The URL can be used to link to this page

Specifications NEW SFA STRUCTURAL CALCULATIONS 13494 SW BEACH PLUM TER MST2016-00047 13486 SW BEACH PLUM TER MST2016-00046 13478 SW BEACH PLUM TER MST2016-00045 13470 SW BEACH PLUM TER MST2016-00044 13464 SW BEACH PLUM TER MST2016-00043 RECEIVED CT ENGINEERINGStructural Engineers FEB 16 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF BUILDING DIVISION #16009 Structural Calculations ogo PRo'44 cacti* �GINF, River Terrace Rowhomes t 0:\c, _Lots 201-205 �V EceN1�IA,"V 2 2,Tigard, Oregon �� T Design Criteria: 2012 IBC (2014 ORSC, OSSC) ASCE 7-10 Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company River Terrace Rowhomes - Lots 201-205 DESIGN SUMMARY: The proposed project has two types of townhomes. Both are three stories with a front load garage.These units are similar to ones used in the past, the difference being is that the garage is on the front elevation. The units are arranged with type E6 units at the building ends and type K6 units for the interior. The structures are wood framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is pre-manufactured parallel chord wood trusses. Middle floor framing is TJI joists. Both E unit variations have raised platform sections built with sawn lumber. The lower floor for the three story building types is slab-on-grade. The lower floor for the two story building types have manufactured wood joist framing over crawlspace at conditioned spaces and slab-on-grade at garage areas. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure) for 120 mph ultimate wind speed, exposure category B, and with a Kt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC 1/56 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 15156 Sequoia Village ROOF Roofing ashphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf 2x10 at 12"avg. 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF DECK floor finish 1.0 psf 1/2"plywood CDX 1.7 psf 3/4"plywood CDX 2.5 psf 2x10 at 16"avg. 2.6 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 2.4 psf FLOOR DEAD LOAD 14.0 PSF 2/56 TJI JOISTS and RAFTERS _ __--__ -i 1 Code Code_ Code _ Suggest Suggest_Suggest Lpick Lpick 1 Lpick I Lpick Joist -__ b i d Spa. , LL DL M max V max El L lb L fv L TL240 L LL360 L max TL deft. LL deft 1 L TL360 L LL480 L max TL dell TL dell I LL dell'LL dell; g ( 1_ P -�l-�'-n-�--L-�'s_q_ psf V1-Ibs1--(psi_ --ipso --s��- --uft (ft.) 1n.) r (ft.) Ain) -.._LLr 1-__1..__AL__ ----...L_ (ft.) -Smi--. ratio 1-�in1 L ratio size&grade width in. 1de th in. I 9.5"TJI110 1.757 9.51 19.21. 40 15 2380 1220 1.40E+08 14.71 27.73 15.231 14.801, 14.71 0.66 0.481 13.31 13.45 13.31 0.44 3601 0.321 495 9.5"TJ1 110 1.75 9.5 16 C 40 15 2380 1220 1.40E+08 16.11 33.27 16.191 15.73L 15.73 0.72 0.52,4 14.14 14.29 14.14 0.47 3601 0.341 495 9.5"TJI 110 1.751 9.5T 121 40 15 23801220_ 1.40E+08 18.61 44.36 17.82117.311 17.31--- 0.79 0.58 15.57 15.73 15.57 0.52 3601 0.381. 495 9.5"TJI 110 1.751 9.5.9 64 40 15�-2380 1220 1.40E+08� 20.80 55.45 19.194 18.64+ 18.64 0.85 0.621 16.77 16.94 16.77 0.56 3601 0.41[ 495 II 4 I- 9.5"TJI 110 1 75 9.51 19.21 40 101 2500 1220 1.57E+08, 15.81 30.50 16.341 15.371 1537 0.64 0.51; 14.27 13.97 13.97 0.44 384; 0.35; 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.751 9.51 121 40 101 2500 1220 1.57E+08 20.00 48.80 19.111 17.981 17.98 0.75 0.601 16.69 16.34 16.34 0.51 3841 0.411 480 9 5"TJI 110 1 751 ,., 9 51 9,614 40 101 2500 1220 1.57E+08 22.36 61.00 20.581 19.371 19.37 0.81 0.651 1 17.98 17.60 17.60 0.55 3841 0.441 480 I .l L 9.5"TJI 210 2.06251 9.51 19.2E 40 101 3000 1330 1.87E+08 17.32 33.25 17.32t 16.301 16.30 0.68 0.541 15.13 14.81 14.81 0.46 3841 0.371 480 9.5"TJ1210 : 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74` 0.49 384 0:39 480 9.5"TJI 210 2 06251 9.51 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.061 19.06 0.79 0.641 17.70 17.32 17.32 0.54 384; 0.431 480 9.5"TJI 210 --- 0.681_ 19.06 18.66 18.66 0.58 384; 0.471 480 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82, 20.531 --- -16.83 0.70 - 9.5"TJI 230 2.3125; 9.5 - - - -i 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.89; 16.83] 0.561 15.63 15.29 15.29 0.48 384; 0.38; 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 1625 16:25 0.51 384 0.41 480 9.5"TJI 230 2.3125_1 9.51 124 40 10 3330 1330 2.06E+08 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 2 53.20 20.921 9.29 19.69 0.82 0.66 1 18.28 17.89 17.89 0.56 38410.451 480 21.21 0.88 0.71 19.69 19.27 19 27 0.60 3841 0 481 480 9.5"TJI 230 2.3125' 9.5; - * r - 11.875"TJI 110 1.751 11.875; 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.501 18.351 17.78 0.67 0.54 17.04 16.67 16,67 0.52 384E 0.421 480 11.875"TJI 110 1.75 11.875 16 ' 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72': 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875' 121 40 101 3160 1560 2.67E+08 22.49 62.40 22.81 21.461 21.46 0.89 0.72 1 19.93 19.50 19.50 0.61 _ 384! 0.491 480 11.875"TJI 110 1.751 11.875' 9.61 40 10 _3160 1560 2.67E+08 25.14 _78_00__24.57 23.12y 23.12 0.96 0.77 21.46 21.01 21.01 0.66 38411 0.531.480 r j , 11.875"TJI 210 2.0625' 11.8751 19.21 40 10 3795 1655 3.15E+08 19.48 41.38 20.611 19.39; 19.39 0.81 0.651 1 18.00 17.62 17.62 0.55 3841 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 . 18.72: 0.59 384 0.47 480 11.875"TJI 210 2.06251_ 11.8751 121 40 10! 3795 1655 3.15E+08 24.64 66.20 24.101 22.681 22.68 0.95 0.761 21.05 20.61 20.61 0.64 384 0.521 480 - 9.61 40 10 3795 1655 3 15E+08 27.55 82.75 25.96 24 431 24.43 1.02 0 81 22.68 22.20 22 20 0 69 384 0 55, 480 11.875"TJI 210 2 0625 _ 11 8757 -- T + - 1 11.875"TJI 230 2.31251 11.875, 19.21 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.031 20.03 0.83 0.67r 18.59 18.20 18.20 0.57 384 0.45: 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 121 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.421 23 42 0 98 0.78 21.74 21.28 21.28 0.67 3841_ 0.531 480 11.875"TJI 230 2 31251..-- 11.875I...... 4- 6 ... __.. 81..- .23 0..-.. 9 6� 40 10 4215 1655 3.47E+08 29.03 82.75 26 81 25.231 25.23 1.05 0.84 23.42 22.93 2293 0 72 3841 o.57 1 480 i 11.875"RFPI 400 2.0625 11.875 - --'-- --- -- ----+-- ----- - - _ 19.21 40 101 -4315 1480 3.30E+08 20.77 37.00 20.93; 19.691 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.451 480 11.875"RFPI400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76' 44.40 22.24 20.93 20.93 0:87 0.70 19.43 19.01 19.01 >'0.59 384 0.48 480 11.87511.875"RFPI 400 2.0625RFPI 4001 1 11.8751 9.61 40 107 4315 1480 3.30E+08, 29.38 74.00 26.371 P4,81 23.03 0.96 0.83! 21.38 20.93 20.93 0.65 384 0.521 480 11.8751 121 40 10!___4315 14801 3.3_OE_+081 26.28 59.20 24.481 23.034_ 24.81 1.03 0 83; ; 23.03 22.54 22.54 0.70 384 0.561 480 Page 1 3/56 D+L+S CT#15156T-Batahny Creek Falls 1 [LOAD CASE (12-12) t _ BASED ON ANSVAF&PA NDS-1997j_ SEE SECTION: 2.3.1 2.3.1 _1_2.3.1 3.7.1 3.7.1 1 I T Ke ! 1 00'Design Budding-Factor _.._ ...... -f. .... - _D.Ls3...I___ �.._. ! ___j_ _._ .1. -...- ____ Cr ....-. ___ .-.. ....L__ i..._...-._. .. c 0 BO:jConslanl)> ;Section 3.7.1.5 1_ r __ y___ ____ t. 1___L II - __ __- KcE __0.3_01 ConstaM ISedlon 3.7.1.5 I t _� : ____Cf Fb 4Cf Fc -_1997 NDSL i Cb tVades) _ISactlon 2.3.10 ______I------------ --_--- Bendirgl Corp. SizeISize Rep_--------� Cd(Fb1+ Cb LCd(FcZ Eg.3.7-1+• j______-± { _i 1 j NDS 3.9.21 Max.Wall duration duration factorIfactor use_ _ �_---.; ___�__---r__ ___ _____ _ -_-, }- ,�_ 1 tC --_-+ L Stud Gradel Width Depth Spacing Her�ht Le/d Vert.Load Hor.Load <-1.0 Load @ Plata Cd(Fb1 Cd(Fc) Cf 1 Cf I Cr Fb Fc eery) FoT-E__- Fb' _1 Fc_perp'I Fc__-__Fce- Fc_ fc fc/Pc fb T iW In in In. -ft_-__ pa___-_psf I_-0 _t ___(_FbZTSFcl _psi -psi 1 Psi _Psl_- i -pei-T-SBI_ ___e ^_psi _# pal -__ psi_t�Fb"(1 iGFce1- H FStud__1.5-1-3T 16_17.7083 26 4 17551 0 0.9916_1_ 1993.4_4__ 1.00 1.15 1.1 1.061 15 675 405 1 800 11200_000 8541_ 506 _ 966 515.42 441.221-_439.37 1.00_ 0.004_ 0.000 H-F Stud_ 1.5 1 3.5 16 9- 35751 1340. 0 0.9966 1 19915.-i 1 1.00 1 1.15 1.1 1 05 1 1 15 875 405 1800 1 1,200,000 8541 506 966 378.09. 340.50 340.32 1.00 0.00.1 0.000 H-F Stud 1 1.5 13.5 121_ 9 30.9 1785, 0 09947__:. 2657.8 1.00 1.15 11 1.05 1.15 675- 405 1_800 1,200,000 854 5061 966' 378.09 _340.90 34000 1.00 0.001' 0.000 1--I--F Stud_1 1 5 1__3.5 16 -4- 8.25,, _26.3' 155o1 __-_0-,__0 9921____1___1993 4 4 1.0 - 1.15 1.1.1.05-_1.15 _675- 405„1.800 1.200:006 - 854.-,-, 506 1. - 966 449,95 395.221 393.65 1 00 0.00; 00.000 -- H-F Stud 1 5 3.5 12 8.25 28_3 2070E 0 0 9953 . 2657.8 1.00 115 1.141.05 1 15 675 405 800 1200,000 8541 506+ 966 449.95 395 2P 394.29r 1.00 000_ 0.000 000 HT Stud_ 1.5 : 3.5_-8 8.25_ 28.3 3100- 0 0 9921 3986.7-_1 AO t 1.15 1.11.05 t 15 675 405_1_000 11200,000 8541- 506 966 449.95 395.221_393.65 1.00 0.01, 0.000 SPF Stud _ 1 5 , 3.5 16 1 7.7083 26.4 16951 0 0.9952 I 2091.8 4 1.00 1 1.15 1.1 1.05 1_15 675 425 I 725+1 200,000 854 531 875438 515.42 431.52F 430.48 1.00 0.00 0 000 SPFStud -15 3.5 16 1 9 309 13201 0 0.9944 1 2091.8-7-4_1.00 1 1.15 1.1 1051.15 675 425 1 725 1,200,000 8541 5311 875.438 378.09 336171__335.24 1.00 0_004_ 0.000 SPF Stud 1.5 1-3.5 12 9 30.9 1760 0 0.9944 1 _2789.1 1.00 1.15 1.1 1.05 1.15 675 425 • 7251,200,000 8541 5311 675.438 378.09 336.171 33524 1.00 0.00:_- 0.000, SPF Stud1.5 1_3.5 16-t 8.25 28.3 1525i>1- 0 0.9957-_„1-__2091.8__r 1.00 _1.15 1 1 1.05 7 15 675_ 425 725 11200,000 8541 5311 875.438 449.95_ 388.131 387.301 1_00 0.004,-- 0.000, SPF Stud1.5 i 3.5 12 - 8.25 28.31 2030 0 0.9925- 2789.1- ,1.00 1-1.15 1.1 1.05 1 15 675. 425 ....725 1 1,200 000 8541 5311 875.438 449.95 388.131 386.6711 00 0.001 0.000 SPF Stud 15 { 3.5 8 T 8.25 28.31 30501 0 0.9957 j 4183.6 T 1.00 j_1.15 1.1 1.05-1 15 675 425 4725 r 1,200,000 8541 531+875.438. 449.95 388.131 387.351 150_ 000+ 0.000 i_ ` I { t 1. H-F#2 , 1 5 I 5.5 16 1 7 7083 16.8, 3132, 0 0 2406 , 3132 4 L_1.00 I 1.15 1.3 1.10 1 15 850 405 1 1300.11,300000 1,271, 506 1644 5 1378 83 1031 58, 506.18 0A9 5004, 0.000 H F#2 1 1.5 5.5 16 1 9 19.6 31321 0 03652 3132.4 1.00 1.15 1.3 1.10_ 1.15 850 405 13_00 i 1,300_000 1,2711 506 1644 5 1011.45 837.57_I 506 18 0.60 0.001 0 000 H-F#2 1.5 5.5 16 1 8.25 18.0 31321 0 0.2858 ' 3132.4 1 1.00 L 1.15 1.3 1.10 1.15 850 405 1 1300 300,000 1,2711 506 1644.5 1203.70 946.771 506.181 0_53 0_001 0.000 I 87 - --t SPF#2 1.5 1 5.5 16 7.7063 16.8 3287' 0 0.2737 3287.1 1.00 1.15 1.3 1.1(2_0.15 _875 _425 i 1150 ;11400,000 1,3081 5311 1454.75 1484.89 1015.45___531.23 0.52 0.00 0.000, SPF#2 1 1.5 i 5.5 16 I 9 19.6 32671 0� 0.3905 1 3287.1 �-1.00 1.15 1.3 1.101115 875 425 1150 11400,000 1,3081 53117454.75,1089.25-550.151 531.251 0.62 0.004_ _0.000 SPF#2 1.5 1 5.5 16�-825 18.0 32871 Ot 0.3158_1-3287.1 1.00 1 1.15 1.3 1.10T1.15 875 425 1150 11400000 1,308' 5_,5-1-F14-5-4.751296.30 94538_ 531.231-0.56 _0.00 __ 0.000. -. �� ) - -- 1 - +- - - - _ 9:009 SPF Stud I 1 5 1 3.5 16 4 14.57 50 0 545 0 0.9913 2091.8 1.00 1.15 1 1 1.05.1 15 675 425 725 1,200,000 854 53111875.438i 144.26 _139 02 138 411 1.00 0.001- SPF#2 1 5 5.5 16_ 19___41.51__14501 __0 0.9917 3287 1 1.00 1 15 1.3 1.10'1_'1 15 875 425_1150 1,400,000j_ 1,3081 531 1454.751 244.40 235 32 234341_1.00 0.004__ _0.000 H-F#2 I 1.5 1 5.5 16 1 19 41.51 1360-1 01 0.9969 I 3132.4 1 1.00 1 1.15 1.3 11.10 1 1.15 850 405 1300 ,1,300,000 1,2711 506 1644.5 226.94 220.141 219.801 1.00 0001 0.000 Page 1 4/56 1 O4L+W CTM 15156-Betahny Creek Falls ; LOAD CASE j (12-13) i BASED ON ANSVAF&PA NOS-19971 1SEE SECTION: J 2.3.1 I 2.3.1 +2.3.1 3.7.1 3.7.1 1 Ke t 100 Design Buckling Factor T D�L�W )_ .....1-.-. -r-O801(Constan>i ',Section �... .�. 1 _..i L_ _.___._ _--1 --- Cr j._. .�...._._..._ ....._..- --- _...�._-... KcE _f 0301(ConstaMl Secbon371.5� -- r - -_- -_ ___Cf LFY� �Cf(Fp) 1997 NDS _ - _ _- r _'_T 1 <.7.0 load(rD PlatµC_d Fb Cd Fc C1T Cf I Cr Fb Fc Fc E Fb' i F Fc• Fce 9Fc fc t Ic/F'c iD-T--fW--J Cb iVades( Section23.10 ___ _-__ _ _ _ Berdngi Comp. Size Size Re Cd Fb Cb Cd_Fc E 3.71T _ t __ _ -NOS 31.21 Max.Wall duration duration factorlfa_ctor'use _ __ _ _ t • Stud Grade Width_DepM Spacing'Height Le/d IVeA.Loads Hor.Load �_ �_ _ice__ pe I perp --`_ in. In. in. , ft. _-- .0 .,1 1 p5 jFbZ iFci psi psi psi_tpsi ps�i__psi_T__psi psi psipsi_ psi I Fb"(1_fcIFcej. H-F Stud 1.5 L3.5 16 1 7.7083 26.4 1075 9.71 0.9951 I 1993.4 _i__ 1.60 1 100 1.1 1.0547 15 675 405 , 800_0,200,000 _1,3661 506 840 515.42 427.08 273.02 0.64 376 78 0.586 - _-__ H F Stud 1.5 3.5 16 9 30.9 7551 8.46 0 9942 1993.4 1.60 1.00 1.1 1.05,1.15 675 405 800 1,200,000 1,3661 506 _ 840 378.09 333.99 191.75 0.57 447.521 0.665 H F Stud 1.5 1 3.5 12 i 9 30.9 11401 8.46 0.9998 1_2657.8 1.60 1 1.00 1.1 11.05_0.15 675 405 1_800 7 200,000 7 3661 5061 840 378.09 333.99 217.14 .65335.64I 0.577 H-F Stud 1.5 3.5 16 i 8.25 28.3 _ 9701 8.131 0.9943 , 1993.4 7_1.60 1 1 00_ 1 1 1 1.05__1.15 675 405 1 800 1 1,200,000 1,366[_ 506' _ 840 449.95__ 384171 _246 35, 0.64 361.37r_ 0.585 H-F Stud 1.5 3.5 12 1 8 25 28.3 14251 8 137 0.99741_2657.8 1.60 1 1.00 1.1 1.05 1.15 675 405 1 800 1,200,0001_ 1,3661 506,1 840 449.95 384.871 271.431 0.71 271.031 0.500 H-F Sled_,_1.5 , 3.5 8 L 8.25 28.3 2356: 8.13l 0.9981 1 3986.7 L 1.60+ 1.00 7 1 1 1.05 1.15 675__405 i 800 1,200,0001_ 1 3661__506 840 449.95 384.87 299.05 0.78 1/30.691_ 0.394 1 T f • SPF Stud 15 1 35 16 77083 26.4 1060 9.71t 0.9971_1 20918 T 1.60 I 1.00 1.1-1.05 1.15 675 425 172511,200,0004- 13661 5311 761.25 515.42 415.53 26921 0.65 376.78~ 0577 SPF Stud 7.5 _3.5 16_ 9 30.9 7001 8_46 0.9115 . 2091.8 1 1.60 ' 1.00_,1.1 1.05 1.15 675 425 1 725-71,200,000_I__1,3661 5311 761.25 378.09 328.301 177_78 0.54 447.521 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 I 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 I 725 ,1,200 000 1,366 531T 761.25 378.09 328.357----2-14.29 0.65 335.64 0.567 SPF Stud 1.5 35 16 8.25 28.3 8.13 0.9970 2 91.8 725 25 449.95 376.351 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.512 1 8.25 28.3 1400 8.13 0.9952 7 2789.11 -'1-1.60 1 1.00 1.1 1.06-71.15 675 425'-725[1,250,0-00 7 3661 5311 761_1,201,100 1,3661 .25 449.95 376.351287 62 0.71 271 031 0.490 .,....__ SPF Stud 1.5 t 3.5 8 8.25 28.3 2320 8.13 0.9958 L 4183.6 T 1.60 1.00 1.1 1.0511.15 675 425 1 725 11,200,000 1,3661 5311 761.25 449.95 376.351294.601 _0.78 180.691 0.383 7 1 t 1 -- H F M2 1.5 5.5 16 i1-77 7083 16.8 31321-_-9 71 0 3909 1 3132 4 1 160 i_1 00 1 3 1.10 1 1.15 850 405 1300 4 300000 2 033 5011_1_1430 1378.83 969 91( -506.184 0.52 152581 0.119 H-F M2 -_1_1.5_I 55 16_{ 9 19.6L__3132 8_46_05743 31324 1.60 t 110 13 1 1011 15 850 40511300 '0,300100 _2,033_ 5061_ 1430 1011.45 804.501_ 1506.181_063 181231 0.178 H-F M2 1.5 5.5_ 16 1 6.25 18.0 31321 8.13 0.4411 1 31324 I 1.60 1 1.00 t 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,0331 506L 1430 120370 899.131 506.181 0.56 146.34 i 0.124 { 1 T -' 1 T _-T 1-_ I T SPF#2--!}-1.5 5.5 16 '7.7083 16.8 32871 9.71 0.4327 1 3287.1 1.60 T 7.00 1.3 1.10 1 1.15 875 425 . 1150 T 1,400,000 2,0931 5311 1265 1484.89 940.301 531.2-3�1 0.56 152.581 0.114 I I - - _-s-- 1-1.60 100 1.3 1.1011.15 875 425 1 1150 1,400,0001 2,093! 531 __12651089.25 806.081 531.231 0.66 181.23 0.169 SPF M2 1.5 ` 5.5 16 i 9 19.6 3287 8.46 0.6033 1 3287.1 _ SPF#2 1.5 4 5.5 16 j 8.25 18.0 3287 803_0_47901__3287.1 1 1.60 1 1.00 1.3 1101_15 _875425 1 1150 1,400,000 _2,093_-5317 1265.1296_30 88489-__531.231_0.60 146.34 _ _0_118 r t t F- 1 SPF Stud 1 5 i 35 16 _j 14.57 50.0 701 846 09957 20916 + 1.60 1 100 11 J 105;115 675__, 425 1 725 T 1 200,0001 1366. 531T 76125 144.26 13814,_-_ 1778E 013 MIINNNNi 0.979 SPF M2 1.5 1 5.5 16 _ 19 41.5._ 6601 9.7110.9941 3287 1 1.60 71 00 1.3 1.10 1 15 875 425 1 1150 L1,4010001_ 2,0931 531+ 1265 244.40 233.80 108 671 0.46927.027_ 0.786 H-F M2 i 1.55.5 16 1 19 41.51 6001 9.711 0.9927 3132.4 1 1.60 1.00 1.3�1.10 1-1.15 850 405 1 1300 1 1,300,0007 2,033': 5061 1430 226.94 219.021 98.97 0.44 927.021 0.796 Page 2 5/56 D+L-WI.5S CT#15156 Betahny Creek Fah I LOAD CASE (12-14) ; BASED ON ANSVAFBPA NDS 19971 1SEE SECTION: 4 23.1 1 23 1 1 2.3.1 3.7.1 3 71 1 i I-I__ ; Ke Et 001Design Buckling Factor [ T D+L.Wa6/2 j_ ...._._. ..1.. ....1..._ ...__.. ..._.. _... _ ......._ c 1 0 80'(Constang> 1Section 3.7.1.5 L. I 1 Cr _ _ KcE 0 30f(ConstaMZ> -ISectlon 3.7.1.5 1-- __ __- Ci(Fl- �Cf�F�` -__1997 NDS Cb 1 ;(Varies! > Sectlon2310 t Bendl sFLCamp. Size_SIzejR� i- I- Cd_(Fb111 Cb id_(Fc1 _ Eg.3.71 _ j___ 1-NDS 3 9.21_Max.Wall 1 duratlonlduration factor factor use _i______4____I __ _ -}-- --- }---�---- Stud Grades Width Depth Spaclrg5 Height Le/d Vert.Load+Hor.Load}`_1.0 Load®PlateCd�Fb14Cd1Fc) Cf Cf _Cr Fb Sc perpy Fc_4. E Fb' '_Fc�eP'1 Fc_ Fce__Fc 1 1 iGFc fb� fb/ In. �_In. _In.-L it _ pH_t_�sf-, pit �SFb1 LZL _psi___1x1_ I_psipsi psi _�sl_T_psi 7 -psi_-__gel 1 pslI_ 251__LFb'j1-fcJFcee H-F Stud 1.5 1 3.5 16 1 7 7083 264 10951 5.71L0.99821=1 1993.4 fi 160 1 1.15 1.1 1.05 I 1 15 675 4057 800-41-1,200,000 1 366 506 966 515.42 441221 278.1011 0 63 376 78 0.599 f- __ -. _ _ ..- H-F Stud I 1.5 i 3.5 16.1 9 30.9 7651 8.461 0.9986 1 1993.4 1 1:60 1 1.15 1.1 1.05 1.15 675 405 1 800 1,200,000 1,3661 506E-966 378.09 340.901 194.291 0.57 447.521 0.674 H-F Stud 1 1.5 1 3.5 12 1_ 9 30.9 115018461 0.9969 2657.8 1.60 1.15 1.1 165 1 15 675 405 , 800 1,200,000 1366{'_506 966 378.09 340901 219.051 064 335641 0.584 HFStud 15.; 3.5 16.?- 825- 28.3 --_,985 8.13T._,09963 {-1993.4 1__1.60 1-115_,- 11 1:05.__715 675,- 405.11 800 +1200,000 13661.-. 5061 966 449.95 395.221 250161,_,_,_063 36137__ 0.596 H-F Stud L 1.5 3.5 12 1 825 28.3 14451 8.13-0.9959 41 2657.8 1.60 1.151.1_1.05 1.15 675 4054 800 •1,200,000 1,366I_5061_ 966 449.95 395.221 27524 0.70 271.031_ 0.511 H_F Stu L 1 5 1 3.5 8 _1 825 28.3 2390 8.13_0 9960 x3986 7 j-1.60 L 1.15 , 1.1 1.05 1.15_675 4054 800_11200,000 1,3661 506 9661_449.95 395.2g1 303.49 0.77 180.69j0.406, SPF Stu 1• 1.5 1 3.5 16 1 7.7083 26.4 10801 _ 9.71' 0.9935-' 2091.8 1 1.60 1 1.15 1.1 1.05 1.15 675 425 t 725 1,200_000 1,3661 5311 875.438 515.42 431 52', 274.29 0.64 376.78 r 0.589 SPF Stu 1 5_1-3.5 16 1 9 30.9 7601 8.461 0.9988 2091.8 I 1.60 1 1.15 1.1 1.05 1.15 675 425 I 7251,200,000 1,3661 531;875.438 378.09 336.171 193.02 0.57 447.52;__-0_669 SPF Stud i 1.5 ' 3.5 1244.4 9 30.9 1140' _8_48 0.9944__2789.1 1.60 1.15 1.1 1 05 1.15 675 425 I 725 1,209000 1,3661 5311 875.438 378.09 336.171 217.14_0.65 335.64 0.577 8.25 28.3 97gI 8.131 1.15 675 42_45 _725 1 000 1,366L 0.64 361.37j_ 0.588 SPF Stu 1 1.5 3.5 12 , 8.25 28.3^ 14301 8.131 0.9952 1 2278911 1 1.60 1 1.15. 1.1 1.054115 1 15 675 425 I 725 1 1,200,000 1,3661 533-875.438 449.95. 388.131 272.3811-6767438 449.95 1 0.70 271631 0.503 • 1 1 ' SPF Stu 1 1.5 3.5 8 .__5.- ±..._._.. - .._..._. _._. __.._._.._._ _._..__1 1 0.396 i 8 25 28_3 23601 8 131 0 9922 4183 8 1.60 1.15 1.1 1.05 1 15 675 425 725 �1,200,000 1 366 5311 875.438 449 95 368 13; 299 68 0 77 160 69 I. H F 712 � 1 5 I 5.5 16 i�7 7063_16.8` 3132 9 71� 0 3593-i_3132 4 i 1 60 1.15 1 3 1 1 10�1 15 850 405 i 1300+1 300,000 2 033 _506 7644 5 1378 83 1031 58� 506.181 -0 49 152 581_ 0 119 i H-F#2 1.5 y 5.5 169 19.6 3732 8.461-0.5437 3132.4 �1 60_- 1.15 1.3 1.10 1.15 850 405 _1300 li 1,300,000 2 033 50fi 1644 5 1011 45 837 57 506 18 0 60 18123 0.178 HF#2 1.5 5.5 16 -I ___ 8.25 18.0 3132 8.131 0.4100-1 3132.4 1 1.60 1 1.15 1.3 1.10 .15 850 ,_405,1 1300 1 1,300,000 2,0331506L 1644.5 1203.70 946.771_ 506.16 0.53 146.341_ 0.124 _ I 1 SPF#21 1 5 5.5 16 17.7083 16.8 3287 9.711 03872 1 3287.1 I 160 11.15 13 ;1 10 1 1.15 875 J 421 1150 1 1,400000 2,0931 5311 1454.751-T484.89 1015.45i 531 231 0.52 152.581 0 114 SPF#2 1.5 1_5.5 16 9 19.6 3287 8.464L40.5595 3287.1 1.60 1 1.15 1.3 111011.15 875 425 1 1150 11,400,000 2,0931 531 1454.75 1089.25 850.161 531.231 0.62 181.23 _0169 ------}- ---9_. -1 _-_-t---___-1 I - T- SPF#2 1.5 5.5 16 8.25 18.0 3287 8.131 0.4342 3267.1 -7.60 1I. .15 1.6:11.1671.11-5--, 875 425 1150 X1,400,000 2,0931 537 1454.757296_30__-945.381_ 531.231 0.56 146. 0716 -_ +_ ---_-_---I�I -»-__ -i. ill +-_ + 1 + '- -- I1,200,000 - ;- SPF Stud 1 5 i 3.5 16 x- 14.57 50.01 70L 8.4611 0.9955 2091.8 i_1.60 ',1.15 1 1 1 1.05 4 1.15 675 425 1_725 1 136611 531 875.438 144.26 139321 17.781 0 13######1 0.979 I SPF#2 1-_7 5 L 5.5_._ 16 __19_ 41.6_ sgo_ _-9711 0.9914 __3287 1 _ 1_60 1 1.15 1 3 L1.10 11 15 875_ 425 1 1150 11403000_ 2,09315311_11_1454.75 244.40_ 235.321 106 67+ 0 45 927.021_ 0.786 H-F#2 1 1.5 I 5.5 16 1 19 41.51 6001 9.711 0.9901 1 3132.4 1 1.60 I 1.15 1.3 1 1.10 1 1.15 850 -405 l 1300 11,300,000 2,03 5061 1644.5 226.94 220.141 96.97 0.44 927.021 0.796 Page 3 6/56 1 4 D*L.Si.5W CTX 15156 Bebhny Creek Falb j _ LOAD CASE _L(12 15) j BASED ON ANSVAFBPA NDS 1997) SEE SECTION: 1 2 3 1 1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 001Design Buckling Factor.. . rD.L.S.W/2, _. ._. T..._....r 1 + - '- c 0801(Constantl Section3715 -�_ t � 1 -� _. .'..... 1 ...._. h Cr _.... ._._... ....._ ..�._..._ .__ ..... I KcE 0.30.1(Constant)_> -ISecbon 3.7.1.5 ___t _ 1 -L - - ___CI�FY��_ Cf F __- _1997 NDSB - --- Cb 1- -1SVaries >ISectlon 2.3.10 i t-- 7 1Berdir Comp-Size$SIze[Rei_ T ___--__-Cd(Fbjl Cb yCd(�( Eg_37_7�-__-__------ --,- --f- -- -. T • -•-- ---------' _--__{- �__ , _ I NDS 3.9.21 Max.Wall ;duration duration factor lactorl use --j__-__ __ I I - I 1 Stud Grades Width De th Spacing Height Le/d ,Vert.Load Hor.Load" x-1.04.oad2..Plat Qd(Sb)Cd irsi cf I Cf r Cr Fb fo_perp1 Fc E Fb' Fc perp'I Fc' Fee_ Fc 1 is fc P Ib Ibr _ In. in. in. 1 ft. p6 pet I 1 pH -71.60-1 -1 ._al 1Fcj psi _psi I-Ps- $___�si-_--psi 1 _psi__1_0_ r�si pal _ psi _ sl Fb"(1-fc/Fcel. H FStud 1.5 I-3.516 1 77083 26.4f 1335. 4.855 0.993g-1--1-993.4_t 160 11.15 1.1 1.05 1 15 675 405 800 11 200,000 1,366' 50 966 515.42 441.221 339.05_ 0.77 188.391 0.403 H F Stud 1.5 3.5 16 - 9 30.9 970 4.231 0.9923 1 1993.i 1 1.60 i 1.15 1.1 1.05 1 15 675 405 1 800 1,200,000 1,3661 506+-966 378.09 340.90.. 246.35 0.72 223.761 0.470 H F Stud 1.5 3.5 12__ 9 30_9_-1380_ 4 23 0 9976 2657 8 1.60 1.15 _ 1.1 1.05_0.15 675 405 800 1_1,200,000 1,36615061 966 378.09 340 90, _262 861 0.77 167.821 _ 0.403 H F Stud 1.5 3.5 16 ' 8.25 28.3 1195 4.065 0.9960 1 1993 4 T 1.60 1.15 1.1 1.05 1 1 15 675 405 j 800 1 1,200,000 1,3661 5061966 449.95 395.221 303.49 0.77 180.631- 0.406 H F Stud 1.5 1 3.5 12 N 8.25 28.3_-_1680 4.0651-0 9990_I 2657.8 1.60 1_ 1 15 1.1 1.05 11.15 675 405+800 1,200,000 1,3664 506+ 966 449.95 39522+_-320.00 0.81135_51 0343 H_F Stud_L 1.5 !3.5- 8_-� 8.25 _28.3 2665- 4065, 0 9999�-_3986.7 1 1.60 I 1.15- 1 1 1 05 1 1.15 675 405 1 800 11,200,000 1,3661-_506 -_966 449.95- 395321_-338.41-0.86 90.34 _ _-0.267 1 _ r _ -- 1---- I- SPFStud 15 ' 3.5 16--(7/083 26.4 1315 4.855:09907 1 2091.8 T 1.60 r 115 11 105+1.15 675 425 1 725 1,200,000 1366+ 531 875438 515.42 431521 33397 077 18839' 0392 SPF Stud tit 1.5 ; 3.5 16 1 9 30.9 9651 4.23 0.9970 1 2091.8 ' 1.60 1 1.15 1.1 1.05 1 15 675 425 1 725 1'1,200,000 1,3661 5311 875.438 378.09 336.171 245.08_0.73 223.761 0.466 SPF Stud 1 1.5 3.5 12 9 309_-1370 4.23 0.9990 _2789.1 1_1.60 1.15 1.1 1.05 1.15 675 425 1 725_L_L1,2013,000 1,3661 5311 875.438 378.09 336.171 260.95 0.78 167.82 0_396, SPF Stud 1.5 3.5 16 1 8.25 28.3__-1180 4.065 0 9922_ 2091 8 1.60 1.15 1.1 1.05 F.1.15 675 425-12-725 41,200,000 1 3661 5311 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPE Stud 1.5_lilt 3.5 12 1 8.25 28.3 1660. 4.065j0.9973 1 2789.1 ; 1.60 I 1.15 1.1 1 05 1 1 15 675 425 1 725 1 1,200,000 13661 5311875.438 449.95_,- 388.131 316.19 0.81 135.51 0.334 SPF Stud 15 1 3.5 8 1 8.25 28.3 26301 406510.9969 4183.6 1.60 L 1.15 1.1 1.05 1.15 675 . 425 725 1,200,000 1366.1 531875.438, 449.95 388.1 333.97 0.86 90.341 0.257 H F N2 1.5 5.5 16-1_7 7063_ 18 8 3132 4.8551. 03001 _ 3132A 1 60 1.15 )3 1 10 1 1.15 850 405_ 1300-10 300,000 23331--506+ 18445 1378.83 1031.58.1_ 506.18 0_49 76 29! 0.059 H-F p2 1.5 5.5 16 9_ 19.6 3132 4.231. 0.4544 3_132.4 160 115 1.3 1.10[1.15 850 405+1300 1,300 000 2,033 506 1644.5„1011.45 837.571_ 506.18 0.60 90 611__ 0.089 H-F Art 1.5 _5.5 -16 8.25-18_0-_3132, 4.0651 03479 1 3132.4 1 1.60 1_1.15 1.3 1.10 1.15 850 - 405 J 1300_1_1,300,000 2,0331 501.1644.5 1203.70 948.774 506.18 0_5373.171 0.062 - I j 1 1 ! I I I SPF e2 1.5 I 5.5 16 17.7083 16.8 32871 4.8551 0.304 I 3287.1 1 1.60 1 1.15 ,1.3 1.1011.15 875 425 1 1150 1 1,400,000 2,0931 5311 1454.75 1484.89 1015.451 531.23 0.52 76.291 0.057 SPF e2 1.5 5.5 16 9 19.6 32871 4.231 0.4750 ' 3287.1 1.60 1.15 1.3 1.10 11.15 875 425 ; 1150 1,400,000_ 2,093', 5311 1454.75 1089.25 850.16 531.231 0.62 90.611 0.085 SPF N2 1.5 f 5.5 16 8.25 18.0 3287 4.0651 0.3750 3287.1 1 1.60 ,.,5 1.3 11 875 425 11501,400,000-r 2,0931 53177454.75 129630 945.38, 531.23A0.58_73.171 0.059 l -f-- '-__---_ll_ 1- ' 1_-_ ..�_r I -- I-- 1'- -t SPF Stud 1.5 1 3.5_ __16 :_1457 .50.0 ..__ 2551 _„4 231.0 9959 t 2091.8 :__160 L 1.15_„1.1 11.05;1 15 675 425 1 725 i 1 200,000 1,366F 531 875.438 14436 _ 139 02. 6476 0.47 586 43' 0.779 SPF A@ _ 1.5 1 5.5--16_- 19 41.5 935 4.85_51_0.9925 13287 1 1.60 1.15 1.3 1.10_'1_7 15 875 425 11_50 0,400,000 2,0931 53171454.75 244.40 23532 151.11 0.64 46351 0.580 H-F 82 1.5 I 5.5 16 I 19 41.5 8651 4.8551 0.9970 1 3132.4 I 1.60 1.15 1.3 11.10 1 1.15 850 405 1 1300 11,300,000 2,0331 5061 1644.5 226.94 220.141 139.80 0.64 463.51, 0.594 Page 4 7/56 D.L.S..7E CT#15156 Betahny Creek Falls L , 1DAD CASE 1 (12-16) 1 (BASED ON ANSVAF&PA NDS 19971 ' +SEE SECTION: 2.3.1 2.3.1 1 2.3.1 j 3 7 1 I 4 3 7.1 _ i -__- .. Ke 100 Design Budding Factor I 0+1 SiE/1.4 _.._�.I 1 .----- I ..___.- -i ---. ). ..--._. _.__..._. .k.......-- --- c 0.801(Constant) ;Section 3.7.1.5 .__ --- L ..__Cr -_ -.- _--- --- -- -- KCE 0 30 Constant > 13ectlon 3.7.1.5 C1(f121 ,Cf(Fpl 11997 NDS _-- _ Cb !(Vanes) > 1SectIon 2.3.10 Pendia Co p.'l Size 1 Size Rep. -! ��y Cd(Fb1 Cb I C__d__Eq. Eg3.7-1 ___-__ _____ _i___- NDS 3.92 Max.Wall duration duratioMfactorltactor use _ , -„_ Stud Grade Width'De th S Height Le/d Vert.Load Hoc Load <.1.0 Load @ Plat_CdFb CO Fc Cf T Cl Cr Fb 1Fc-! Fc 1 E Pb' Fc Fc' .-Fce Fc fc IGFc ib -1---- Ib/ � Spacing' 9 - -• - (-) -- - - -��---- ' --- - -" - .. ----_7} In. ! In. In. 1 ft.-_,_ I!__..P_sf _ _Plf -_ - -.1_021TIFc1 ___-Psi 1�sl 1- I---Psi �_psi _-Lsl-F--psl---�'---psl __--psi -psi----- l_psi t (1-Ic/Fce1 H-F Stud I 1.5 i 3.5 1617 7083-__26_4L 1415 3 57 0 9983 7993.4 1.60 1.15 1.1 11.05 1.151 675 1 405 800 1,200,000 1,366 506' 966a 515.42i 441.22 359.37 0.11-1 138.531 0.335 H F Stud 1.5 3.5 16 1 9 30.91 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1 1.05 1.151 675 1 405 1 800 I 1,200,000 1,366 5061 966) 378.091 340.90 256.51 0.7-5j 1'91851 0.430 H-F Stud 1 1.5 4 3.5 12 I_ 9 30.91 1420 3.57 19937 2657.8 1.60 1.15 1.1 1 1.05 1.15 675 1 405 1 800 1,200,000 1,366 5061 966 378.091 340.90 27048 0 791_141 631 0.364 H-F Stud 1 5 1 3.5 16 T 8 25 28.31 1225 3.57 0 9967 7993 4 1 60 1 15 1 1.1 1.05 1.15 675 1 405 600 1,200,000 1,366 506 966 449.95 395.22 311.11 0 79 158 681 0.376 H-F Stud 1 5 L 3.5 12 i 8.25 28.3L 1710 3 57 0 9947 2657.8 1.60 1.15 1.1-1-1 11.05 1.15 675 1 405 800 1,200,000 1,366 SO6i 966 449.95; 39522 325.71 0.82 119.012, 0.315 H_F Stud 15 ! 3.5 6 L- 8.25 28.31- 2701- 3.57-0.9966 3986.7 1.60 1.15 1.1+1.05 1.15 675 405!800 1,200,000 1,366 5061 966"---449.951 395.22 342.86 0 87l 79.341 -_-0 244 -41 SPF Stud 1.5 1 3.5 1617 7083 2641 1395 3.57 0.9984 2091.8 f 1.60 1.15 11 L1.05 1.15j 675 25 725 1,200,000 1,366 531 875.438 515.42 431.52 35429 0 82 138 53; 0324 SPF Stud 1.5 i 3.5 16 i1 _ - 1.05 1 15 675 425 1_725 17,200,000 1,366 531 875.438 378.091336 17253.97 0.76 188.85+ 0.421 9 30.91 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 SPF Stud 1.5 i 3.5 12 i 9 30.91 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 I 725 71200,000 1,366 5311875.438 378.091 336.17 268.57 0.80:141.61,_ 0.358 --_ SPF Stud 1.1_1 3.5 10 _8_25 28.31 1210 3_57, 0.9932_-_2091 8_-_1.60 1.75 1 1 11 05 1 15 -675 425-1 725 1 200_000 1,366_ 5311675.438 449.951 388.13 307.30 0.791 158.681_ 0 366 SPF Stud1 1 5 I 3.5 12 8.25 28 3 1690 3.57 0 9940 2789.1 1 80 1.75 1 1 1 1 05 1 15 675 1 425 725 1,200,000 1,366 5311 875.438 449.95T 388.13 321.90 0.831 119.011 0.306 _.. 79.341_t-__ ....... _..._-_. SPF Stud '1.5 1 3.5 8 1 8 25 2&31 2670. 3.57 0.9987 4183.6 1.60 1.15 1 1 1.05 1.15, 675 425 725 1,200,000 1,366 531 875.438 449 95': 388.13 339.05 0 871 _ 0.236 I i H F#2 1.5 i 5.5 16 i7 7083 16.8 3132 3.57 4. 0 2844 3132 _160 1.151_1 3 1 11.10_1.15 850 1 405 1300 1,300,000 2,033 506 76445 1378 831031 58 506 78 0 491 56 101 0.044 H-F#2__ 15__5.5 76 9 19.6 __3132 357_0.4405___3732.4_ __160_ 1.15 ! 13+1 70_115_850 405 1300 1300_0130 2,033 506 16445 101145 83757_50618 0.60_1_7647 0075 H-F#2 1.5 15.5 16 18.25 18_0_ 3132 3.57,_0.3404 3132.4 j 1.60 1.15' 1.3 11.10 1.15 850 405 11300 1_300,000 2,033 5061 1644.5 1203.70', 946.77 506.18 0.53 64.261 0.055 1 _ _ _ Y _ 1 I SPF#2 1 1.5 i_5.5 16 1 7.7083 16.8'- 3287 3.57 0.3154 3287.1 1.60 _1.15 1 1370,10 1.15 875 ' 425 115011":4-00,000 2,093 531144_54.75,_1484.891 1015.45 531.23 0.521_56.10 0.042 SPF#2 1-T-11 5.5-_ 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1 15 1.3 1.10 1.15 875 ! 425 1150 1 1,400 000 2,093_531 148-4.75 1089.251 850.16 531.23 0 62�76_47 0.071 �_-- 1 �_ -_-'� - - -__ ---_J__ _._-_t-_____-.____ -_ _-____. J I -0_052 SPF#2_ 1.6 ! 5.5 16 8.25 18.01 3287 3.57 0.3678 3287.1 1.60 1.1511.3 7.10 1.15 875 1 1150 1,400,000 2,093, 531:1454.75 1296.30 945.38 531.231 0:9-6T-6-4.264_ tift SPF Stud y 15 I 3.5 _,._.16 - 1457- 50.04 _-_285 3.57099812091.8 160 115_I 11 11;05115675.1 425 725 1,200,000 1366 5314.875.4381 144.261 139.02 7238 0521494.93�I 0.727 f i -5 1-_--__-_-__---_--__-_-_--__1..__-_-__--a- 1 -.--_-__-_..__-+ 1454 75 244.40! 235.32 164.85 0 70.34083, 0.500 SPF#2___1_15_i 5.5 16_._ ' 19 47.5 1020 3.57 0.9910 3287.1 1.60 1.15 13 1.10 1.15 675 425 7150 1,400,000 2,093 531 H-F#2 : 1.5 ! 5.5 16 1 19 41.5! 945 3.57 0.9939 3132.4 i 1.60 7.15 t 1.3 1 1.10 1.15 I 850 1 405 1300 1,300,000 2,033 5061 1644.51 226.941 220.14 152.73 0.691340.831 0.513 Page 5 8/56 I 180 Nickerson St. CT ENGINEERING Sidle 302 I N C. Seattle,WA r1 Zig' 98109 Project: .. y/ Date: (206)2854512 FAX: Client: Page Number: (206)285-0618 -VP ids e __W r_ .1 / i _______(___ . _.. I, _ )7,_, __1_1._ . ---..17., . f 1 ( t �� —..,_ , 4 0 . 11 i / „. ,_ .... ..i.„v,,u , (.0 (z5tits)4- 2( )Y2) i 4--(2.N-Y ) >4�J Q� lib p0.- • e- 1 F )b,-I --15 - Aywz,b _._._ 266.?_ c____ owl/1,60)0AL_ ......_, . t . iiI, G miN, to w hod- TSP t,N, v . 1\ . . _ . 6\ < 15 _P-_ *)(-Li) / 7-- - �i-(�r il = 0(39 - 04 54 -t57---oz 5-3= °am b� 9/56 • Structural Engineers ROOF BELOW 0 j UNIT E6 19'-1" 1 - i 3'-732" 3'-0" 9'-132" S-4" 4'-634" 4'-63/4" 1'-4,2" i i o l }� � - I F EGRESS 7-D5 0DBL:5L � TV NICHE 1 AT +36" ;' I A.F.F. • e II Ii I I ;I ® i a Master Bedrooril e N : c RAISED CEILING ;I OI 0 'I 2 j-9 co 3-1734 3-3.Y2 5-534" i li I : I I III N 5 SH. I U N YcisI 1IIQ I Linen I ,o 1 0 N • ♦ 2-6 N -%- . ...... 5' SHOWE' I, C O BIFOLDI o I II 0 T 4-° �;' .--•-----,-0-. IN 1 1 2x4 FLAT i pi;.-- PLANT �' STUDS 24" 1' °J a SHELFt 5' V1 cn 0+42 ��- M. Bath II LOCATE PLUMBING 1 r •�) II ROUGH-IN ACCOUNTING I . I iv ® CCD 1' FOR (2) LAYERS GWB �' L., I -7 ♦ I ♦ AT PARTY WALL DRYER 2x6 WALL i ro RADON " ¢ I -'Q'N 8 �Q 4 REDUCTION ' `- I IV m ii op O r (i SYSTEM I 0 5' TUB II . WASHER ,1 �' A & I II .HOWE' IIIn ♦ ♦ 3'-732" 2-4 HCW Bath I 241H 3'-732" l 3'-9" 122"x30"1 1 II ATTIC I N -,_ LOW WALL �UPIACCESS I S & P II L- J o AT +42" W/ II \ N♦ }---'r WOOD CAP 0. - � L-E-II7 .0 CIDo I 6-0 BIFOLD 'I I QN .0 I' 1'-532 el 1 TV T 6'-1" 3'-532" IITYP. ,>,...2.:, Tech Rm. Bedroom 2 10 0 TYP. ID D51 gx II �' D1 ;I Rh -' f...1 1 ♦ ♦ VP \`L/ o -�6 I SH EGRESS o N 1 5-0 4-6 SL 7- -N ♦ ♦ r' - 1 �..i ♦ 3'-0" 4'-1" 5'-0" * 5'-0" 7'-1" 10'-0" 2'-0"f 19'-1" F F 10/56 UNIT E-6(D) UPPER FLOOR PLAN 1/4"=1'-0" FRENCH REVIVAL L- 2'-63/2"j'_i" 15'-53/2" 1 UNIT E6 13/4" 15'-33/4" i ar r I ITOor AE0-VE ♦ ♦ i11- 42" GUARDRAIL e 4'-032" 5'-03/2" 6'-43/2" zo N. t Deck ' 1 1-0 6-0 FIOVER 0 ' 2 9 5-0 SH 6-0 6-10'SGD _ I O r -_� e\--- 1 i E II �-• -----i----,f, � II aD N F-^ of - 2x6 WALL W/ R-21 BATT INSUL. II -v N N 1 r j e I FACTORY-BUILT I' r, IF-' DIRECT-VENT GAS FIREPLACE II ,I 20 I 'Th I'll a VENT UP THRU LOW ROOF II D4 \1fi� TILE HEARTH eI N II �(OPTIONAL) ill I 11-.-x II �I 1� L__ INSUL. FLOOR JOISTS AND ROOF RAFTERS II N • AT F/P ENCLOSURE ,J ® INSULATE FLOOR OVER II A--------L----�, Living UNHEATED SPACES 1, II I 173/2" 3'_10" 3'-41/2" 3'-8" 2'-8" n N :3‘i / 1 II S & P I 1 N 11, 'il 1 Q--1 _ , c �N . U — — St i � “ DN I II co N II � %s ) ♦ OQ1 II o LOW WALL ,4T0 b II 31 +42" A.F.F. ` I II SEE SHT. 1.1 o Kitchen II N U4 FOR STAIR _ '_ II • I DETAILS11 I j DW z 1 D I' co RADON I Ii REDUCTION I' SYSTEM ® ii dik H - 1. TN V-6") I, ♦ N I ?�I „ 0N X 2'-8"j ---- UP I II 1, 18 SD 1n CONTINUE PARTY WALL- II ♦ , --1NQI.Iv _ GWB THROUGH FURRING ter TYPICAL Ii -� U I 1 I.- (3 II I :3‘.1 L_r 3 DiniFam. SIM. P v.r. e 1 INSULATE FLOOR OVER O 12 '� a_ UNHEATED SPACES II D7 r +� FLOOR BELOW -- 2-E 3-0 F IT o I -� L_j -0 1-6 F OVER ., N 5-0 4-6 SI N ♦ ♦ I _ ir-Iii1 • I 60 1 . x;,, 1 1 , I 11/56 19_1" UNIT E6 ' I. 4'-1" 15'-0" .3.-9Y4"33/ t m r DECK ABOVE (--i r I 20B I / 0 11:171 T • — F_1_ 1 Mech. Garage c� U OCCUPANCYell ® I DIRECT VENT GASI I I WATER HEATER1 oto, FIRE' ACE ABOVE • j DOORS SHALL BE J: SELF-CLOSING ;,, 14 20-MIN. RATEDI =� DIRECT VENT GASFURN. bSJ� FURNACE- col O 1 la I.... INSULATE I UNDER I N I STAIRS • 4 , - io I I I FURR DOWN FOR DUCT RUN ® 'SIM.I I I I I I 4'-1" I I I ' If I I a--� b - --- L_1 I n °°, k RADON -- -- WrREDUCTION SYSTEM- co ( I I 0 �� ID 6x6 :< u- Z Entry I:)j a c Z - - moo : - —U $ i �N m m -1 �I O.-I 1 p NN to nI ell •�N, I — i 1 -r F1 l2'-8%" j 3'-01/2" 1'-0I `4" { i I D7 _ -, I 1 I - 8-0 7-0 SO D ell- • ' ' Porch � � '-` ® I ( 1 ( i--� I n .„ II-l�) l—) I Q m� / `-'L ® �J AT FLOOR ABOVE STEPS 0 UP 83/2" 83/2" ee 1.-4" -4♦/i 8.-0" \\11-7"i 6'-1" 1'-0" 12'-4" i i i 20'-5" 12/56 UNIT E6 SIM. ill AIII %V NIP r N 4x12 HDR ()F- U B4 � OU O Z N 0 M ® I 1 1Y,"x14" RIM Z 11 4x10 ONT. HDR CO UBx 0. ii _J._.s.l_U- - _� -u-�1�I 1"x14" RIM I I I PER TRUSS MFR11 1 k II 0 20" PRE-FAB TRUSSES CO19.2" O.C. I UBS% , I 6 IS9.2 TYP. DSC5 I I Q AT BLDG. DRAG TRUSS PER 12/S9.2 STEP r III 2x6 AT - k—III. • It1III t 1 16" O.C. di L I_ ILII o -NI 1NI II 10 1�a x14`LVL I- 59.2 STAIR FRMG. �(2) 2X10 1[ lix1- I2x6 LEDGER, LEDGER fall (3)2x6 FB TYP. U.N.O. U -- LANDINGrb\ / r`Q I� 1� 1 \ / i• O \--- =t Fes --111 r - SAIR RAISED FRAC.. I 1'-' I i II PLATE % / \\ I-- I tl I -'::•: ::r :: ---I 6-....-7 -=J_ o LANDING/POWDER x 012 ;;;•••••:•::i::.:I , I i � 11 ABV. MIDDLE F.F. c j" • "'`""'•a • 1 EXTENT OF ' RAISED FLOOR •:••••••••••••••••, 1 1 GT V RAISED FLR. (DOT FILL) Vii:•::::.:.:'':.:.:>;,;:„., I SEE BELOW �::::•:::i•:�i.•::}.•• _€„,• I(-2-) IGT ABOVE / 2•22 '% I . 59.3 -.... : : ./ I j-6x6 6X6 %AM: -T- 1 1M,' (2) 2x8 HDR I W 2x10 (2) 2x8 HDR 7 LEDGER S9.3 UB2 13/56 UNIT E6 I I I L__ (2)2x10 FB 1 S9.3 1 :::.I I S9.0 :r� j OVER-FRAMING PLAN TO MATCH HT. OF RAISED FLR. 7 -RAISED FLOOR AT +1444" UPPER FLOOR WALLS 2x10 16"� O.C. TYP. E: • S9.3 2x6 LEDGER PER DETAIL XX/XX 114.75" STEP 8 I S9.2 I I UNIT E-6(D) RAISED UPPER FLOOR FRAMING PLAN 1/4"=1'-0" POWDER ROOM AND STAIR LANDING 14/56 UNIT E6 20 POST ABOVE S9.0 •" POST ABOVE 4x4 P.T. POST W/ z ACE4 CAP, TYP. I PT 6x12 H)R__.00 o DOUBLE MB6 d 1Ys"x9Y2" "m B NDL=D STUDS OSB RIM ——— A OVE x8 LEDGER 1h" OSB RIM I- 6_ _11 -_ J--y ---Li- L_ 2X TRUSSES Ni '6x8 H GTr AT 24" O.C. , I MB5(NOT LSED) I 1Y4" LVL BLOCKING GT I I , TYP. AT EXTERIOR lk ABOVE ~ 1--I I WALLS ,_ -' r:I . GT ABOVE SIM. 1)b"x9Y" it GLS'B " m o F-' , isBRI.. co. 3o MB7 0b 3�,? o b I 6 TYP LOW ROOF ABOVE lI �BL 3 r� S9.0 1 OIST 0° I 0 AT BLDG. rn1 I qv STEP 1Ys"x9Y2" OSB FB I I ' -1L)-1L) , I� ' -�� 1 GT ABOVE 12 f H2.5 TO SEAM I S9.0 1 i CON f._5ex1x11;'g"_VERSA-LAM_ HDR �O LEDGER ri 6x6 1P�j j,VL BLOCKING M B4, -/ 3 T GT ABOVE-/ I 15 - 1%"c9Y2" LVL =B S9.3 _ LANDING F.F. AT +7'-0" 1\ /1 I DOUBLE ABOVE LOWER F.F. I \1-I STAR 6r L)"x9Y2" 2x6 AT 16" O.C. I /X\ I FRMG. OSB RIM ii i� 1Y4"(9LVL =B LEDGER r - \ / \ / STAIR FRVIING \' A / BUNDLED / K4B.(NOT USED) I STUDS ABV. / \ 9Y2' BCI 5000-1.7 BLOCKING // \\ TYP. BE(WEEN JOITS AT I / \ GARAGE-TO-UNITIWAL. / 6x6 CON)�5 "x117e�' RSA-LALHDR IQQ cc ; NSW 'j MBI; RAISED FLOOR oo I � i-I 1 49 I 1 m .. m m m r- 1 0 0 o ' Ies=I I SIM GT ABOVE �-� $ (, I 1Ye"x9Y2" Ir 4x: -DRR II 1 "-9Y" OSB RIM I OSB RIM Al -BLMIN STUD 9Y2" BCI 5000-1.7 FOR HEADER ABOVE BLOCKING TYP. AT EXTERIOR WALLS 15/56 UNIT E6 (2)2x10 FB TOP ® +10'-1y4" Ik P f -ft..� UNDER (2) 2X10 EDGE OF TJI f n PONY WALL SUBFLOOR TO RAISED BENEATH 14.75' FRAMING PLAN I I �_ - C - TOP OF JSTS J @ +10'-1„i" 2'10 MIDOLE FLOOR WALLS _ri ® 1E" DC I 114. - ILTEP 3 PLATE +8'-1" i-- J I S9.3 IlL 2x10 LEDGER HOEDOWN STRAP NM I TOP (4 +10'-1Y4" FROM ABOVE®� I H I 12 PLATE +8'-1" S9.3 16/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6.39PM r '1,44'.64,6,> e1 �B111'1 t.� � � � ;� ��i, �� 1�h1ERfA-fl13276V 1.Et�6 ' ...::.._.. b . _. ./d;11.-i," ,..; 1 g RGALZ 1 ;'983-20*Bueol.S.1 :831,Ve 6_13:8:31 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Waco Beam Design UB1 Typical Header Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x6,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.750 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=8.330 ft Design Summary .�,,,• , �� Max fb/Fb Ratio = 0.635. 1 tb:Actual: 700.00 psi at 1.750 ft in Span#1 Fb:Allowable: 1,102.10 psi • • Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 3.045 ft in Span#1 Fv:Allowable: 150.00 psi 3.508 2-26 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.033 in Downward Total 0.049 in Left Support 0.47 0.54 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.47 0.54 0.36 Live Load Defl Ratio 1290 >360 Total Defl Ratio 852 >180 Wood Beam DB51g . UB2 Header at Cantilever ,,' TATATA, ';a'''-': Calculations per2005NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary D(o6 oS050joo {03so60�t.(0 b Max fb/Fb Ratio = 0.347; 1 lb:Actual: 352.07 psi at 3.250 ft in Span#1 Fb:Allowable: 1,013.55 psi Load Comb: +D+L+H al 11.0 Max fv/FvRatio= 0.179: 1 A A fv:Actual: 26.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 6.50 It,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) II- Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.064 in Left Support 0.21 0.26 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.26 0.16 Live Load Defl Ratio 1840>360 Total Defl Ratio 1220 >180 Wood Bert Design UB3 Header at Living q 44 ., 22 r Calculations per 2005)0S,IBC 16,CSC 2007,ASCE 7.05 BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.750 ft Design Summary =6 Max fb/Fb Ratio = 0.082. 1 � � lb:Actual: 95.90 psi at 1.500 ft in Span#1 Fb:Allowable: 1,169.51 psi Load Comb: +D+0.750L+0.750S+H iIII ill Max fv/FvRatio= 0.070: 1 A A fv:Actual: 11.99 psi at 2.230 ft in Span#1 Fv:Allowable: 172.50 psi 3.0 R,4,10 Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.003 in Left Support 0.22 0.24 0.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.24 0.18 Live Load Defl Ratio 21152 >360 Total Defl Ratio 13898 >180 17/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:39PM ai - o • Lic.#: KW-06002997 Licensee:c.t.engineering Wood.Beam Design UB4 Deck Beam , 1 latiams pi 2005 8,lac 20016,C "toot A� 45 ,�. ,. '' Caku _Nl3 C BC BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=4.0 ft Design Summary Max fb/Fb Ratio = 0.934. 1 D 0.0720 S 0.10 lb:Actual: 786.29 psi at 7.500 ft in Span#1 Fb:Allowable: 841.45 psi Load Comb: +D+S+H • • Max fv/FvRatio= 0.313: 1 A A fv:Actual: 43.25 psi at 0.000 ft in Span#1 15.0 ft, 4x12 Fv:Allowable: 138.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.212 in Downward Total 0.365 in Left Support 0.54 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.54 0.75 Live Load Defl Ratio 848 >360 Total Defl Ratio 493 >180 Wood Beam Design UB5 Beam at stairs a` Calculationsper,2005*DS,to 2006,CBC 2007,ASCE 7-05': BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Design Summary D 0.09750 l 0.260 IIIIMMIIMIENNIC Max fb/Fb Ratio = 0.165. 1 lb:Actual: 153.55 psi at 1.750 ft in Span#1 Fb:Allowable: 931.44 psi Load Comb: +D+L+H 4111 • Max fv/FvRatio= 0.126: 1 A A fv:Actual: 18.94 psi at 2.730 ft in Span#1 Fv:Allowable: 150.00 psi 3.so it,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.17 0.46 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.17 0.46 Live Load Defl Ratio 12241 >360 Total Defl Ratio 8902 >180 WoodBeam Design UB6 Header at stairs Calculations-per 2005 NOS,lB 2006;CBC 2007,ASCE 1-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr!! 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.50 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.199. 1 ...J_: lb:Actual: 202.13 psi at 1.500 ft in Span*1 Fb:Allowable: 1,017.19 psi Load Comb: +D+L+H ID ID Max fv/FvRatio= 0.163: 1 A A fv:Actual: 24.42 psi at 2.400 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 ft,2-2n& Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.20 0.39 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.39 0.08 Live Load Defl Ratio 7849 >360 Total Defl Ratio 5486>180 18/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Punted 19 DEC 2013 6:40PM E: �#le-:t .1t 76Y-LEC6 11 0. > r .. w lin....,:. . i.,�'.. ';-,31\;;I:.. .. -.- .ENERC 1NNt .t 2013 B* &6J :iii fi-13.8 1 Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams Wo Beam Design : MB1 Interior Header k CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:40PM �E@8 .. ... .. a 1t res p x �•.•i P ..2 .4�', f _. .., -.�..- __F ___,.R. .. _' z ...:< ..0 ...._ Lic.#: KW-06002997 Licensee:c.t.engineering Woo. m Desigmii DesignMB4 Flush Beam at Garage ,�( cuIat ons per 20054,1 ..(BC tteB Ob7,4SCe T-O5 BEAM Size: 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.0 ft Point: D=0.530, L=1.40 k @ 1.330 ft Design Summary Max fb/Fb Ratio = 0.605; 1 D 0.150 L 040 fb:Actual: 1,733.60 psi at 7.440 ft in Span#1 Fb:Allowable: 2,866.74 psi Load Comb: +D+L+H Max fv/FvRatio= 0.455: 1 A A fv:Actual: 132.02 psi at 0.000 ft in Span#1 15.50 ft, 5.25x11.875 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.389 in Downward Total 0.536 in Left Support 1.65 4.38 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.21 3.22 Live Load Defl Ratio 477>360 Total Defl Ratio 347 >180 WO C4 Design MB5 Gara a Door Header .. , ,. Catculatiarans per 2005 NOS',IBC! rota 2007,ASCE 7r-05r BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pr!! 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.250 ft Point: D=0.220, L=0.240, S=0.180 k @ 1.0 ft Point: D=0.660, L=0.720, S=0.540 k @ 4.0 ft Point: D=0.440, L=0.480, S=0.360 k @ 10.50 ft Design Summary =,a . Max fb/Fb Ratio = 0.708. 1 D(0.1238)L(0.330) fb:Actual: 2,006.31 psi at 4.025 ft in Span#1 ff Fb:Allowable: 2,834.87 psi Load Comb: +D+L+H Max fv/FvRatio= 0.513: 1 A fv:Actual: 148.83 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi 10.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) o1 r S w E H Downward L+Lr+S 0.240 in Downward Total 0.343 in Left Support 1.26 2.40 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.36 2.51 0.58 Live Load Defl Ratio 525 >360 Total Defl Ratio 367 >180 VNotid Beam Design m MB6 Deck Floor Bea „ .• �• Caicuans p2005 NDi2006,CBC 2007,ASGE:7-05 BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-PrIl 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = 0.990. 1 D 0.06750 L 0.180 fb:Actual: 689.04 psi at 7.500 ft in Span#1 1 Fb:Allowable: 695.89 psi Load Comb: +D+L+H • ..,e. �_ .. • A A Max fv/FvRatio= 0.283: 1 15.0 ft, 6x12 fv:Actual: 38.45 psi at 0.000 ft in Span#1 Fv:Allowable: 136.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.227 in Downward Total 0.313 in Left Support 0.51 1.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 1.35 Live Load Defl Ratio 791 >360 Total Defl Ratio 575 >180 20/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:40PM .rte., > '- '�a� .,g, - n ,s' e3 2 R € 1 ":1, ® i tlitip� r x.. u. , . 1%.;1- _ . .a.; -a''''''49153470iii':':' i3.... ; Lic.#:KW-06002997 Licensee:c.t.engineering Wocid Beam Cesign 4 MB7 Double Joist at perpendicular joists r CatctU`Uations a 2005 NDS,IBC•2006,DBC"2007,ASC0-05 BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=-0.0150, L=-0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.213; 1 DIS3i91$38. Pole) lb:Actual: 201.88 psi at 6.250 ft in Span#1 Fb:Allowable: 946.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.064: 1 A A fv:Actual: 10.96 psi at 11.750 ft in Span#1 12.50 ft, 2-2x10 Fv:Allowable: 170.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L �r S w E L Downward L+Lr+S 0.000 in Downward Total 0.000 in Left Support -0.06 -0.17 Upward L+Lr+S -0.058 in Upward Total -0.079 in Right Support -0.06 -0.17 Live Load Defl Ratio 2606 >360 Total Defl Ratio 1895 >180 Wood m Desigiii? MB8 Beam at Entry(A)only ... '-' '• ,.:. n. .... ,-, Caicuiatto nis per 200$NDS,IBC 2006,x0C 2001'9.11SCE 1-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary D(0.'7 0 0.20 Max fb/Fb Ratio = 0.389. 1 ft):Actual: 406.66 psi at 2.500 ft in Span#1 Fb:Allowable: 1,044.86 psi Load Comb: +D+L+H 0 0 Max fv/FvRatio= 0.220: 1 A A fv:Actual: 37.34 psi at 4.400 ft in Span#1 Fv:Allowable: 170.00 psi 5.011,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w EH Downward L+Lr+S 0.023 in Downward Total 0.033 in Left Support 0.21 0.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.21 0.50 Live Load Deli Ratio 2628>360 Total Defl Ratio 1844 >180 'Wood 1:), ..i n MB9 Beam at Entry(D)onl *- :-,-;:t,--,,,-14101 `.. � ,. .�,r , . r:��ca titattti4s'>na 20051 'i BG 200 ' 0 7 AS E$5r'. BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PM2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.010 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary .r,34 E1,1721 DO..7 0 0.20 Max fb/Fb Ratio = 0.413. 1 �- ib:Actual: 1,511.55 psi at 1.018 ft in Span#1 Fb:Allowable: 3,663.90 psi Load Comb: +D+W+H Max fv/FvRatio= 0.603: 1 A A fv:Actual: 298.89 psi at 0.000 ft in Span#1 Fv:Allowable: 496.00 psi 6.50 ft, 3.5x9.5 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.021 in Downward Total 0.120 in Left Support 0.28 0.65 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.65 1.17 1.19 Live Load Defl Ratio 3743 >360 Total Dell Ratio 650 >180 21/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT E6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:40PM Muw .pip SImpte Beam - = i . rtc Zai > s i Lic.#: KW-06002997Licensee:c.t.engineering Woo Beal Design MB10 Header at BR3(D) Only I * � 1:4% Caicuteit per 2005 ilDS0 t 2006,CBC '1.ASCE 7-05 BEAM Size: 3.125x9,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.020 k/ft,Trib=4.0 ft Unit Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Point: W=7.582, E=7.732 k @ 1.0 ft Design Summary VC•en. Max fb/Fb Ratio = 0.521• 1 _� tu.;.,*320 tb:Actual: 1,977.56 psi at 1.018 ft in Span#1 . .i__ _ Fb:Allowable: 3,795.92 psi Load Comb: +D+W+H Max fv/FvRatio= 0.870: 1 A A fv:Actual: 368.97 psi at 0.000 ft in Span#1 Fv:Allowable: 424.00 psi 6.50 ft, 3.125x9 Load Comb: +D+W+H Max Deflections Max Reactions (k) D L Lr a W E H Downward L+Lr+S 0.038 in Downward Total 0.164 in Left Support 0.65 1.04 6.42 6.54 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.65 1.04 1.17 1.19 Live Load Defl Ratio 2062 >360 Total Defl Ratio 477 >180 22/56 $$�uuckerson St. CT ENGINEERING � �'l ` oz I N C. Seattle,WA .0 f l 4.d.i aS/LKi4e 98109 Protect: Date: (206)285-4512 FAX: Client: Page Number: (206)285-0618 6,AlMeelt ewte, AlsirMA/16 kil s o/y+ z) C go t 2 S0Sp) d- ¢' (tot 24-050)÷ z s>L r C.0 tkkOf- • • 23/56 Structural Engineers UNIT E6 2010 OSSC SEISMIC OVERVIEW SHEET TITLE: 2010 OSSC SEISMIC OVERVIEW CT PROJECT#: 10096 River Terrace, Unit E6(A) Step# 2010 OSSC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.972 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.423 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.13 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.59 Figure 1613.3.3(2) Table 11.4-2 Skis=Fa*Ss SMs= 1.10 EQ 16-37 EQ 11.4-1 SMI=Fv*Si SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sas= 0.72 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.445 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 Typical 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 Page 1 24/56 UNIT E6 2010 OSSC EQUIV.LAT.FORCE SHEET TITLE: 2010 OSSC EQUIV.LAT.FORCE CT PROJECT#: 10096 River Terrace,Unit E6(A) Sps= 0.72 h„ = 25.92(ft) Sp,= 0.45 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) T�= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*TJ/(T2*(R/IE)) (for T> 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CXX = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wX *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 25.92 25.92 693 0.030 20.79 538.8 0.49 2.43 2.43 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.34 1.67 4.10 2nd(main) 8.92 8.92 8.92 693 0.030 20.79 185.4 0.17 0.84 4.93 1st(base) 8.92 0.00 SUM= 62.4 1094.9 1.00 4.93 E=V= 6.91 E/1.4= 4.93 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w, E w, Fp,= EF; *wp, 0.4*SDS*IE*W, 0.2*SDs*IE*wP LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Max.FPX FPX Min. Roof 2.43 2.43 20.8 20.8 2.99 2.43 5.99 2.99 3rd(uppr) 1.67 4.10 20.8 41.6 2.99 2.05 5.99 2.99 2nd(main) 0.84 4.93 20.8 62.4 2.99 1.64 5.99 2.99 1st(base) Page 2 25/56 UNIT E6 ASCE 7-05 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE 7-06 CT PROJECT#: 10096 River Terrace,Unit E6(A) N-S E-W F-B SS 2009 IBC ASCE 7-06 Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Ht.= 34.96 32.96 ft. -- - Building Wdth= 19.0 40.0 ft. Basic Wind Speed 3 sec,oust= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B lw= 1.0 1.0 Ref.ASCE 6.5.5 Section 6.5.5 Table 1-12 Roof Type= Gable Gable PB3OA= 16.1 16.1 psf Figure 6-2 Ps3oB= 11.0 11.0 psf Figure 6-2 Ps3oc= 12.9 12.9 psf Figure 6-2 Ps300= 8.9 8.9 psf Figure 6-2 A= 1.00 1.00 Figure 6-2 Kit= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.61 (Exposed to wind load on front,back and one side-apply max of leeward or windward forces) A*Kzt•Iw'windward/lee : 1.00 0.61 Ps=N*Kzt-I*pas= (Eq.6-1) psA= 16.10 9.82 psf (Eq.6-1) Pse = 11.00 6.71 psf (Eq.6-1) Psc = 12.90 7.87 psf (Eq.6-1) Ps o= 8.90 6.43 psf (Eq.6-1) Ps A end c average= 14.5 8.8 psf Pse end D average= 10.0 6.1 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2'2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AS Ac AD AA AB Ac Ac wind wind VNND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 3.8 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 2.1 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 2.2 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 As= 626.2 AF= 1318 6.3 8.0 V(n-s). 8.32 V(e-w)= 9.93 kips kips kips kips Page 3 26/56 UNIT E6 ASCE 7-05 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE 7-05 CT PROJECT#: 10096 River Terrace,Unit E6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 4.04 4.04 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 2.87 6.92 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 3.02 9.93 1st(base) 8.92 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 8.32 V(S-S)= 9.93 kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08333 17.8333 17.8333 3.38 3.38 3.38 4.04 4.04 4.04 3rd(uppr) 8.91667 8.91667 8.91667 2.41 2.41 5.79 2.87 2.87 6.92 2nd(main) 8.91667 0 0 2.53 2.53 8.32 3.02 3.02 9.93 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 9.93 kips kips Part 1 Base Shear Wind(F-B) Wind(S-S) Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 _ 27/56 UNIT E6 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 10096 River Terrace,Unit E6(A) SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.= 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w alowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allower R>2 not allower 28/56 UNIT E6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.43 kips Design Wind F-B V i= 3.38 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.43 kips Sum Wind F-B V i= 3.38 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wnd Max. Grid ID T.A. Lwall LDL off. C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U:um OTM Roan Un.i Usum U.,,m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A,3a 139.6 6.8 6.8 1.00 0.10 0.68 0.00 0.49 0.00 1.00 1.00 72 P6TN P6TN 101 3.91 2.05 0.31 0.31 5.45 1.52 0.65 0.65 0.65 A A.3b 206.9 10.0 10.0 1.00 0.10 1.01 0.00 0.72 0.00 1.00 1.00 72 P6TN P6TN 101 5.80 4.50 0.14 0.14 8.07 3.33 0.51 0.51 0.51 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.3a 97.35 7.8 7.8 1.00 0.15 0.47 0.00 0.34 0.00 1.00 1.00 44 PSTN P6TN 61 2.73 4.05 -0.19 -0.19 3.80 3.00 0.11 0.11 0.11 C C,3b 102.6 8,2 0.0 1.00 0.00 0.50 0.00 0.36 0.00 1.00 1.00 44 P6TN P6TN 61 2.88 0.00 0.38 0.38 4.00 0.00 0.53 0.53 0.53 C C.3c 146.6 11.7 11.7 1.00 0.00 0.71 0.00 0.51 0.00 1.00 1.00 44 P6TN P6TN 61 4.11 0.00 0.37 0.37 5.72 0.00 0.52 0.52 0.52 693 44.3 44.3=L eff. 3.38 0.00 2.43 0.00 EV,„„a 3.38 EVEQ 2.43 Notes: • denotes a wall under a discontinuity • denotes a wall with force transfer "" denotes a TJSB 29/56 UNIT E6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.67 kips Design Wind F-B V I= 2.41 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.10 kips Sum Wind F-B V I= 5.79 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Grid ID T.A. Lwall LDL e,,, C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM U„et U,,,„, OTM ROTM Unet U.o„, U.om HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 0 6.8 6.8 1.00 0.10 0.00 0.68 0.00 0.49 1.00 1.00 72 P6TN P6TN 101 4.40 2.05 0.39 0.69 6.13 1.52 0.76 1.40 1.40 A A.2b 0 10.0 10.0 1.00 0.10 0.00 1.01 0.00 0.72 1.00 1.00 72 P6TN P6TN 101 6.52 4.50 0.22 0.36 9.08 3.33 0.62 1.12 1.12 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 346.5 6.0 6.0 1.00 0.00 1.21 0.00 0.84 0.00 1.00 1.00 139 P6TN P6 201 7.52 0.00 1.41 1.41 10.85 0.00 2.03 2.03 2.03 B B.2b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.2a 92.53 9.0 9.0 1.00 0.15 0.32 0.47 0.22 0.34 1.00 1.00 63 P6TN P6TN 89 5.08 5.47 -0.05 -0.23 7.17 4.05 0.37 0.49 0.49 C C.2b 115.7 11.3 11.3 1.00 0.15 0.40 0.50 0.28 0.36 1.00 1.00 57 P6TN P6TN 80 5.75 8.54 -0.26 0.12 8.13 6.33 0.17 0.70 0.70 C C.2c 138 13.4 13.4 1.00 0.15 0.48 0.71 0.33 0.51 1.00 1.00 63 P6TN P6TN 89 7.62 12.15 -0.36 0.02 10.75 9.00 0.14 0.66 0.66 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `_' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 692.7 56.4 56.4 =Leff. 2.41 3.38 1.67 2.43 1.00 E V,w„d 5.79 E VEO 4.10 Notes: denotes a wall under a discontinuity "" denotes a wall with force transfer "' denotes a TJSB 30/56 UNIT E6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.84 kips Design Wind F-B V I= 2.53 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.93 kips Sum Wind F-B V I= 8.32 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Grid ID T.A. Lwall LQL.e. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Un., Ueum OTM ROTM U,.c U.,,,, U.,,,„ HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A Ala 0 6.8 6.8 1.00 0.15 0.00 0.41 0.00 0.30 1.00 1.00 44 P6TN P6TN 61 2.67 3.08 -0.07 0.63 3.72 2.28 0.24 1.64 1.64 A A.1 b 0 20.8 20.8 1.00 0.15 0.00 1.28 0.00 0.92 1.00 1.00 44 P6TN P6TN 61 8.25 29.30 -1.04 -0.69 11.49 21.70 -0.51 0.62 0.62 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 144.4 5.0 5.0 1.00 0.00 0.53 0.50 0.17 0.35 1.00 1.00 104 P6TN P6 206 4.70 0.00 1.08 2.50 9.26 0.00 2.14 4.17 4.17 B B.1 b 202.1 7.0 7.0 1.00 0.00 0.74 0.70 0.24 0.49 1.00 1.00 104 P6TN P6 206 6.58 0.00 1.04 1.04 12.96 0.00 2.05 2.05 2.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C C.ta 109.8 11.3 11.3 1.00 0.15 0.40 0.92 0.13 0.56 1.00 1.00 62 P6TN P6TN 117 6.27 8.54 -0.21 -0.45 11.86 6.33 0.52 1.01 1.01 C C.1b 48.8 5.0 5.0 1.00 '0.18 0.18 0.41 0.06 0.64 1.00 1.00 139 P6TN P6TN 117 6.28 1.80 1.03 1.03 5.27 1.33 0.91 0.91 1.03 C C.1c 187.9 19.3 19.3 1.00 0.15 0.69 1.57 0.23 0.85 1.00 1.00 56 P6TN P6TN 117 9.66 25.01 -0.83 -0.81 20.29 18.53 0.10 0.75 0.75 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 75.1 75.1 =L eff. EV„2.53„d 6.325.79 EVEQ0.84 4.934.10 Notes: * denotes a wall under a discontinuity ** denotes a wall with force transfer *** denotes a TJSB 31/56 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.43 kips Design Wind F-B V i= 2.42 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 2.43 kips Sum Wind F-B V I= 2.42 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lam. Ca w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U,, U,m OTM ROTM U. U, U.,,, HD (s(*) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) 1 1.3a 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40) yP'I, 610 1 1.3b 173.3 3.0 3.0 1.00 0.20 0.61 0.00 0.61 0.00 1.00 0.75 351 P4 P6 202 6.31 0.72 2.40 2.40 4.85 0.54 1.85 1.85 2.40 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00y _n set, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �(7J 4 4.3a 346.5 7.0 10.0 1.00 0.15 1.21 0.00 1.21 0.00 1.30 1.00 225 P6 P6 173 12.63 4.20 1.33 1.33 9.70 3.15 1.03 1.03 1.33 4 4.3b 5E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00 ff# 1*N.G. P6 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 13.0 13.0=Leff. 2.42 0.00 2.43 0.00 EVwind 2.42 �VEp 2.43 Notes: denotes a wall under a discontinuity '• denotes a wall with force transfer • "' denotes a TJSB C Z_ N � cn rn rn SHEET TITLE LATERAL S-S(side to side) CT PROJECT#: 10096 River Terrace,Unit E8(A) Dlaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V i= 1.67 kips Design Wind F-B V I= 1.72 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 4.15 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. HD Wall ID T.A. Lwall I-o�.n. Co w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROT,,, U,ei U,,,,,, OTM ROTA, U�, Us= Us,r„ (soft) (ft) (ft) (klf) (kip) (kip) (kilo) (kip) P (Pif) (Pif) (klP-ft)(kip-ft) (kip) (kip) (kilo-ft)(klP-ft) (kip) (kip) (kip) 1 1.2a 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82o,r169 1 1.2b 56.83 3.0 3.0 1.00 0.20 0.14 0.61 0.14 0.61 1.00 0.67 484 P2 P6 249 8.71 0.72 3.42 5.82 6.73 0.54 2.65 4.50 5.82 04,1.4.,r4,4„.4.4 3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 8.0 1.00 0.20 0.86 0.00 0.84 0.00 1.00 0.78 399 P3 P6 246 9.78 2.24 2.66 2.66 7.76 1.68 2.15 2.15 266 4j t-,T-4>2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 232.8 7.0 10.0 1.00 0.15 0.58 1.21 0.56 1.21 1.30 1.00 330 P4 P6 256 20.77 4.20 2.62 3.95 16.13 3.15 2.05 3.08 3.95 RINA 5! )t4 yrt,fi g 3 4 4.2b 3E-04 0.0 10.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.00#####N.G. P6 256 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 18.5 16.5=L eff. 1.72 2.42 1.67 2.43 EV.:nd 4.15 VEO 4.10 Notes: denotes a wall under a discontinuity " denotes a wall with force transfer "' denotes a TJSB C w Z =I v, m rn rn SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 10096 River Terrace,Unit E6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V 1= 0.84 kips Design Wind F-B V i= 1.81 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V 1= 4.93 kips Sum Wind F-B V i= 5.96 kips Min.Lwall= 2.57 ft. • (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 HD Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL Of CO w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTw, U,y, Uwm OTM Row U,. (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) (Pif) (kIP-ft) (kip-ft) (kip) (kiP) (kip-ft)(04) (kiP) (kiP) (kiP) 1 1.2a 217.8 11.5 5.8 1.00 0.20 0.49 1.50 0.23 1.49 1.00 1.00 194 P6 P6 173 20.08 5.28 1.37 7.19 17.91 3.97 1.29 5.79 7.19 (.{'ICK 1 1.2b 2E-12 0.0 3.0 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0.00 ###4# N.G. P6 173 0.00 0.00 0.00 5.82 0.00 0.00 0.00 4.50 -bs2'- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.3a 346.5 3.5 10.0 1.00 0.20 0.79 0.86 0.36 0.84 1.00 0.78 572 P2 P4 471 14.02 2.80 3.96 6.62 14.84 2.10 4.50 6.64 6.64 biolGal 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 4.2a 116.4 2.0 10.0 1.00 0.15 0.26 1.79- 0.12 1.78 ‘/1.30 0.44 2775'• 1028 22.20 1.20 15.75 19.70 18.50 0.90 13.20 18.29 4 4.2b 118.4 2.0 10.0 1.00 0.15 0.26 0.00 :0.12 0.00 1.00 0.44 178" 132 1.43 1.20 0.17 0.17 2.38 0.90 1.11 1.11•77 797.2 19.0 19.0=Leff. 1.81 4.15 0.84 4.10 `_;V„,;,a 5.96 EVA 4.93 SwSF IZ?.Ql Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB C Z r;, m rn rn ESR-2652 I Most Widely Accepted and Trusted Page 8 of 22 TABLE 3-STRONG-WALL°SB DESCRIPTION,SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS(ASD) FOR PORTAL ASSEMBLIES'••' Seismic(SDC C-E) Wind(SDC A-B) Hold-down Hold-down Nominal Drift atDrift at Model No. Width Height Allowable Anowabie Uplift at Allowable Uplift at (In) (In) Shear(lbs) Shear(In) Allowable Shear(lbs) Shear p Allowable Allowable Shear(lbs) Shear(lbs) SWSB 12x7 12 78 2730 0.29 9805 3000 0.31 10775 SWSB 18x7 18 78 5600 0.30 13495 6160 0.33 14845 SWSB 24x7 24 78 10300 0.29 20800 10400 0.30 21000 SWSB 12x7.5 12 85.5 2520 0.32 9920 • 2770 0.35 10905 t SWSB 18x7.5 18 _85.5 5380 0.34 14215. 5910 0.37 15615 aWB SS12x8 12 93.25 231 ED 0.35 9915 2540 0.39 10905 oo SWSB 18x8 18 93.25 5150 l 0.37 14840 5665 0.40 16325 SWSB 24x8 24 93.25 8870 0.37 21415 9760 0.42 23560 SWSB 12x9 12 105.25 1580 0.43 9570 1780 0.48 10780 SWSB 18x9 18 10525 3810. 0.43 13770 4180 0.51 15105 SWSB 24x9 24 105.25 7810 0.42 21280 8590 0.47 23405 SWSB 12x7 12 78 1300 0.27 9335 1430 0.33 10270 SWSB 18x7 18 78 2800 0.31 13495 3080 0.36 14845 SWSB 24x7 24 78 5150 0.29 20800 5200 0.30 21000 SWSB 12x73- 12 85.5 1200 0.31 9450 1320 0:38 10390 To SWSB 18x7.5 18 85.5 2625 0.33 : 13870 2885' 0.40 15245 m SWSB 12x8 12 93.25 1100 0.35 9445 1210 0.42 10390 or SWSB 18x8 18 93.25 2450 0.36 14120 2695 0.43 15530 cn SWSB 24x8 24 93.25 4435 0.37 21415 4880 0.42 23560 SWSB 12x9 12 105.25 790 0.43 9570 , 890 0.48 10780 SWSB 18x9 18 105.25 1905 0.43 13770 2090 0.51 - 15105 SWSB 24x9 24 105.25 3905 0.42 21280 i 4295 - 0.47 23405'. For SI:1 Inch=25.4 mm,1 lb.=4.45 N,1 p11=14.6 Wm. 'Loads shown are the maximum allowable capacity based on AC130 tests.For allowable loads with various support conditions,see Table 4. 'Hold-down uplift at allowable shear is based on a moment arm of 8.688 Inches,14.563 inches and 19.313 inches for 12-inch,18-inch and 24-Inch panels respectively,reduced by a factor of 0.8 and 0.9 for 12-Inch and 18-inch panels 93.25 inches or less in height,respectively.In-plane shear must also be considered in hold-down anchor design.Values shown in the Table are at allowable stress design level resistance.No increase for duration of load is allowed. 'Panels may be trimmed to a minimum height of 74%inches.For panels trimmed to a height less than 78 Indies,use allowable shear values shown for 78 inches height.To calculate allowable shear loads and drifts for panels trimmed to heights between those listed,Interpolate between nearest SWSB heights or use the allowable load of the taller SWSB.Determine the hold-down uplift value In accordance with Section 4.1.4 of this report. 35/56 UNIT K6 ROOF BELOW 15'-4" 1'-8" 9'-8" 101/2" 2'-5" 8}/21 4'-10" 4'-10" I o 1 -• I I -�EGRESS '- ' "• 1 6-0 4-0 SL Ark 1 II II 11 I 11 I IIBedroom 2 cn tn a II I c-i) o II a 11 II II 2"-1)/4" II I 8'-4y" r-83/4E11IIII N I V , nv 5 SH. II' . 1 ,I 2-0 1 III m(x 24"TB x 7 BOLD 1l 11 �'11 i-o Bath ' I rnN j I' j' �I oN22. 30' I II j (11\7.I ACCESS 1I 1 LviIO =tel In m .6 .: III ®II 4, s.. IWI1 _9 ' I N 0 I SHOWER ~ix LW i ozi �,11 -- A� =m I 4'--104-A3 WWI,•-4 HCW �' UMW LOW WALL I 3' 24" TB V -6 4 42" A.F.F. 11_ N SEE SHT. I II � MCO irk. •at �TP Igar I DETAILS II I1 RADON REDUCTION SYSTEM 1 8'-4." 3'-51/2 '-1 ji 11 Ii 1 II I I F II II !I Ii 06 li Master Bedroom Nil 11 RAISED CEILING = m 11 'I o QI p I1 10 11 1 I1 I�I l----71 1 -- , I 5-0 4-.6 SL 1 e EGRES I I ' 4'-11" } 4"-9" i 1 ii'-8" 9"-8" , ' 8" 1'-7" 2'-5" 4, 36/56 { 15'-4" x 1 11'-103/4" 3'-5Y4" I UNIT K6 I 20 fi —i ROOF ABOVE -06 i 11 +" 4-3" I Deck 4-3" 1' 5-3" I N C i I i FLOOR! ABOVE- i1 11-6,E5-) SH 6-0 6-10 SGD 1-6 5-0H II ..-J..—}}IIr 11 I 0 1 II Living m 47 ii i CI) I II 11 TILE HEARTH II_______. II (OPTIONAL)- . II' ,1 FACTORY-BUILT 1I Ii DIRECT VENT GAS ; ,1 FIREPLACE 1I I ,• INSULATE FLOOR OVERI I 0�I II UNHEATED SPACE II N II II 1 N 'I I 1. 11 7Y2" 3'-6" I` I11 }t III �I I DN ,= Dining [ II III LOW WALL o II 42" A.F.F._i II N wo II o ' 3-2 iII IT '1 LOW WALL) �n Ii - CONTINUE COMMON U II WALL GWB 36"ABV. " 'I THROUGH FURRING NOSING— �r�µ AIL II TYPICAL N II j 2'-8" in 1 SEE SHT. U8 FOR STAIR r x8 \ o I ` - IDETAILS RADON I I 11 MITIGATION 1 I II OPEN RAIL 0/ PONY WALL: ,1 VENT STACK TOP OF WALL +22" A.F.F. Ij i i i U 1 TOP OF RAIL +36" A.F.F. '1 1- Io m �I' I • o 'I ,� d II U�o © I) e 1I I' 9 0 0 2'-6y" 13"-1Y2" 3'-11Y2" if o 0 1 } ,I I 1 Kitchen i I' I DW I m ® 'I 0I I Q� ni. I I I : L__J r�Y. ,_ -N _ —.. © 5-0 4-j6 SL 1 _1 I V I I I 0 SIM. 11-8" 9'-8" 4.-0" 15'-4" it 37/56 rE) h 0 M K 0 Z 10'-6" 4'-11)2" 21'-6)2" I D { r r C)v, I I p w N O m oma I 0 KEN • 0 o z l = Im 1 N-----E#-- p A p n O. I- -8 OIxl N - 1-D--ii(nr D o OOf17 mZ W co a 4. DI o CM O G-)m0 -• g m m ul co I Iv 41) pi 0 c 4). I o 2-8 MTL INSUL r 3'4 " 10'-8" r--r� O 20 MIN. RATED 1 • 0 SELF-CLOSING \ • u0i o . . \ n n n 0 2-8 MTL ` `N I-0 I -! r, _L\I , , --- mem u 1 2 '�O rn 1 1 I I I I INI K m ,=ZI-� -I------ 1 1 1 1,„1 I I I c /^�` o -• z y va w�; S 3-0 MTL / � I 11'I I 11811 �j z �> o a n o I INSUL �G l/o I e I 1 I 1 01 a m cn O 1 �.) urn 1 I I I 1:%1 `� ; 2'-4" 8'-6)2" 6'-1" 11'-8)2" 0 10'-8" 4'-0., 2.-0 37'-0" • C _ c-I X rn rn UNIT K6 - --, 1 _ 4x12 HDR \ cn cr N O. 2 0 1Y4"x14".RIM I CON 4x10 HDR- - I ' B1 I4_5t_L.L__1L_711_ _1.L___w.l____I.I._i__la__,11 I GT 11 6 S9.o TYP. I I 7 AT BLDG. S9.0 STEP L I 20" PRE-IAB TRUSSES ® 19.2" 0.C. 1 I I I I --_,c2.4ill/ TYP. 6 i I I : 11 / 59.0 III I _1 I 1 / 1 / AT BLDG. 7 1 I i 1 II I ) STEP S9.0 I1 I I ` r 1 TAI 111L1 "1-' I I ' I Ff AMI►JG LLSZ_� /--4= I �y 1 I /-===� s 1 I4 �F 11 '—� � 1 1 t I /� L �J 7j / 1 / I / I Ir_ l1 1, j I (:I t i—, I I 1 1 1 ) ' I 1 / 11 1 I I a 4 i / 11 II LF______ I , Ido Li I� !I ;go II I I ' i I 1 ' �I-- ==r I I L_ J �— 3Y2"x14" GL FB 1Y4"x14" RIM 39/56 I UNIT K6 e 20 • S9.0 -- - -- -- - 4x4 P.T. POST W/ PT 4x12 HDR ACE4 POST CAP 1M:61T . • YP 4 BEARING G S9.0 STUDS ABV. I IIICI DG IR!UR Y 1. I Pi c+ a V34(\10-7:' ED) u"x92" CSB -M 0 CONT. 6 TYP. DOUBLE , I S9.0 1Y8"x9Yz, ® z I 7 AT BLDG. OSB RIM 0 i 59.0 STEP i I ET- I- „_ a I rn ' 9Yz” BCI 5000-1.7 OO �� 3Ye"x10Yz" CLB HDR I BLOCKING, TYP. GT ABOVE I- - ..--.- I• ! GT ABOVE C) NB3iifoll' .' CONT. TYP 0 I 1 , DOUBLE IRriP rk r?— 1Y"x9Yz" AT BLDG. 7 i 7 - - i OSB RIM STEP S9.0 , - —II 1\ 1 "x9;c / I VERSA-LAM/ I\\ FB 1 I 11" 1 1)i"x9Yz , 1IIOSB�2IM 1 I / I 1 I \ / I \ I I Iv , II I ©" _i__ "x10Yz" LB HDR - i I •„ I I' /STAIR\\ 1 1 i', /FRAMING\ I , 1 \I I ► i / DBL \ 1/ JOIST IU I- m i = aM:1 1 i18 n `-at-' III" I o II�•< I I� n 2 m II Io , II BJ I • BLO• INGII I , �: 1'Y" ILD �•• 2 2x6 HD: 1Ya'"x9Yz" _..,:rOSB RIM �- YE'x9Yz OS: RIM :,r 1GT AB . CONT. TO POST AT BUNDLED STUDS IADJACENT UNIT FOR HDR ABV. I — -48 HDR ► TRUSSES AT 4x4 W/ AC4 t PORCH ROOF 24" O.C. SYMMETRICAL ABOUT THIS LINE 40/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: ProUNIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:38PM • u 7,7-: ,-7-7,7,7T7. - Lic.#: KW-06002997 Licensee:c.t.engineering Description : Upper Floor Beams Woad Beam`Design-: OB-1 LR Header ;`- . ,,, - Calculations pei2005NDS,IBC 2006,CBC 2001,ASCE7-05 BEAM Size: 4x12,Sawn, Fully Unpraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pr!! 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 klft,Trib=3.0 ft Unif Load: D=0.0180, S=0.0250 kit,Trib=3.0 ft Design Summary .7,• Max fb/Fb Ratio = 0.327; 1 lb:Actual: 321.48 psi at 4.250 ft in Span#1 Fb:Allowable: 982.51 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.154: 1 A A fv:Actual: 27.66 psi at 7.565 ft in Span#1 Fv:Allowable: 180.00 psi 8.50 fl,4x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.035 in Downward Total 0.052 in Left Support 0.42 0.51 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.42 0.51 0.32 Live Load Defl Ratio 2943 >360 Total Defl Ratio 1952 >180 41/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: ProjdNIT K6 • Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:39PM i f-1.,,,,-, tm1 i Lva .... I„ ... 4ta� . _ .I:. .. :. ..__ ,-,f'e . '.�t ,. €tE ALCy �� :7� 613_, " Lic.#: KW-06002997 Licensee:c.t.engineering Description : Main Floor Beams o Beam D , MB1 Interior door headers , - -- ,. f, Calculations per 2005 NDS 9 IBC 200S,EGBC 2007ASCE/-iis BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Wood Grade: Fb-Tension 1,000.0 psi Fc-Prll 1,000.0 psi Fv 65.0 psi Ebend-xx 1,300.0 ksi Density 34.0 pcf Fb-Compr 1,000.0 psi Fc-Perp 1,000.0 psi Ft 65.0 psi Eminbend-xx 1,300.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kilt,Trib=13.0 ft Design Summary D 0.1950 L 0.520 Max fb/Fb Ratio = 0.368. 1 fb:Actual: 367.28 psi at 1.500 ft in Span#1 Fb:Allowable: 999.05 psi • • Load Comb: +D+L+H Max fv/FvRatio= 0.683: 1 A A fv:Actual: 44.38 psi at 2.400 ft in Span#1 Fv:Allowable: 65.00 psi 3.0 5,2-2x6 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.008 in Downward Total 0.011 in Left Support 0.29 0.78 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 0.78 Live Load Deft Ratio 4679 >360 Total Defl Ratio 3403 >180 WOOCIAeam Design MB2 Beam at edge of stars ;:. a C ufations per 2005BBS-IBC 2006,CBC 2007"IIAGE"?-05 BEAM Size: 1.75x9.5, x9.,TimSre , Fully Unbraced .ng Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!' 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unit Load: D=0.0150, L=0.040 kilt,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 9.a0 4 Point: D=0.120, L=0.320 k @ 4.50 ft Design Summary x. .e.r„ CA. U.�, Max fb/Fb Ratio = 0.498; 1 e 0..150 L 0.040 fb:Actual: 985.10 psi at 4.500 ft in Span#1 Fb:Allowable: 1,977.35 psi Load Comb: +D+L+H Max fv/FvRatio= 0.164: 1 A A fv:Actual: 50.69 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 10.0 ft 1.75x9.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S w E Hi Downward L+Lr+S 0.141 in Downward Total 0.194 in Left Support 0.16 0.44 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.55 Live Load Defl Ratio 851 >360 Total Defl Ratio 619 >180 • Wood Bearh'_Destig MB3 Den Headerr Y - Sacculations per2008'NDS,IBC 406,-, B 000,ASCE,?-OS BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-PrIl 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Design Summary •0.120 L 0.320 Max fb/Fb Ratio = 0.749. 1 lb:Actual: 759.67 psi at 2.750 ft in Span#1 Fb:Allowable: 1,014.63 psi • • Load Comb: +D+L+H Max fv/FvRatio= 0.438: 1 A A fv:Actual: 65.65 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.50 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2L USINE H Downward L+Lr+S 0.053 in Downward Total 0.074 in Left Support 0.33 0.88 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 0.88 Live Load Defl Ratio 1234 >360 Total Defl Ratio 897>180 42/56 i CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed:19 DEC 2013,6:39PM ]y,. �yy]� . - M11132Ibif-3 Mu tip a�1mpJer Beam '� r ;.c a ;, 8 ::s � x-�....z„�<.... _.�,. ..�...� _�,;a R:, a�x a, £htERC95$3-"�1� :�1�8:30�.P.l�.4.0-31'-'.' Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design. MB4 Beam over Garage . Caiculatioris per2005 NDS,ISO 2006,CSC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PrIl 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.965 1 D 0.180 L 0.480 lb:Actual: 2,280.10 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.559: 1 A A fv:Actual: 148.04 psi at 0.000 ft in Span#1 11.50 ft, 3.125x10.5 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S WE H Downward L+Lr+S 0.350 in Downward Total 0.481 in Left Support 1.04 2.76 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.04 2.76 Live Load Dell Ratio 394 >360 Total Deft Ratio 286 >180 Woad Beam Design MB5 Garage Door Header a , ,,v, ,, Calculations per 2005 NDS,03C2006,.CBC 2007,ASCE 7-05 BEAM Size: 3.125x10.5,GLB, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Pr!! 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0150, L=0.040 kift,Trib=8.0 ft Point: D=0.420, L=0.510, S=0.320 k @ 1.250 ft Point: D=0.420, L=0.510, S=0.320 k @ 10.250 ft Design Summary ... _ .,.0.y Max fb/Fb Ratio = 0.746. 1 D 0.120 L 0.320 fb:Actual: 1,763.00 psi at 5.750 ft in Span#1 Fb:Allowable: 2,362.27 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.533: 1 A A fv:Actual: 141.21 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi 11.50 ft, 3.125x10.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr H Downward L+Lr+S 0.287 in Downward Total 0.402 in Left Support 1.11 2.35 0.32 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 2.35 0.32 Live Load Dell Ratio 480 >360 Total Defl Ratio 343>180 Wood30ainQesigrl, MB6 Deck Beam .y IBC20 C ",:i -,t7 f*- ^! � 4 lei > "',. s:£ F �Y ,„,- i i, iYV. _ BEAM Size: 4x12,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, L=0.040 It/ft,Trib=5.0 ft Design Summary Max fb/Fb Ratio = 0.943 1 D 0.0750 L 0.20 fb:Actual: 738.92 psi at 5.750 ft in Span#1 Fb:Allowable: 783.50 psi Load Comb: +D+L+H • o Max fv/FvRatio= 0.351 : 1 A A fv:Actual: 50.60 psi at 0.000 ft in Span#1 11.50 ft, 4x12 Fv:Allowable: 144.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.119 in Downward Total 0.164 in Left Support 0.43 1.15 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.43 1.15 Live Load Defl Ratio 1158 >360 Total Defl Ratio 842 >180 43/56 CT Engineering Project Title: 180 Nickerson,Suite 302 Engineer: UNIT K6 Seattle,WA 98109 Project Descr: (206)285 4512 Fax: (206)285 0618 Printed 19 DEC 2013,6 39PMI p a 'fit, �r -- �� fir' 0 .�. ,,,,.....M-' -_ -.. rlltll pie ,, a T1s i 4 n ��'"`. Lic.#: KW-06002997 Licensee:c.t.engineering Wood Beam Design MB7 Beam at edge of stairs(D) Only , Catcu' cfi 2005 NDS,030 10".OBC 200 =ASCE 7,71) BEAM Size: 1.75x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Prll 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2 325.0psi Fc-Perp800.0psi Ft 1 7 p 0 0.0 psi Eminbend xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.0 ft Point: D=0.4740, L=1.265 k @ 10.750 ft Point: D=0.120, L=0.320 k @ 6.50 ft Design Summary Max fb/Fb Ratio = 0.623. 1 0 0.0150 L 0.04b fb:Actual: 1,165.36 psi at 6.488 ft in Span#1 �� Fb:Allowable: 1,871.43 psi - Load Comb: +D+L+H Max fv/FvRatio= 0.154: 1 A A fv:Actual: 47.74 psi at 0.000 ft in Span#1 11.250 ft, 1.75x9.5 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L. Lr S W E H Downward L+Lr+S 0.202 in Downward Total 0.278 in Left Support 0.16 0.42 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.61 1.62 Live Load Defl Ratio 667>360 Total Defl Ratio 485 >180 ood Bram eStgn . MB8 Entry Door Header D Only Catculations per 2006 MBS,IBC 2006,CBC 2007x ASCE 7-05 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pr!' 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Unif Load: D=0.0180, S=0.0250 k/ft,Trib=2.0 ft Point: D=0.160, L=0.420 k @ 0.750 ft Design Summary OM, Max fb/Fb Ratio = 0.287. 1 nEiRoVe /k1$ > fb:Actual: 292.07 psi at 1.260 ft in Span#1 Fb:Allowable: 1,016.71 psi Load Comb: +D+L+H 0 .. . 0 Max fv/FvRatio= 0.345: 1 A A fv:Actual: 51.82 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3.50 ft, 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.009 in Downward Total 0.013 in Left Support 0.29 0.61 0.09 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.20 0.37 0.09 Live Load Defl Ratio 4689 >360 Total Defl Ratio 3279 >180 Wood Bean>c Design MB9 Entry Roof Beam a E Calculations:per 2005 NOS,IBC 2006,CBC 2007 ASCE 7-05 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2009 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pr!! 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=3.0 ft Design Summary Max fb/Fb Ratio = 0.553; 1 D 0.0540 S 0.0750 lb:Actual: 695.77 psi at 5.250 ft in Span#1 a Fb:Allowable: 1,258.20 psi ,b Load Comb: +D+S+H • • Max fv/FvRatio= 0.206: 1 A A fv:Actual: 35.50 psi at 9.905 ft in Span#1 10.50 ft, 4x8 Fv:Allowable: 172.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) 2i, 14 S w E H Downward L+Lr+S 0.143 in Downward Total 0.245 in Left Support 0.28 0.39 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 0.39 Live Load Defl Ratio 882 >360 Total Dell Ratio 513 >180 44/56 NZ� Ickcrson St. CT ENGINEERING U'`Su1 e.02 I N C. d Seattle,WA /4/14131- Date: / �¢ Project: 7? .'4t� XG 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 4-1ar7irj7 ,9774Pvs Ta GH/75 c-4, "IVo k-4.../ •$ 1/i#1 TOVI S "j✓A:9 -5" tilt', 13. 0-!o, Vivi r L Z .1 ) • 0129 0-13"1"519A /6' ,4(.._ tzr/ ) 46311 67o-zrP5P)*0� /e, 7 r'frt41 $4-/ /toe, 14= ♦!ov Lg:s)z- I 4) 'tom— 3 xiDz Bled . /30'01 sov toia, , C y) z 700 "a M" -7,15)78 - Z e 90,0*te- . j t 45/56 `••ral Engineers UNIT K6 2010 OSSC SEISMIC OVERVIEW SHEET TITLE: 2010 OSSC SEISMIC OVERVIEW CT PROJECT#: 16009 River Terrace,Unit K6(A) Step# 2010 OSSC ASCE 7-05 1. OCCUPANCY CATEGORY TYPE=II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.972 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.423 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.13 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.59 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa"Ss SMs= 1.10 EQ 16-37 EQ 11.4-1 SM,= F„"Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3"SMS Sas= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3"SM1 SD,= 0.445 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor C20= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 Typical 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 46/56 UNIT K6 2010 OSSC EQUIV.LAT.FORCE SHEET TITLE: 2010 OSSC EQUIV.LAT.FORCE CT PROJECT#: 16009 River Terrace,Unit K6(A) Sos= 0.72 h„ = 25.92(ft) Spy= 0.45 x = 0.75:ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.230 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) T1= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) CE=Sos/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.298 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 25'92 25.92 693 0.025 17.325 449.0 0.45 2.08 2.08 3rd(uppr) 8.08 17.83 17.83 693 0.030 20.79 370.8 0.37 1.72 3.80 2nd(main) 8.92 8.92 8.92 693 0.030' 20.79 185.4 0.18 0.86 4.66 1st(base) 8.92 0.00 SUM= 58.9 1005.1 1.00 4.66 E=V= 6.52 E/1.4= 4.66 DIAPHRAGM FORCES PER ASCE 7-05 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F, w, E w, Fp„= EF; *wp, 0.4*Sps*IE*wp 0.2*Sos*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPx Fp, Min. Roof 2.08 2.08 17.3 17.3 2.49 2.08 4.99 2.49 3rd(uppr) 1.72 3.80 20.8 38.1 2.99 2.07 5.99 2.99 2nd(main) 0.86 4.66 20.8 58.9 2.99 1.64 5.99 2.99 1st(base) Page 2 47/56 UNIT K6 ASCE 7-05 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 1 PER ASCE 7-05 CT PROJECT#: 16009 River Terrace,Unit K6(A) NS E-W F-B SS 2009 IBC ASCE 7-05 Ridge Elevation(ft)= 44.00 40.00 ft. Roof Plate Ht.= 25.92 25.92 Roof Mean Hl.= 34.96 32.96 ft. -- Building Width= 19.0 40.0 ft. Basic Wind Speed 3 s.a B l= 95 95 mph Figure 1609 Figure 6-1 Exposure= B B Roof Type= Gable Gable pa30A= 16.1 16.1 psf Figure 6-2 Ps3o a= 11.0 11.O psf Figure 6-2 Ps3oc= 12.9 12.9 psf Figure 6-2 Pss.o= 8.9 8.9 psf Figure 6-2 A= 1.00 1.00 Figure 6-2 Kr= 1.00 1.00 Section 6.5.7 windward/lee= 1.00 0.00(Exposed to wind load on front,back) *KD Iw*windward/lee: 1.00 0.00 ps=X•Kzt'I'P.w= (Eq.6-1) PSA= 16.10 0.00 psf (Eq.6-1) Pse= 11.00 0.00 psf (Eq.6-1) Psc= 12.90 0.00 psf (Eq.6-1) ps o= 8.90 0.00 psf (Eq.6-1) Ps A.nl Cavenge= 14.5 0.Opsf Psa.ndo...no.= 10.0 0.0 psf a= 3 3 (Eq.6-1) 2a= 6 6 width-2'2a= 7 28 MAIN WIND-METHOD 1 PER ASCE 7-05 Areas(F-B) Areas(SS) (F-B) (S-S) Wind(N-S) Wind(E-W) 1.00 1.00 1.00 1.00 10 psf min. 10 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA As Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(N-S) V(N-S) Vi(E-V) V(E-VV) 44.00 11.5 0 138 0 80.5 0 138 0 322 Roof - 25.92 25.92 4.0 48.5 0 28.29 0 48.5 0 113.2 0 3.0 0.0 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 8.5 102 0 59.5 0 102 0 238 0 1.6 0.0 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 8.9 107 0 62.42 0 107 0 249.7 0 1.7 0.0 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 As= 626.2 Ar= 1318 6.3 0.0 V(na)= 8.32 V(e-w)= 0.00 kips kips klps kips Page 3 48/56 I 1 UNIT K6 ASCE 7-05 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM-METHOD 2 PER ASCE 7-05 CT PROJECT#: 16009 River Terrace,Unit K6(A) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 25.92 25.92 0.00 0.00 0.00 0.00 3.38 3.38 0.00 0.00 3rd(uppr) 8.08 17.83 17.83 0.00 0.00 0.00 0.00 2.41 5.79 0.00 0.00 2nd(main) 8.92 8.92 8.92 0.00 0.00 0.00 0.00 2.53 8.32 0.00 0.00 1st(base) 8.92 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 8.32 V(S-S)= 0.00 ) kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 8.08 17.83 17.83 3.38 3.38 3.38 0.00 0.00 0.00 3rd(uppr) 8.92 8.92 8.92 2.41 2.41 5.79 0.00 0.00 0.00 2nd(main) 8.92 0.00 0.00 2.53 2.53 8.32 0.00 0.00 0.00 1st(base) 0 0 V(F-B)= 8.32 V(S-S)= 0.00 kips kips Part 1 Base Shear Wind(F-B) Wind(S-S) Part 2 Base Shear = 0.0 #DIV/0! ratio ratio Page 4 49/56 UNIT K6 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 16009 River Terrace,Unit K6(A) SHEATHING THICKNESS tsbeatbing=7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 1 GYPSUM THICKNESS tsheatbing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"W/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allow& R>2 not allowec 50/56 UNIT K6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16009 River Terrace,Unit K6(A) Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.08 kips Design Wind F-B V 1= 2.03 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 2.08 kips Sum Wind F-B V I= 2.03 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wnd Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Grid ID T.A. Lwall LDL,,, C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Un,t U.m OTM RoTM Un„ U,um U..m HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.3a 346.5 30.0 30.0 1.00` 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 A A.3b 1E-07 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.3c 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3a 1E-07 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.3b 346.5 30.0 30.0 1,00 0.15 1.01 0.00 1.04 0.00 1.00 1.00 35 P6TN P6TN 34 8.33 53.95 -1.56 -1.56 8.11 40.50 -1.10 -1.10 -1.10 B B.3c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0=L eff. 2.03 0.00 2.08 0.00 EV d 2.03 EVEa 2.08 Notes: " denotes a wall under a discontinuity "" denotes a wall with force transfer "" denotes a TJSB 51/56 UNIT K6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16009 River Terrace,Unit K6(A) Diaph.Level: 3rd(uppr) Panel Height= 9 ft. Seismic V I= 1.72 kips Design Wind F-B V I= 1.45 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 3.80 kips Sum Wind F-B V l= 3.47 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wnd Wnd Max. Grid ID T.A. Lwall LDL art. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Ram Uro Usum OTM RoTM U„,t Us„m U.„„, HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Z A A.2a 346.5 30.0 30.0 1.00 0.15 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.90 40.50 -0.91 -0.91 -0.91 A A.2b 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.2c 1E-07 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.2b 346.5 30.0 30.0 1.00 0.15 0.72 1.01 0.86 1.04 1.00 1.00 63 P6TN P6TN 58 15.20 53.95 -1.32 -1.32 13.89 40.50 -0.91 -0.91 -0.91 B 8.2c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0=Leff. 1.45 2.03 1.72 2.08 1.00 EV„,„d 3.47 EVEQ 3.80 Notes: denotes a wall under a discontinuity denotes a wall with force transfer "' denotes a TJSB 52/56 UNIT K6 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 16009 River Terrace,Unit K6(A) Diaph.Level: 2nd(main) Panel Height= 9 ft. Seismic V I= 0.86 kips Design Wind F-B V I= 1.52 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.66 kips Sum Wind F-B V I= 4.99 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-08 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wnd Wnd Wnd Max. Grid ID T.A. Lwall Loan, C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Un.t U,um OTM ROTM Un.t U,o,n U,,,m HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) A A.la 346.5 ''30,0 30.0 1.00-`0.15 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.64 53.95 -1.20 -1.20 19.96 40.50 -0.70 -0.70 -0.70 A A.1 b 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A A.1c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 ##### N.G. P6TN 58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1 a 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 B B.1b 346,5 30.0 30.0 1.00 0.15 0.76 1.74 0.43 1.90 1.00 1.00 78 P6TN P6TN 83 18.63 53.95 -1.20 -1.20 19.95 40.50 -0.70 -0.70 -0.70 B B 1 c 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 693 60.0 60.0 =L eff. 1.52 3.47 0.86 3.80 EVwind 4.99 EVE0 4.66 Notes: denotes a wall under a discontinuity ** denotes a wall with force transfer "' denotes a TJSB 53/56