx W. %hxk ps Vx Vx (ASD) Roof 18 kip -ft 123.0 2,214 kips kips kips E(ASD) 3rd Floor 9 110.0 990 125 124 8.8 0.070 W 2nd Floor g 110. 0 990 5.5 17.8 12.5 0.035 W 5.5 23.4 16.4 0.035 W Roof 3rd Floor 2nd Floor Fp=0AIESDsWw or 0.1 Wx, Fp=0.81ESDsWw FP„, =400SDsIE Pit or 280 pit Totals: 343 laphragm Design Forces h" Wpx it kips 18 123.0 9 110.0 9 110.0 4,194 23.4 :ulatlons per ASCE 7.05 Ew,, Z kipkip=_ 23 12.4 233 179 343 23.4 n 12.10.1.1) F, Fpx(A; kips kip; 12.4 8.6 9.8 6.8 9.8 88 and Diaphragm Anchorage (calculations per ASCE 7 -OS Sectlon 12.11) out -of -plane wall design forces= (Ultimate) (ASD) > Fp: 0.18 Wp 0.13 Wp anchorage ro flexible diaphragm force ==> Fp: 0.35 Wp 0.25 W =_> Fp(min): 280 pit 200P it Project Name: Project #: Initials: Date: Sheet: SEISMIC WEIGHT WEIGHT (K) 14.7 3.4 ROOF OR FLOOR TOTAL AREA (FT' 2) 3300 DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) 35 % SNOW/ LIVE LOAD (PSF) 20% WEIGHT (K) 105.6 SEISMIC WEIGHT (K) : 123.7 Project Name: Project #: Initials: Date: Sheet: ZONE:--iZ UNIT LEVEL: ROOF WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 184 E34 WALL HEIGHT (FT) e S PARAPET (FT) D 0 WALL (PSF) 20 1 0 WEIGHT (K) 14.7 3.4 ROOF OR FLOOR TOTAL AREA (FT' 2) 3300 DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) 35 % SNOW/ LIVE LOAD (PSF) 20% WEIGHT (K) 105.6 SEISMIC WEIGHT (K) : 123.7 Project Name: Project #: Initials: Date: Sheet: SEISMIC WEIGHT ZONE : 1 2 UNIT LEVEL : ST&2ND FLRS WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 184 84 WALL HEIGHT (FT) 8 8 PARAPET (FT) 0 0 WALL (PSF) 40 10 WEIGHT (K) ROOF OR FLOOR 29.4 3.4 TOTAL AREA (FT �2) 3050 DEAD LOAD (PSF) 25 LIVE / SNOW LOAD (PSF) p % SNOW / LIVE LOAD (PSF) 0% WEIGHT (K) 76.3 SEISMIC WEIGHT (K) : 1 09.1 Project Name: Project #: Initials: Date: Sheet: 3- STORY WOOD SHEARWALL LIN91 1 and4 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 2500 pit Lateral Force: 2060 pit Lateral Farce: 2060 pit Tnb. Length: 1 ft Tnb. Length: 1 It Tdb. Length: 1 ft Less due to geo: 0 Ib Less duo to geo: 0 pit Less due to geo: 0 pit p: 1.00 P: 1.00 p: 1.00 Total Wall Length: 15.5 ft Total Wall Length: 15.5 ft Total Wall Length: 15.5 ft Short Wall Length: 15.5 ft Short Wall Length: 15.5 5 Short Wall Length: 15.5 ft Wall Height: e ft Fir Depth: i ft Wall Height: e ft Fir Depth: 1 ft Wag Height e ft Roof DL 20 psf Floor DL: 20 psf Floor OL: 20 psf Tnb. Width: 2 It Trio. Width: 2 It Tdb. Width: 2 ft Wall Weight: 20 psf Well Weight: 20 psf Wall Weight: 20 psf DL factor. 0.60 DL factor. 0.60 DLfacar. 060 Forceilh level, F3: 2500 Ib F2: 2050 Ib F3: 2060 - to Force total, Fr: 2500 to Fr: 4560 Ib Fr: 6620 Ib Shear ®level, V3: 161 pit Wall V2: 133 pit Walt VI: 133 pit Wall Total shear, VT: 161 pit A VY 294 pit A VT: 427 pit B Total O.T.M: 20000 ft'Ib Total O.T.M: 58980 ft -lb Total O.T.M: 116500 frit, Shod Wall aT.M: 20000 ft -lb Shod Well O.T.M: 58980 frib Shod Wall O.T.M: 116500 ft -lb Shod Wall MR: 24025 fVIb Shod Wall Ma: 48050 With Short WeII Me: 72075 fPlb Uplift @ level, P3: 360 Ib Strap P2: 1424 Ib HOldown pI: 2487 Ib Holdown Total Uplift, PT: 366 ib NIA PT: 1945 Ib MSTC40 PT: 4726 Ib "TTS LINEI 2and 3 3rd Floor Walls 2nd Flaor Walls 1st Floor Walls Lateral Force: 4120 pit Lateral Foca: 3380 p8 Lateral Force: 3400 pit Tnb. Length: t R Tdb. Length: 1 fl Tnb. Length: i it Less due to geo: 0 to Less due to geo: 0 pit Less due to geo: 0 pit p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 24.5 It Total Wail Length: 24.5 ft Total Wall Length: 24.5 It Shod Wall Length: 24.5 R Shod Wail Length: 24.5 fl Shod Wail Length: 24.5 1t Wall Height 8 R Fir Oepth: 1 ft Wall Height: 8 R Fir Depth: 1 n Well Height: 8 ft Roof DL: 20 pst Floor DL: 20 psf Floor OL: 20 psf Tnb. Width: 2 ft Tdb. Width: 2 It Tdb. Width: 2 it Wall Weight: 15 pat Wall Weight: 15 psf Wall Weight: 15 psf DL factor. 0.60 DL factor. 0.60 OL factor. 0.60 Force ith level, F3: 4120 Ib F2: 3380 Ib FI: 3400 Ib Force total, FT: 4120 Ib FT: 7500 Ib FT: 10900 Ib Shear @level, V3: 168 p6 Wall V2: 138 plf Wall VI: 139 pit Wall Total shear, VT: 166 pit A VT: 306 pit B VT: 446 pit C Total O.T.M: 32960 trio Total O.T.M: 97O80 fVlb Total O.T.M: 191780 n'Ib Shod Wall O.T.M: 32960 ftib Shod Wall O.T.M: 97080 flib Shod Wall O.T.M: 191780 nib Shod Wall MR: 48020 nib Shod Wall MR: 96040 ft -lb Shod Wall MR: 144060 flit, Uplift @ level, P3: 169 Ib Strap P2: 1273 to Holdovm Pr: 2383 to Holdown Total UPHL PT: 169 Ib NIA Pr: 1610 It, MSTC40 PT: 4300 to HTTS Project Name: Project #: Initials: Date: Sheet: l2 t4n t -� 3- STORY WOOD SHEARWALL N LIN[: A 3rd Floor Walls 2nd Floor Walls let Floor Walls 3rd Floor Walls 6000 2nd Floor Walls Lateral Farce: 1st Floor Walls pH Lateral Force: 4300 pit Lateral Force: 2000 pIf Lateral Force: 2000 pit Tris. Length: 1 a Trib. Length: 1 ft Tdb. Length: 1 it Less due to geo: 0 to Less due to geo: 0 pit Lass due to geo: 0 pit p: 1.00 p: 1.00 ft p: 1.00 it Total Wall Length: 66.5 it Total Wall Length: 86.5 ft - Total Wall Length: 66.5 it Short Wall Length: 3 it Short Wall Length: 3 a Fir Depth: Shod Wall Length: 3 If Fir Depth: 1 Wall Height 8 it Fir Depth: 1 ft Wall Height 8 it Fir Depth: i ft Wall Height: 8 It Roof DL: 20 pat Floor DL: 20 pat Floor DL: 20 psf Tnb. Width: 6 ft Trib. Width: 6 a Trib. Width: 8 it Wall Weight: 15 psf Wall Weight 15 psf Wall Weight: 15 pat DL factor. 0.53 DL factor. 0.53 Ib DL factor. 053 is Force ith level, Fs: 4300 Ib Fr: 2000 Ib F,: 2000 to Force total, FT: 4300 Ib FT: 6300 to Wall FT: 8300 Ib WaII Shear@level. %4: 65 plf Well Vs: 30 plf Well V,: 30 pit Well Total shear, VT: 65 pit A VT: 95 pit A VT: 125 pIf A Total O.T.M: 34400 Wit, Total O.T.M: 88100 Wlb Total O.T.M: 181800 ft9b Shod Wall O.T.M: Shod Wall O.T.M: 1551.8797 ft'Ib Shod Wall O.T.M: 2273.6842 ft'Ib ft -lb Shod Wall O.T.M: 2995 ft -lb ft'Ib Short Wall Me: 1060 ft -lb Witt Short Wall MR: 2160 ft -lb to Shod Wall Ma: 3240 fl Ib Uplift @ level, P3: 325 Ib SUap P2: 566 Ib Holdown P': 807 Ib Holdown Total Uplift, PT: 325 to NIA PT: 374 Its NIA PT: 423 Ib NIA LINEI N 3rd Floor Walls 2nd Floor Walls let Floor Walls Lateral Force: 6000 pit Lateral Farce: 2750 pH Lateral Force: 3750 plf Tdb. Length: 1 ft Trills. Length: 1 It Trib. Length: 1 ft Less due to geo: 0 Its Less due to geo: 0 pit Less due to geo: 0 pit p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 37 ft Total Wall Length: 37 it Total Wall Length: 37 It Shad Wall Length: 28 ft Shod Wall Length: 28 ft Shod Wall Length: 28 it Wail Height: e it Fir Depth: t it Wall Height: 8 R Fir Depth: 1 ft Wall Height: 8 a Roof DL: 20 psf Floor DL: 20 psf Floor DL: 10 psf Trib. Width: 10 ft Trib. Width; 10 It Trib. Width: e ft Wall Weight 15 psf Wall Weight: 15 Pat Wall Weight 15 psf DL factor 0.53 DL factor 0.53 DL fadar. 0.53 Force lth level, Fa: 6000 Ib F2: 2750 is F,: 3750 Its Farce total, FT: 6000 Ib FT: 8750 is FT: 12500 Ib Shear@level, Vs: 162 pit Wall V2: 74 pit WaII VI: 101 plf Wall Total sheer, VT: 162 pH A VT: 236 pit A VT: 338 plf 13 Total O.T.M: 48000 Vic Total O.T.M: 124000 fl Total O.T.M: 232750 li Shod Well O.T.M: 36324.324 fl -lb Shod Wall O.T.M: 52972.973 ft -lb Shod Wall O.T.M: 75675.8757 ft9b Shod Wall MR: 125440 ft -lb Shod Wall MR: 250880 ft'Ib Shod Well MR: 321440 Witt Uplift Q level, Ps: 0 to Strap Ps: 495 Ib Hold.r, P,: 1360 Ib Holdomn Total Uplift, PT: 0 Ib NIA PT: 0 Ib NIA PT: 0 Ib NIA Project Name: 11 Project #: Initials: Date: Sheet: Rna.deae2 WIND DISTRIBUTION LOCATION, End zone - transverse Wind Speed: 90 Roof Press (psf): 10.0 Ridge Hl: 36 Exposure: C Wall Press (psf): 17.3 Eave Ht.: 25.5 Roof type (flat/sloped); sloped LATERAL LOADS! 10.0 Ridge Ht: 36 Wall Press (psf): 15.0 Eave Ht.: 25.5 Story heights: Ht. of Force Story force Cumlative force (pif) Roof 8.5 ft @ 25.5 it 179 pit 179 pit 2nd Floor 8.5 If @ 17.0 ft 147 plf 326 pit 1 at Floor 8.5 it @ 8.5 ft 147 pit 473 plf LOCATION: End zone - longitudinal Wind Speed: 90 Exposure: C Roof type (flat/sloped): sloped LATERAL LOA..: Story heights: Roof 8.5 it 2nd Floor 8.5 ft l at floor 8.5 it Roof Press (psf): 10.0 Ridge Ht: 36 Wall Press (psf): 15.0 Eave Ht.: 25.5 Ht. of Force Story force @ 25.5 ft 169 pit 169 pit @ 17.0 ft 128 plf 296 pit @ 8.5 it 128 pit 424 plf Project Name: I Project #: Initials: Date: Sheet: edited VI"3 Address JOB TITLE Temple View City, State Phone JOB NO. CAI CIJLATFn nv CHECKED BY Code Rearclt I. Code: International Building Code 2006 II. Occupancy: Occupancy Group = R Residential III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 5.00 / 12 22.6 deg 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 50 psf Stairs & Exitways 100 psf Balcony / Deck 50 psf Mechanical N/A Partitions 15 psf V. Wind Loads : ASCE 7 - 05 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 31.0 ft Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length (L) 145.0 ft Least width (B) 35.0 ft Kh case 1 0.989 Kh case 2 0.989 Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x= 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K, = x/Lh = 0.00 K2 = z/Lh = 0.00 K3 = At Mean Roof Ht: Kzt = (I+K,K,K3)A2 = H< 15ft;exp C .. Kzt=1.0 0.000 0.000 1.000 www.struware.com rR V(z) Speed-up H/2 I H 1.000 2D RIDGE or 3D AXISYMMETRICAL HILL 7 11 Initials: Date: Sheet: Address JOB TITLE Temple View City, State JOB NO. SHE Phone CALCSII ATPn MV e1 CHECKED BY PEKPF2rpIa UTAX IDSSDOE Transverse Direction Kz=Kh= Base pressure (qh) = GCpi = n or a.�n '.iLM C4iSM t/rp7-Llrmxry ItLRi 0.99 (case 1) 17.4 psf +/-0.18 PAEALLEL 10 \l. '\E �vfJIIiD »SS SIOli &IL1kE �'6 Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads are 25% of zones I - 4. See code for loading diagram 3.5 ft 7.0 ft 17 Gfl 1 Transverse Direction Longitudinal -17n -ection v 2 Perpendicular 0 = 22.6 deg Pat'allel 0 = 0.0 deg -3.3 -9.6 Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi -4.7 -11.0 1 0.54 0.72 0.36 0.40 0.58 0.22 13.8 7.5 2 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 -6.1 -12.4 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.41 -0.23 -0.59 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.630.45 -0.27 -0.63 IE 0.77 0.95 0.59 0.61 0.79 0.43 2E -0.72 -0.54 -0.90 -1.07 -0.89 -1.25 3E -0.65 -0.47 -0.83 -0.53 -0.35 -0.71 4E -0.60 -0.42 -0.78 -0.43 -0.25 -0.61 wind c...fa,-...,........ 1 12.5 6.2 10.1 3.8 Interior Zone: Wall 2 -4.8 -11.1 -8.9 -15.2 End Zone: Wall 3 -5.0 -11.3 -3.3 -9.6 4 -4.1 -10.4 -1.9 -8.2 5 -4.7 -11.0 -4.7 -11.0 6 -4.7 -11.0 -4.7 -11.0 IE 16.6 10.3 13.8 7.5 2E -9.4 -15.7 -15.5 -21.8 3E -8.2 -14.4 -6.1 -12.4 4E -7.3 -13.6 -4.4 -10.6 Windward roof overhangs: 11.9 psf (upward) add to windward roof pressure Parapet Windward parapet: 0.0 psf (GCpn=+L5) Leeward parapet: 0.0 psf (GCpn=-1.0) Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 16.6 psf Roof 0.2 psf End Zone: Wall 23.9 psf Roof -1.2 psf I.nnnifndincl (...,.,,n.a I- r I o aaDxxwwi.. TRANSVERSE ELEVATION Project Name: interior Zone:: Wall 12.0 psf End Zone: Wall 18.1 psf Project #: Initfals: Date: Sheet: LONGTTUDINALATTo L Address Www niLc rempte view City, State JOB No. Phone CALCULATED By SHEET NO. DATE Negative Zone ] _I,Og - ""` V. Wind Loads •Components & CladdtBuln idn s h<60' & Alternate desi n 60'ch<90' Kz = Kh (case ]) = 0.99 GCpi = +/-0.18 Base pressure (qh) = 17.4 psf _ NOTE: If tributary area is greater than a 3.5 ft 700sf, MWFRS pressure may be used. Minimum (qh parapet height at building perimeter = 3.0 It Roof Angle= 22.6deg Type of roof= Gable Roof Pa_ ranet qp = 0.0 psf CASE A = pressure towards building CASE B = pressure away from building Rooftop Structures & Eauinme t Dist from mean roof height to centroid of Af 10.0 If Height of equipment (he) = 15.0 ft Cross -Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft Type of Surface N/A Solid Pazapet Pressure 10 sf100 sf 500 sf 0.98 188 10.0 psf Corner zone : 10.0 psf CASE B ; Interior zone : -10.0sf 10.0 sf 10.0 sf 70 sf1.0] Zone2 -1.88 -1.53 -1.38 psf -32.8 sfNegative 17.6 ppsf 21.8 Kd psf 17.4Negative Zone 3 -2.78 -2.18 P -48.5 •26.7 pspsf _25,4-2.36 0.68 0.54 O,qg psf -41.2 pssfPositiveAllZones 10.0 ]11210Esf7 P -39.611.9psf pspS 10.0OverhangZone2 Zone 3 -2.20 -3.70 •2.20 _2,86 -2.20 -38.4 sOverhang P -38.4 pspsf -38.4psf -2 50 64 i -46.8 W=11s Surface Pressure (psf) Zone4 AreaffMjHFFff 00 sf ]0 sf ]00 sfNegative SOO sf User SO sf input 200 sf-0.98 Zones0.98 -22.3 psf • 19.2 psf -17.1 ps -20.2 sfNegative P -183( Positive Zone 4 & 50.88 -27.5 sf P 20.6 •21.4 psf -17. ]psf -23.2 psf • 19.5 p psf 17.5 psf 15.3 ps 18.4 osf 1 F , .. Pa_ ranet qp = 0.0 psf CASE A = pressure towards building CASE B = pressure away from building Rooftop Structures & Eauinme t Dist from mean roof height to centroid of Af 10.0 If Height of equipment (he) = 15.0 ft Cross -Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft Type of Surface N/A Solid Pazapet Pressure 10 sf100 sf 500 sf CASE A :Interior zone : 10.0 psf 10.0 psf 10.0 psf Corner zone : 10.0 psf CASE B ; Interior zone : -10.0sf 10.0 sf 10.0 sf Corner zone : -10.0 Psf P -10.0 psf -10.0 sf -10.0 psf -10.0 sf Gust Effect Factor (G) = 0.85 Base pressure (qz) = 21.8 Kd psf Square (wind along dim ) Cf = Cf = 1.01 Af = 10.0 sf Adjustment Factor (Adj) = 1.90 F=gzGCfAf Adj= 16.8 Af F= 168 lbs h/D = 1.50 Square(wind normal to pace) Cf = 1.31 Af = 10.0 sf Adjustment Factor (Adj) = 1.900 F=q,GCfAfAdj= 21.8 Af F = 218 lbs Project Name: Project #: Initials: Date; Sheet: Address JOB TITLE Temple View City, State Phone JOB NO, SHEET NO. CALCULATED BY Location of Wind Pressure Zones Monoslope roofs 100 <0 5 30- 0 > 7 degrees DATE 0 > 7 degrees Project Name: Project #: Initials: Date: Sheet: I I —1 la D2 c �° I I I , I----r-� 3Dt q-. 0 5 7 degrees and Monoslope roofs Monoslope 5 3 degrees 30 <0 s 1 oo 2a a � a as a I aF 700 I I �I Q K?? QI Q 16 I I I I I I I I I I I I Monoslope roofs 100 <0 5 30- 0 > 7 degrees DATE 0 > 7 degrees Project Name: Project #: Initials: Date: Sheet: � `{ Fs,p fS,D o --1 uF-11Cv f5 fl �k2 b ___________________ L J L _J II p II , r__________�I II II --1 FJJ I r------- p 'u, ; I � II I II I II 0 I I Y I I LLa II cJJ I I LLa I I LLa 1 _______ II— __ I I N ________ _J I n n II 1 1 — L--- n n n II n II I L y Ir-------LuJ ------ 1 -- ---�I---- — — ' L--- -- ---' L'--- —---�--- —11— -- --'1 I L -----'I ------- --- —��+-- r r -----'I r--- -- II --1 r----------1 r-- 11 �1 1 1 � 4 II II II II II II rl 4 I I I I I I I I II II 11 II I I I I I 1 r— ---------J I`----------II----------� I` ----_----i II L --------- —It ----------JUL ---------'i I U �-Ps•d v „�, 2.0 WFz'b i i i i i 0 0 o a I _.i L_ I I -1-FS,b FS L- -�Fylo Fs,o 1- Fs,b ty 1=30 I I I I I I I I U �-Ps•d v „�, 2.0 WFz'b i i i i i 0 0 o a I _.i L_ I I -1-FS,b FS L- -�Fylo Fs,o 1- Fs,b ty 1=30 FOOTING & FOUNDATION Soil Bearing Pressure: 1500 psf EXTERIOR FOUNDATION Total Load (plf): Foundation Width (ft) 2070 1.38 Exterior Foundation Requirements: USE 1ft bin WIDE 10in THICK WITH (2) #4 BARS BOTTOM EXTERIOR FOUNDATION Load Tributary Roof: 60 psf 7 ft Wall: 20 psf 30 It Floor: 75 psf 14 ft Misc: psf ft Total Load (plf): Foundation Width (ft) 2070 1.38 Exterior Foundation Requirements: USE 1ft bin WIDE 10in THICK WITH (2) #4 BARS BOTTOM EXTERIOR FOUNDATION Exterior Foundation Requirements: USE 2ftWIDE 10in THICK WITH (2) #4 BARS BOTTOM INTERIOR FOOTINGS Load Tributary Roof: 60 psf 7 ft Wall: 20 psf 30 ft Floor: 75 psf 14 It Misc: 120 psf 5 ft Exterior Foundation Requirements: USE 2ftWIDE 10in THICK WITH (2) #4 BARS BOTTOM INTERIOR FOOTINGS Total Load (pit): Foundation Width (ft) 2670 1.78 Interior Footing Requirements: USE 2ft WIDE 10in THICK WITH (2) #4 BARS BOTTOM SPOT FOOTING Load 10 kip Total Load (pll): Foundation Width (ft) 2880 1.92 Fooling Area (V2) Footing Length / Width (ft) 6.67 2.58 Spot Footing Requirements: USE 3ft- Oin x 3ft-0in WIDE 121n THICK WITH (5) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( W2) Footing Length / Width (ft) C Load Tributary Roof: 60 psf 13 ft Wall: 10 psf 30 ft Floor: 75 psf 24 ft Misc: 0 psf 0 ft Total Load (pit): Foundation Width (ft) 2670 1.78 Interior Footing Requirements: USE 2ft WIDE 10in THICK WITH (2) #4 BARS BOTTOM SPOT FOOTING Load 10 kip Total Load (pll): Foundation Width (ft) 2880 1.92 Fooling Area (V2) Footing Length / Width (ft) 6.67 2.58 Spot Footing Requirements: USE 3ft- Oin x 3ft-0in WIDE 121n THICK WITH (5) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( W2) Footing Length / Width (ft) C 15 kip 10.00 3.16 Spot Footing Requirements: USE 3ft- Sin x 3ft- 6in WIDE 121n THICK WITH (6) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( W2) Footing Length / Width (ft) 32 kip 21.33 asz Spot Footing Requirements: SPOT FOOTING SHEET EXCEEDED III I I SPOT FOOTING Load Footing Area ( ft -2) Footing Length / Width (ft) 20 kip 13.33 3.65 Spot Footing Requirements: USE 4ft- Oin x 4ft- Oin WIDE 121n THICK WITH (7) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( ft"2) Footing Length / Width (ft) 32 kip 21.33 4.62 Spot Footing Requirements: SPOT FOOTING SHEET EXCEEDED VIII SPOT FOOTING Load Footing Area (ft^2) Footing Length / Width (ft) kip 0.00 0.00 Spot Footing Requirements: USE 1ft- 61n x 1ft- 6in WIDE 12in THICK WITH (2) #4 BARS BOTTOM BOTH WAYS IProject Name: I Project #: Initials: Date: Sheet: