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9901-039 (SFD) Structural CalcsCR� , ­ZW% 0 Job=:No CVHC !disc _Engineer= DSW _ .Datet;. 10113198: 4 �obTdle_ CVHC Reviscn 'Checked_: DSW _„Tme 11_4T Client Name Coachella Valley Housing Coslifion L A. City Code? ?;o Enter Yes or No 'Address Typical La Quinta Homes Job Address Description Shear Vali Revision Analysis The typical 3 bedroom 3 bath home found in those La Quinta Homes which are constructed based upon the original 96041 plan by Ed. Anderholt have been revised numerous times. The first design represented the AISI approach and followed the APA recommendation for studs and sheathing. The next revision redesigned the studs and sheathing to be In compliance with the provisions of the 1997 UBC. This submittal returns to the original methodology used to comply with the original submittal. Specifications: Wood: Wood Framing per WCLB Grading Rules Number 16 Code: 1994 Uniform Building Code Steel:. Anchor Botts - A307, Threaded Rods - SAE 1018, Rebar - fs=40ksi for R3 or less, fs=60 ksi for all other. Structural Wide Flange - Fy=36ksi, Structural Tubes - Fy=46 ksi Concrete fc=2,000 psi for all slabs, continuous foundations and spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. Cl) S s.1n^1 ' Poo. C•C4125o n� Typical Group 3 Bdrm 2 Bath 96041 residence- - :0 LLL N N LLL O 5 rn 6 rn Douglas Fir Visually Graded Lumber d 9 N Q. c a• ja y u -o c 0. n Z in y ro a mL`7a gC E 2. ��' M u V o] H (� 0 a t o ° u o o g m. --^---••-------------•-------------•- 6Ci 0 — N U tL 4X or Less --- - - ------------------- -- ------- -------- -------------- •---------• ---...---.. -----•---------------------................................ Select Structural ----------------- ------------- ----- 2- and Deeper . 1450 ---- - - 'i&'66 =- ----- 95 625 1900000 ___..................................... ---------- 2” and Deeper_ _ 1000 - -•- -------- 675 95 625 1700000 __________________________ ___ 7' and Deeper --------•-------- - ------------ 95 ------- -•- 625 ----------- 1600000 Stud Grade ----------- ------------------- ----- --- -- and Deeper•...........500 --- ---------575 325 --------- -------------- 95 ------•----•95............--40 --------•-- 625 ----------- 1400000 00 6X Members ---- - -----•-----------•------- Select Structural ______________________________________ ------------------- -------•-- Posts Posts 1500 --------------------- --------- 1000 """'-"-"" 85 --------• - 625 _...._.. - -- 1600000 y1 - Posts 1200 -- 825 ------------• 85 - --- 625 -- - 1600000 -----------000 - •- -•--•---•- Posts 700 ------------------ 475 85 625 ----------- 1300000 Select Stj jr-al Select Structural _________________________________ ----- Beams 1600 -------------•---- --•• '•'_""' 950 "•'-"-"...............- E5 625 ---•------- - 1 1600000 "1___________________________________•_ ... Beams 1350 ------------------ _•---•.._ 675 ......................._25 85 625 . ------- 1600000 ______________• .__... - - Beams ----• 875. ----- X25 ----------- 85 625 1300000 Glu=Lam Beams --- ...__ --------- -•---- ------.-••0 ----------- Unbalanced d use 1 X______________________ 24F _V3 DF/DF • 2400 - •— 1100 ----- - ---- 165 ---- -- - 650 ------ -- 1800000 Balanced for cont - ----- - ---------------- ........ 24F -VB DF/DF 2400 ---------------- .....•--- 1100 ••-•-•---- - 165 ---------- 650 -------•--- 1800000 or cantilevered --------- - - --------- -- ---- ----------- Wood Framing per WCLB Grading Rules Number 16 Code: 1994 Uniform Building Code Steel:. Anchor Botts - A307, Threaded Rods - SAE 1018, Rebar - fs=40ksi for R3 or less, fs=60 ksi for all other. Structural Wide Flange - Fy=36ksi, Structural Tubes - Fy=46 ksi Concrete fc=2,000 psi for all slabs, continuous foundations and spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. Cl) S s.1n^1 ' Poo. C•C4125o n� Typical Group 3 Bdrm 2 Bath 96041 residence- Aft DESIGN LOADS ' TRUSS ROOF LOADS: ENTER NEXT DIAPH. LOAD CLAY TILE = C-0 PSF • = C.? PSF 15:_2. 0315 SHEA'H(NG = 1._ PSF ' . = C-0 PSF FLikT=D RO.'17 TRUS5ES :-D 24'_ PSF - - CCC PSF = CC' PSF - C.D PSF INSULATION _ 1.C; PSF = C.'? PSF M1ECH, ELE•: = 10 PSF = CC- PSF . SUB -TOTAL 15.4 PSF SUB -TOTAL 0.0 PSF SLOPE CORRECTION 113 1.05 PSF SLOPE CORRECTION a . 1.00 PSF S115CELE.41t=0U = 3o PSF M. SC S = C.Q PSF ROOF DEAD LOAD: = 20.0 PSF ROOF DEAD LOAD: = 1.0 • PSF ROOF SNOW LOAD :. 0.0 PSF ROOF SNOW LOAD: = 0.0 PSF ROOF LIVE LOAD: 16.0 PSF ROOF LIVE LOAD: = 20.0 PSF EXTERIOR WALL LOADS: INTERIOR WALL LOADS: '': : -UC _ = c..• PSF _ 3YFC Lt1.:: PSF 1.':.. 5-E:'_;i.l,:� = 1.4 PSF '' _ t5 - ..:,� O - _ _ -. P;F METAL STU`-' W:AL`- = 1.: PSF r1'- =`L -.:E3-_ _ ` PSf PIS INSU'-A-101= L ° PSF _ C _ PSF 2.2 PSF TOTAL INTERIOR WALL: 10.0 R3F b:IS:ELL4McOUS = .r PSF TOTAL EXTERIOR WALL: _ 15.0 PSF SOILS DATA: SOILS REPORT BY: NOT APPLICABLE REPORT DATE: BASIC BEARING PRESSURE PADS & CONT. FNDT. = Oa = : PSF ALLOWABLE PRESSURE INCREASE FOR WIDTH - 20.0 % PER FT. GREATER THAN 1'-0 INCREASE FOR DEPTH r 20.0 % PER FT. GREATER THAN 1'-0' _ MAX. SOIL PRESSURE - Oa = 4,500.0 PSF 4 ALLOW PASSIVE PRESSURE = C,-'- PCF " ALLOW SOIL FRICTION WIND LOADS: DESIGN WIND VELOCITY ?C MPH 9. a 12.6 PSF EXPOSURE D C 3 ' C - h<15 Ft = 1.06 C - h<15 Ft 1.4 1.06 052 ' _Cs -15 Ft< h< 20 Ft 1.13 Cs -15 Ft< h< 20 Ft 1.5 1.13 057 ' Cs -20 FL< h< 25 FL = 1.19 . Cs -20 FL< h< 25 Ft 1.5 1.19 072 Cs -25 FL< h< 30 Ft = 1.23 Cs -25 Ft< h< 30 Ft 1.5 1.23 076 IMPORTANCE FACTOR 1 -'SEISMIC LOADS:_ ZONE Z ZONE CA 1 0 IMPORTANCE FACTOR o 1.Q. 2A 0.2 Rw a r--: 2B 0.2 ZIC/Rw = 0.32.75'URw 0.183 Wd 3 '0.3 4 0.4 ;>?j,, ' Table C23 _ Materinl'Thirknocc Designation (mils) Minimum Delivered Thickness inches .Design: Thickness (inches) Reference Gauge (Number) 18 0.018 0.019 25 27 -0.027 0.028 22 33 0.033 0.035 20 43 0.043 0.045 18 54 0.054 0.057 16 68 0.068 0.071 14 '97 0.097 0.102 12 Tahle C? d _ MaYimsim Rnnri P-MfClfG- .Designation (mils) Minimum Delivered Thickness (t) inches Maximum Bend^ Radius Maximum Bend Radius inches 18 0.018 3/32 in. 0.0937 27 0.027 3/32 in. 0.0937 33 0.033 3/32 in. 0.0937, 43 0.043 3/32 in. 0.0937 54 0.054 2 x thickness 0.108 68 0.068 2 x thickness 0.136 97 0.097 2 x thickness 0.194 , Gauge to Mils Conversion 12 97 14 68 16 54 18. 43 20 33 22 .27 25 18 - 7v PE - _'_ v•-_ - Job No' CVHC Misc Engineer DSW Date 10!13/98 '.'._rT. r:•I:�. •>. ......:..._.�.,.:�..�:,.,,..�•�:�.':�.., _....;;,,.� :.Job.T'Me.._.:.CVHCRevlson.-.:.Checked.�OSW` .. .. Longitudinal t Longitudinal Residence between 184- - - -2 2.5 _AND_': .::AND:.:.. r...:AND_.. _ :..: AND :. Shearwall Spacing (ft I1 ° 7 25 i -- - - -- - - Building (eomet :::-: _ -: :': Plate to Plate Height (ft) = cA 6.8 40.3 1.5 1.5 15 20 6.0 •6.8 2 5. 0 15 20 -._..._......._...__.._.... E.G 6.8 ' 25.0 15 20 6.0 S.S 52.00 1.5 15 2C 20 20 __.. __ _. .._.._....-......_ 20• 20 ........ ..... 20 20 ... .._........ _._.._.._.......__._�_.__..._..__.._ 20: 20 20 20 - -- Top plate to peak cf roor or ara aC-:.:>: DiaPhraom Depth (ft) ' : .:.:;' -:: [-::<' Left Side Roof Eave (fti :: :::_:: Right Side Roof Eave (ft) Exterior Wall Dead Load s :` Roof Dead Load (o Left Cantilever Right Cantilever lap ragm Aspect Ratio., .:.. :.0.27:`-` .='::"0.29 .:'.' 0.29-x'' ,.:: _::..._. '::r : .. ::::: ::::::.: `__•::r>.: r':d>: _ ? " -::..;:. =; __--'�. Wind Data ..:......::...._.. .. ............. ....... ....... ...... ........... ....._..-. - ::.. •._ �..,,.,............. - - _ - Ce from 0 to 15 feet - Table 16 Gs.r::::. 1.05 1.13. 12.3 1.3 1.06 1.13 12.6 - 1.3 1.05 1.13 12.6 1.2 1.06 1.06 1.13 1:13 t2.6 12.3 1.3 i 1.06 1.13 12.5 1.3 1.06 1.13 12.6 1.3 1.06 1.13 1.13 12.6Occupancy 1.3 i.3 - �- Ce from 15 to 20 feet - Table 16-G'-::':.: Basic Wind pressure.gs (psf)-:Table:16- F Cateoo - Table Cg - Pressure Coefficient -Table 16 H : Seismic:; :::::;:: _. Data .... ..... - Z -Zone Factor - Table 16 1'".,;:' -=>?s 0.4 1-- 2.75 6 0.4 - 2.75 t 0.4 2.75 fi 0.4 0.4 2.75 :.75 6 DA 2.75 6 0.4 2.75 6 0.4 0.4. 2.75 2.75 6 0 _ 1- Occupancy Category; Table 16-K'_<: C - Numerical coefficient specified in:::Section 1628.2.1 = Rw - Structural Systems -Table 16 N F=(ZIGRw)Y�d ..:.......:.:::. ::: 0.183 -' :: •0.183:.::. 0.183:::.;:_..:0.183 :::.::: 0.183 : =:: 0.183:...°`:0.183 :: ::: 0.183.-::-.=:.0.181::: ... . ':-_� =; Wind /Seismic Comparison :.::: :. .:.:. ..... ..............._ .. :......:..:•::::.............• .. ...---.::: _::.........._:............:......:......•.... - . _._ .: _-.:...:::::..:-...:.::: ...:....:::::::..:• Wind Pressure ' Io 188 ::.,':. 188': ; 188 :: •:.' .188::::..:: '::':..:° ..::_..:...:_ r .=::::.:.._,.-.;-_:::>:; : ;:::.' :,:.:::.=i:: :-_-. =''`.5': Seismic Force (o ,...._._ ': ` 193:-= 114' =: 114' "- :-213Gov F rce I _ ...... _`':193::.:_,:.; ;::188 '= _`.=='188 =- ;::::.'-213_- :.. GoverningForce .. - -:.Seis::::.'::Wind.,;:::__Wind_-_--.:Sels ,...Wind_.__:.Wlnd.::`�Wlnd Wend Wlnd Diaphragm Chord -'Tenslon .:... ::•.__ .:......... .. ......• _ _- Chord Tension Mtz/8b(Ibs `.::.;..::_.,,_ .:.:::.................... �... ,,: 84 ..-_.'_:,'-49---.:,49_.�:c-.-:::'83 - -- ode Mow 16d 16 o.e.11bs;-:._:.r;, -.. :_.1046;sa:.e:'.:_�s=�: Additional 16d Box Nails R 'd :.:..:. - Grid oca on .: :_::-:_:: _.;. t 2 2.5 3 4 VShear atGrid Line # (pounds' '.�: ::::::1233:_.:-'.:;:1915:;:.. _::.1363::_: a-:::2052:>:� :�::1356:`::<::__= __ _ v Diaphragm, Shear (pit) ":i>z.:;-:: - :c=. 26 '>: ; -::;: ::; 'j- Fa -- ear ,a .:._':.:.e S .. .... f .._ Length. of Wall #1..: `?: ; :.r =; _-' Lengtlt of Wall #2: =;-: Length of Wall a73 Length of 1WaU #4 :-.: -: •=:'.',. Rerei.Ic anecAed eheerwvll aialyeie: Re(erei�ce imb br Coki iv iIC i;d WalMtimtie%'(6 Waill12-yrid l'vra9 �. -- 4 . 4 4 4 4 4 T a s f Length of Wall #6 Length of Wail 87 Length of WaU.#8? Length of Wall 99_. - Length of Wall #10 Shearwall Lengths tt-:::_.:r::::__::=_=_< v unit Shear (plf)113 12._1_r �,..:.�..... __: c:--: _.:::::__...: ,_.:::_: _: -:� ::::_•___.......,....,.,........__.._........... _. , + ypx:al Group 3 B&rn 2 Bath 9604T't side'nce i ' % ! 1/0 �. , .y9� ,•c �iI �� L � m TUFT .Y r 1- I Ell.. _L ���i4C. •��L� ^VI -I.� ATS ... -� =•, .. -' r ',••�• � ��-eras= ��a"-°'s= Job No . CVHC Mlsc Engineer _ OSW Date 10/13/98 �... _ _ Transverse Direction JA7,D RESIDENCE A-E GARAGE BLOCK -�: , _A - C E AND! AND _. �.: AND Q_ .4-)N ANQ = Sheaiwall Spacing.(tf 26..'-r 15.55 . _6.50 24.33 Building Geomet :::: s­-:::- Plate.to Plate Height (ft). t .:: ;'•::=:-: 8.0 8.0 3.0 3.0 --- Top plate to eak of roof (tt .-<::r; _=:;°-: 6.7 2.2 0.7 4.0 - Diaphragm Depth (ft '->:.`'-:`;::,=:;=-.;°;:::; 43.0 15.2 a3.0 24.3 Left Side Roof av .. ..-....... -__----- Ri ht Side Roof1..5 Exterior Wall Dead Load st) ` i:''=`i';i = 1 S 15 15 15 15 15 15 15 Roof Dead Load 20 20 20 23 20 20 20 20 20 -- ==- Left Cantilever- ... _ _, __:._ _--••--.._..._ -- - : -:_.�, -_:= --:..- RightCantilever •, ': _ _.___ Diaphragm Aspect Ratio' ::=:. :'0.8 - Wind Data Ce from 0 to 15 feet - Table 16-G :•:`;•:. t.�o 1,J5 t.Co 1.Oo 1a 5 t.0o t.Go 1 G5 t. ,o _- Ce from 15 to 20 feet - Table 16-G _ `• 1.13 1.13 1.13 1.13 1.13 1.13 1. i 3 1.13 _-- - Basic Wind pressure Gs (psf) nTable 16 _= _- F 12.5-- OocuDancy Cateqo -Table 16-K'::=:' Cq -Pressure Coefficient=Teble_16-H'- 1.3 1.3 1.3 1.3 1.3 1.3 1.3 L3 ,1.3 Seismic Data":::.::;:cr.::.-::.:::=:::::::. :,:=::::=:.:;. sz:::':_-_<<:: -;:__•-- ...:::::::::.......•:_:::::::_::-_:_..:-- --............ -- Z - Zone Factor = Table 16 -I -:'r:::: r;a- 0.40 0.40 0.40 . 0.40 C.40 0.40 0.40 C.41) 0.41 I- Occupancy tegory o= Table 16-K C - Numerical coefficient specified *n,- - Section 1628.2.1 -_ - _.... 2.75 2,75 2.75 .2.75 .2.?5 2.75 2.75 X75 2.75 Rw - Structural Systems - Table..16-N: ) 0.183.`.=='0.183:-_:--:0.183':..:.::.0.183 0.183:.`:`•::::;.0.183'•:::== 0.183 =----_ Wind ISeismic Comparison ` Wind Pressure ( 18 5._ . .,.....139; :;-, ::: :v.:::::ds::::_::;•_-: _ t::_:;:: Seismic Foice If) . ......:::::::::: .'="-_ - - Govern! Force I --•: :-s = 183 :=:= 107 = •= s-:- 185 139'°� Governing Force :Wind : = :Wind Wind ::=.: Wind Wind Wind _ Wind Wind Diaphragm Chord - Tension ...- ..: ._.V!ind -_,... hordTenslonML/8b Ibsl=.:=378-. -_:-234 ..:-�_.-:-:. _-::--__-:-::_ 378'._:422.=.-"':-._: Code Allow 16d 16" o.c.) lbs" _ 2173:: =:_:::.1360 :==:-•-:.-; 2173 _=:r.=:1995 Additional 16d Box Nails _ .. ` :--- : = F6t Garaoe Sh r Grid oumn ocatwn.:,__..W. A. I C 0 A C E V Shear at Grid Line # unds '3342..4144.: ::=:1890- : _;-__.:=:•-[:a_. -;:-= v Diaphragm Shear (plf) ::: SZ_ - -17sii0- ear Walls. - .----•-•-- -- - " :;=.'Refer b:attacf.ed sRearrrrll tiialysia: Rererei>t+owi" br Cd uM1Gnd end Wall Numbei' oq Wa1112 = rid wall y Length of Wali 41 _.. 4.0 6.0 4.08.0 27 Length of WaU 1t2": __ " ;;,==. =_- 3.5 6:0 4.0 3.5 8.0 2.7 Length of Wall #3' 4.0 4.0 `. ' • T. _...._.� Length of Wali #4' u Length of Wall AS; .._ • _ .... J Length of Wall #6, �::a'': -� •:: __ _� �,._-<< 1 - - Length of Wali 97-<:: . E `mf Length oWell #8 :::: r ............: .._:._ Length of -Wap #9. -. Length of Wali.#10 =: _'= E Shearwall Lrengths :12::-.:- v 14pit Shear (ply ._ ... ;:..... ,. _... _ ._ .::=.T73• ' :.:.- Zt>9. __; =x`411== : =: ;_._ :: 213===' ::=259`=> <= _-313-s Typical Group 3 Bdrm 2 Bath 96041 residence ,. .:;•:. s.. .-c.ra. :�AM1� C�-�•. .e :'-.. Shear Will Number':" -rr «- T.�i. r=_';3/-.^__-._.-;. �c-z- M� -_ •'m. '^�. >�..1e3t3:.:., aC-G��L^i^L.4i it. ..C�_.'._�s"!�:-�.. ...x i.::.. _ 2 == _ -3 ': _ =: :4:- ..-. __S. •_= - - 6` ....__...7 _ ._._:.�8:= a -EB: �. . __. IO'_= Grid Line (Dlrectlon 1. Column Line) = 1 V 1.0 2 'eta! Gta:r,; ? ::•: :j: ;: :•2 '. i �.+:0 I , _ 2a':0 4.00 .4.00 _ F.:' _ . _ 0 i.lecel ...e:al -:. =.CO :+: y C _ "C ..L0 t< '_ '_ ; :' SO .C. 4.00 4.00 I.l'0 C? _ _ , c.'::� 2.� 2.5 eta: ! le:= Li;:,l a JJ 3 _•: a. '.0 ...?D .-C S. O ::+ _ .71 : ;& = t? ? _ .: 12 t.3 1:.S- _ __ I •..^.O . 4.00 4.00 4%-0 4 15 , 3 0 4 Q 4. v triei3l _?ta! F.'cto` 2 CO C.O:i 5 _O ?.co 3.00 - 0.+.0 e.00 5 _ _ 2'.�; 10 CC 4C r., 2 __ 4n cl. 4r.CC -C _: =.C2 50- vJ �- CO 7.00 •1.00. 4.CA • ' 1 CO : c _ :55 . 1 6 �.?2 _ -C Wall Section at Grid Line 7 Framing (Metal or Wood):= -T-4 '.' Height to lateral Load 'or Lateral Unbroced Height.---;``: - Plate to Plate Heighi:`:.:':, - Note: Origin In ower IeR corner- `= Start X-coordinate . __ End X -Coordinate = Start Y coordinate:• End Y -Coordinate: Shea rwall Width ..' .:-::.:::::=:::._ -::: Goveming Force = Enter 0.85 for:.=:: Seismic and 1.0 for Wind" Roof Dead Load (ROL) Exterior Wall Dead Load (WDL) pit Applied Lateral Load Ofj-.A6 plf) Replacement or additional Drag'._ load lbs _ < Roof or Floor Tributary Area to`:-' resist uplift In feet":' Applied load for header at lekof -:�: shearwall in ounds';`-'=_"_-=':_ " Applied load for header at right of shearwall M ___::=_ 8heanvali Ratio .:.•._>..::::e _•a::>_:_ :2.00 - t'200:= 200: 1::_2.00 _::;::200; :_'200:::: _200:. _=;1.14=?:. :2.00 :-:200:; Total lateral + Dra 1 - 9 (P .::a=- ''= 103" t:-;1031= "' :::x::103::i'. .:;.239 = '239'_.:==_170:'.:: =:170 s : ?295`i:`.: •__113':= ;.` 113 Weight of Shearwall In' -._ I9 pounds'':: ="' 480-.=--:=-'480'x°'-=s480`.? - 7=-480 .': '480-x. ` _480`=' r -Y480=::_--840 x''480:_' 480: Weigh ofRooUFlooralwvewall .lh::, PI ...:. :='_�'__::�-=_::---=-_=`____-, _:120. 40>... ...40 - __`,-:_'. '�__-_: .. ._...-_ - =.120`=_40 �_<__-_._ ._..=-_::_:_"'�::_:•:-- __ _'?_ _......... .:: : -40 .. 200 .y:.�,:�:40�•_`._. ....V G.. ... �., �r...7 r�'�3�.�_.___`-i-TZ��•' �Z�i -..:� T-�.'�.�T,.. "ST:W[r-=¢�F.- ' Mo.ment =tt-ki .-.: q. ..._ . - 9Overturnin •. . ..4. ...,,1; Rosis11n9.Moment at Rlght Bich of Wal . In kips:.*: .._::::;' ,:.::..._. Resisting Moment at.Left _8ldebf-._' Wall Inb 's..... .. ....:......_ ,..2.` :1:.;.. Ism Is HD at Corner? .1 0=No'.;== : 1. -0 HTT PA C. 1 FA HTT C 1 PA HTTi 0 PA 1 1 0 HTT PA PA Enter Simpson HD,' PA or.HTT,. _ Uplift at Right side otwall in Ihs';< 751 :=7S- 292 `2170:11' : -- - HolddownRequired i:;: `<::._eeF< LTT20 � PAH 2-` 1 PAHD42:.' HTT14`= HPAHD22 LTT2l1:-= PAHM2 HTT14='. PPHDa2": PMD42t: Is Hl) atC6mer71-Yes Oallo" '' 0 0 PA ' PA 1 0 PA •PA C 0 PA PA 0 PA O J J HTT PA PA Enter Simpson HO, PA or HTT -_. Uplift at Left. side of wall in lbs- -. '-592:': : =7St `= 7512170 =` :1:2170'5: ?;;3387:: =:3281•- HOlddown Required ;•=;5?E?-S==F=_= �.•-r=-i='�':^?'-., s . ^ ' �. . >:1.:. ] ry_ t. •'� .S [- t . PAHD42.' PAHDa2'' PAHD42". HPAHD22 HPAHD22 PAHD42 : PAMD42 HTT76'_=' P/Mllr2`2 PAFIlYi2's .w ..a. ,� "_'_,.`•' _ �..,. .-,_. _ .rarer_ _a`z_� --"`�`-� sr.�. � ., 'r.L ,.�•�iva�.tr:T. �;.1Wy.C: sT- aY_ �•�.J4r:Z'4:'�hT� C .-..c••Y Sole lateThicknes4 actual:=ln. =1 1.5_ 1.5 NIAS • MAS 1.5 • 1:5 -MAS `!AS 1.5 1.5 MAS taAS 1.5 MAS 1.5 1.5', • 1.5 MAS %iAS MAS, Dlamete'r of Anch`o'rBolt" In =__ _: _. Capachy Per bolfM pounds:,.-- . X975 4 :_975',.: :.875 _ 9ZS- :_ 975 _ . _;975;-_ -175:= Z5: _975 Total Base Shear o/ Wall phs) :- =7307• 1',045- ,.. ,i:045 .....:789 ......:769:.. ._ 2:221. ?4.1:_ :.:547 Spacing ofBoRs In Inches 48:: .. 48 =_ _:48sa42=_ .: _42'==:48 ..:: - .48 ...:..._,32:- Min Numbe r ' uireG ::_ :2' =.. ::.:.2.= :=. 2: s < r 7 y ' 'i s y -,�.:- s- g--.__. wry ��-• ' ' r _ Shear Wall Number_..:.::::_;::__.:.� . .. ..� :_:11_._...:._12_....__._--13�'��14..___..__15�--==:18:==;'_17._= Grid Llne.(Directlon/Column L t e). r a C•A A Ar _ 3 2 3 2 ] 1. ` Me<l l.t. l ats t S_.. , t t_ gl 1�eial '; era? Id-ta: 11 C_ 5 i? _ _ £.CO 3 03 S "•' . _. 2 CO G.CO $ 9.0.3 •_ : _ 2.C] 3.Y_ 8 X. _ : ," p.,;. i X. ' __ ] 3.0. k�__ _.;� S:. _ _ C 2.00 E.O-t 5 X. _ CC F.C] 3.0] c' •] S:-earc:zll �:c1 7. --n _ �_ ::{ -25 _ :` .2 -CO 2J5 ? :10_• _] N.'_: �. -;. C-2 :+: 12.7_ 21 2 4C.07 C 5.:;•: 2a 2 .23 u; 7.10 S] C,'- 24 ?? .. i3 - t C ? I 4.00 4.00 3.50 4.00 6.00 9.00 4.CO 4.00 2.67 2.67 - Wall Section at Grid Line ''= Framing (Metal or Height to lateral Loadar Dragy"=. Lateral Unbraced Height's::::_ Plate to Plate Height "::"._i>:: ::= _': Note: Origin In lower, left comer;:'_;_; Start X-coordinate:- - _- - End X- Coordinate = _ Start Y -coordinate End Y'- Coordinate'L.CC Shearwall Width Governing Force • Enter 0.85 Seismic and 1.0 for Wind t •:C t.C7 ? 0, r 1 CO 0.2; ] 5:; _ =C 20 Roof Dead Load (RDI_) Exlerior Wall Dead Load (WDL) pit 9 n X - CC . ; •; ,•:? • --_ _ 3 _ Applied Lateral Load (v,a iri Replacement or additional loadObs)- - Roof or Floor Tributary Area to-----.=- o :resist resistuplift In feet ::: _;_--'- �. i <_.C'� _.:�.�:) ? -X. . •:: t?.C� C �' _ , _•0] ' Applied load for header at iett'oC shearwall in pounds Applied load for header at right.or." shearwalt Inpounds-'--: Shearwall Ratio Total Lateral . Drag 1PIQ 113::; := 213'.F.. "-213:= r=.'213'::` x[;:;259=°. •_259- '_=:111:Ei= .`x::111== '='313- .:=:313 Weight of Shearwall In 9 Pounds' -=: '--' - - _ 480 '480 =:420:=' :.`f40: :-;960'::" :=::5960= -481}:-• -c 480- -: -=:320 _ .=:.320 = Weigh of RooflFioor above wallari.::: -_ __ s='-_ __; _ _ _: : _> :Y_ ,_ :.::::?_-: ......... pit .::.::;:..�;. 0..._. .__..,- ... ..:--400..-� :gpl1: -•: _-:�.:-.-.__-- 40 260,= _- 460:=E 80 .80 OverturningMoment -ft-ki 4 11 °: ' 9 __ _ _ _ :r: i?.'.�crc•�. �; :_ .. ...: _::: �. :^: �:._ _ c�`.-..:.ca:�.`:ru:.v:ea>csfs �.:sa.c.z rs.-��a�i -:-- - f --_---a. n:am®.•ate - .zv.: 33'x--.�.'�.��icT�E`s^ 3•�4et`Pa+tislF�£''gG•Cd'E',C�.-.m-•-'. �s Resisting Moment'at Right Sldebf --;:='; .. - _..... .... .....__. Wall In kips : _,, Resisting Moment at Lett Side of = -:= : _ • - - Wall In kips' - Al 1._ 4.._ 3 -='12 _ :- 3 - _, 12 •= r--•_'w?� �::- _. tsars � _ _ - - - - Is HD at Corned.? -Yes O -No`;_.`- _ 0 1 0 0 1 0 1 .0 1 0 HT HTT HT iriTT HTT PA HTT PA HTT Pa' Enter Simpson HD, PA or HTT.:-:; Uplift at Right side of wall hi IbiFL _=`844 r_ ;:;.1932`_: `=:2136 ;_ 2259:" t 183T_ .` -:1857:_ 1342- -.1342:: 5028•=- _i3028 Holddown Required :.:' :::°: : '_ i` LTT20 :_' LT Ci-.__' LTT20':' LTT20`:= LTT20ts i PAHDC2' LTT20` :^' PAHD4Y:. H11I14 r HPAH= ' Is HD at Corner? 1 -Yes O -No` = 1 0 1 1 0 1 0 0 0 1' FA PA HTT HTT PA HTT PA PA PA HTT ;::844 :=;'. ='1832 't2138'.= =:`.2239::-13 . J028:=: Eller Simpson HD,'PA or HTT; :=:'. Uplift at Left side of wan in lbs:..===? Hdddown Required ..:'•. _ = ^'_ PAHD42 PASHup>d2� LTT20_ LTT10-_; P/iFIW2`_ LTT20 = PAHDt2= p4HDa2:' HPAHU22 HTT14 - Y•""^•:^ � -� ,.-�'Ti�t__• ;_ �.:: �1,.:�' '•t.4:�1 }�'�» v"'.�.�.���-•_"s '•aYa`i•'2wc-gip-`'^ ••«^_�,yi�':a :'A�.'• 'y �L•u 'Fni17••K"••-^T'-Sw'�� �_.�r�TalG.cC:'CI.�A.-si�C� [�r1�•e74rC�.SMwiJ�� Sole IateThickness actual -in:::: .�S e' t2 1.: 1.5 1.5 7.5 1.5 LS 1.5 1.5 1.5 1.5 tdAS MAS WAS ALAS NAS MIAS 1`.4AS PIAS L1AS h1AS Diameter of Anchor. Bott Capaciryper bon In pou_ Gdj. _ :975 J : ; 9T5 _.: _ 975a'c :_975; ::=:::975 _ :-:9T3° -=975. '_.875`=. ': _97S'_ Total Base Shear'of Walt lbs ( ) =: _ S41 941 824 94t-72:25 F 2,251 531';= =3J B85 -895= Spacing of Softs Inlnches : =`_; a- 48 : 4a - 48•- 48 - 32::.:- _:�2 _- _ 48. °:: 3T�:: a r -10 0 } 20 -10 0 10 20 30, 40 50'. Shear Well Schedule Shearwall Schedule For The: pCDm c -`_o 3 $ d -3 _4- N N� - N d - 8 „ - U. m `uo 9- 10 11 �- °° 12 A 3 14 Yrmc _� 15 u u I-rE g°° nN Ed - -18 17- 18_ -19 20 Shear Well Schedule Shearwall Schedule For The: pCDm c -`_o 3 $ d N N� - N d opc c „ - U. m `uo °° A 3 Yrmc u u I-rE g°° nN Ed - Ov'N”c VVl -'r .1 ° 5 d -- - T°a rm =F° u ° t ` 2— Ix q�~ p — t c �Nall Spacing H Oto ° mAD n 9. - c 23 o CNy baCy (edge:fleld) -A CO in a CL t t 1- 2 4_00 4.00 103 103 3 J- Metal htelal 592 LTT20 592 PAHD42 1 112 MAS 48 2 1 7/16 090 1 8d 6:12 -- 4_00 - - J- -751_- PAHD -42- -751- -PAHD42 1_ 1/2 - MAS 48 2 _ _1 -2- -3- 239 - J _Metal_751- Metal 2952 117714 2952 PAHD42- HPAHD22 1-112 1 112 - MAS_ 4B- _2 - ^- 1_ 7/18 OSB 1 8d 2 - -t 2- -4_00 4.00 -239 J- - _2952 IIPAHD22 2952 HPAHD22 1 112 MAS MAS 42 42 2 2 7116 OSB 1 8d 3 _ - 1 - 4.00 - 170 -J3 - -Metal -Metal . . _-- 2170 -- - ... _.... - LTT20 - 2170 - - - -- PAHD4 1 1!2 - MAS -- -- 48 2 - -- 2 2 -- -- 7116 OSB -...- - - -- 1 -'-- 8d L (8:12 _-.... _ . -. 3 2 4.00 170_ Metal 2170 - PAHD42 - - 2170 _2 - PAHD42 1 112 - MAS _ 48 _ 2 _ 1 1 -- 7/16 0SD -7118 _ i _ 8d (6:12) -Metal 3397 117714- 3387 HTT14 1/2 MAS_ OSD 1 Bd ®(8:1T) V4 1 4.00 113 --J- -Metal PAHD42- _ 528- - -_ _1- 1 112 - MAS_ =J2 - _J - 2 - 4 - -7116 OSB 1 8d �4:12 _♦ -2- 4_00 _ 113 --J_ . Metal -528 -PAHD42- PAHD42- 1-1/2 MAS- -48 48-_ - ----7/18OSD_ _1_`-Bd-(6:12)- -4.00 - -113 - -J_ -Metal--844- -844 -PAHD42 -LTT20- -844 844- - 1_ 112 MAS -- 48 -2 2 1 7116 OSB 1 8d 6:12 1 7116 0SB 1 -A 1- _4.00 _213 - -3 - 1932 -PAHD42- 1 1/2 48 2 8d 6:12 -Metal 2138---... -LTT20- L'fT20-- - -1932- 2136- -PAHD42- LTT20 1 112 -MAS MAS 48 2 7/16 DSD 1 8d 8:12 _hletal LTT20_- - _2259- -- - LTT20 1 112 MAS _ 48 _2.._ 2 --_ 1-- -7/18 OSB_ 1 -_1-- 8d 6:12 - -' - _ C -L- - 8.00 _ -259- --3- Metal -2259 18571857 - LTT20 _ -_ 112 MAS- _ - _ -- 2 7116 OSD_ (8:12)_ C -3 -8.00 -259_ -J- 1857 - - -1857- 1857 -PAHD42 LTT20 _1_ - 1 1/2 MAS -32- -J J-- -�- 4--- -7116 OSB_ --1-- 8d 6:12 -D_ - 1- 400 111 _J- -Metal _ _1342- _PAHD42 1342 - - - 1_112 _ MAS -32- 48 2 - 4-- -7/16 OSB_ 1-- 8d 6:12 �_(. - )- -D 2_ _400 111 J_ -Metal Metal --LTT20- PAHD42_ -PAHD42 PAHD_42 - 1 1/2 - MAS 48 - 2 -- 1-- 7116 OSB- 1 _ 8d {6:12) 1 2 87 313_ J Metal E _1342_ 3028 - HTT14 _1342_ 3028 HPAHD22 1 112 MAS 32 2 1 _ 2 7116 0_SO 1 8d 6:12 E 2 2.67 J1J J- Metal _ 3028 _ 3028 HTT14 1 1/2 MAS_ J2 7116 OSB 1 8d 4:12 2- - -HPAHD22 - 2 _ 7116 OSB 1 8d �(4:12) Dennis S. Wish PE 8 Associate Confidential