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9806-051 (SFD) Structural CalcsClient Name Coachella Valley Housing Coalition Los Angeles Requirements? No Enter Yes or No Address U)a °.a Douglas Fir Visually Graded LumberN - a Job Address a. B a a �'`– f° . m Description F m m � 0 E' g O c 0;0 . U m Gravity Load - Material Weights CiQ. ° Roof Dead Load uLir Concrete Roof Tile 10.00 psf ----------- ---------- 112" Plywood Shfg : 1.56 psf ----------- – 7' and_Deeper 1450 Trusses or Rafter wf ceiling.: 2.50.:- psf #1-------- 7_and Deeper--- Roof Insulation R48 Batt : 1.50 psf 1700000 - ----- --- – ------------------- #2 518' Gypsum Ceiling : 3.20 psf ----------�-� _ 95 _____625 -------- ----------- _1600000 ----------- Miscellaneous Loads : 1.30 psf Q�OF ESSIO/ vK " _ _95 _ 625 ERDL= 20.00 psf r�,Q Select Structural �� F2 Wall Dead Load 1000 85 625 .1600000 co DENNIS S. WISH Posts ----------- 718" Lath and Stucco: 9.00 psf Ur No..c-C41250 fnf tt2– — 1f2" Plywood Shear : 1.50 psf I Uj Y EXP -'1300000 ----------- 2x6 @ 16" o.c. Studs : 1.63 psf ( ----------- - 85 625 ------------------------ R-19 Batt Insulation : 1:00 psf CIVIL r 675 518" Gypsum Wall Board : 2.70 psf --- Beams -------------------- -875 ----------- Miscellaneous Loads : 4.17 psf ---------------------------------------- '61 -u-=- Beams q � ------------ Unbalanced dy use _________- --- EWDL= 20.00 psf OF Allow Live Loads Balanced forcront 24 F -V8 DF/DF _ _1_2400 – – 165 650 -------- -------- Roof Slope ---------------------------------- orcantilevered '' - Flat or rise less than 3:12 pitch: 20 psf Rise > 4:12 but -c12:12: 16 psf Rise > 12:12: 12 psf Specifications: Wood: Code: 1994 Uniform Building Code Steel: Anchor Bolts'- A307, Threaded Rods - SAE 1018, Rebar'= fs=40ksi for'tf3 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: CVHC Plan 1215 3B3B.xls o` a u. -- c:— m > o_` `–° u7 –L°u. N �a U)a °.a Douglas Fir Visually Graded LumberN - a m �, a. B a a �'`– f° . m F m m � 0 E' g O c 0;0 . U m a� CiQ. ° �Lu uLir ---------------------------------------- ------------------- ----------- ---------- -------------- ---------- -- -- – ------------ ---------- ---------------------------- ----------- – ---------------- Select Structural ----------- – 7' and_Deeper 1450 -- – 1000 — — 95 — 625 1900000 #1-------- 7_and Deeper--- 675 – –625 1700000 - ----- --- – ------------------- #2 7:and_Deeper ------n .875 ---- 575 ----------�-� _ 95 _____625 -------- ----------- _1600000 ----------- - Stud Z' d_Oeeper --------- _ 500 - _325 " _ _95 _ 625 1400000 6X Members Select Structural Posts1500 1000 85 625 .1600000 i – – – Posts ----------- ---1200 -,---- --- -----------�-- ----625 ---------- • 1600000 --------- tt2– — Posts -------- 700 ---------- 475 -------------- 85 - 625 --------- -'1300000 ----------- ---------------------------- SelectStructuralBeams<' ----------------- ----------- 1600 ----- ------- 950 --------- ----------- - 85 625 ------------------------ ='1600000 ---------- -------------------------------'--=---- #1 - - ---------- Be ams ----- 1350 r 675 85 .625 1600000 ----------- 02 --- Beams -------------------- -875 ----------- , 425 ---------- --' 85 625 --------------- ----------- 1300000 -- – -------- ---------------------------------------- '61 -u-=- Beams ------------ Unbalanced dy use _________- --- 24F -V3 DF/DF' – – 2400 – ---- 1100 -------- _ _ 165 650 -----------– 1800000 -- Balanced forcront 24 F -V8 DF/DF _ _1_2400 1100 ---------- 165 650 -------- -------- 1800000 --------- ---------------------------------- orcantilevered '' - Code: 1994 Uniform Building Code Steel: Anchor Bolts'- A307, Threaded Rods - SAE 1018, Rebar'= fs=40ksi for'tf3 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: CVHC Plan 1215 3B3B.xls r Den,n,,*: �s P AN Shearwatf Spacmg.(ft 43.17 . 21.40 w ::::_ Builili'" Geome-,. r ............................ P.,Iate.toPlate Height; ft), Mtri 15 � Engineer DSW Date 4113f9$ ; Top.plate;to peak of roof ft � Diaphiragrri De_. h`(ft}; ', » AMM Left.Side Roof Eave: ft SCh " ..... .. RightSideRoof;Eavi (ft) Exteri6r WaII.Dead L ritle2 53636> DSV1f m b.. eched.,,x e•,4,1.42 ig t an6 evere to ra msect, North to South A -B RESIDENCE -B -C GARAGE BLOCK AN Shearwatf Spacmg.(ft 43.17 . 21.40 w k , k - Builili'" Geome-,. r P.,Iate.toPlate Height; ft), Mtri r. 8.0 8.0. 5.8 5.8 31.7 21.3 ; Top.plate;to peak of roof ft � Diaphiragrri De_. h`(ft}; ', » AMM Left.Side Roof Eave: ft 1.5 20 20 20.- 20 20 20 20 20 20 20 20 20 ' 20 20 20 20 20 20 RightSideRoof;Eavi (ft) Exteri6r WaII.Dead L RoofDead:Load'(` _f}r�Z ig t an6 evere to ra msect, Wind Data t ,v,& Ce froni.0Jo 15 f 1.06 1.06 1-.06' . 1.06 1.06 1.06 1.06 1.06 1.06 1.13 1.13' 1.13 1.13 1.13 1.13 1.13 1.13 1.13 Ce from 15 to 20:fdbV Table 16 G R Basic Wind, pressuregsa(ps0 Ta 113* 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 1.3 1:3 1:3 . 1:3 1.3 1.3 1.3 1.3 1.3 " Occupancy Cq Pressure CoefficientTable Seismic:Data, .s as T MM x Z - Zone Factor Ta61e 16-1 0.40 0.40 0.40 0.40 0.40 0:40 0.40 0.40 0.40 1 1 1 1 1 1• 1 1 1 ` I r Occu ri Caf "ory kTatile`16 K`i C; Numerical coefficierrt specified m _ Section>162821, w>a � ..x -..max_ -, 2.75. 2.75 2.75 2.75 2.75 2.75• 2.75 2.75 2.75 6 6-. `6 6' 6 - 6 6 6 6 Rw;,$6cti etiFsj`steins `Table 16 Nf �,�F ZICfRw) w; $Ot83�Qs1.830:1830`483 Ot83�01830183 Q183 �" . o.ts3 r.; Wind /,Seismic'Com-ii§ori� !':��6�-`aa2;? _ Wind:Preasure (plf)K�,�z;3;� �i7h4;�S17.,Q- _ Seismic Fofce.fp Governor Force I x.1:7.,1M,�1,7.0° Gov ernin :Force r a:4;.> . 9: .:..•�. �.,;aoa. • 11Vmd�Vlhnd,�r�Wind�Wirxf�a�»�Wind�Wind'�KWirtd�Windc,y{fmd� ' :-::Dia hie m;Chord,.,.;T>ensiort' Chord•Tension M L.;L8 Apbs}�' �' : �.. 125fr .,: 4b7. � �. -- .:., .. ..-.. . •.. y ..,. • '' A itiona :16 . e_q',o s �ME y -------------- - - H - -HIM AP Im. NB-- n umn ovation .. ,'A.- I. , - ; C V Shear at Gnd:Lirie#, vDiaphragm 84"6(p!f.)0 K MM I'm :a eW81M, I VM MAMA MAQW0.e i M li��- MEN= u ear' ails }gerer,4oattached,sAganvall analyssRdereiice vralt,.by<GolumMG�d and VYali'Number (ie}Nattl2,grl.waU 2) 4:0 4.0 . 2.7. q. 4.0 4.0 4.0 2.7 Length of-MI11i „ - 4.0 6.0 Length_of:Walf"'I. ' Length of;Wall:#6` Length of Wall- ,} `off 4.y,14..1'„. Length oWall #7 f; Length;of Walhtl8 ' -'• LengttioftNal = L'engtti,of.Wall!#i3O" ' v :Unit Shear (pp -,9 x MM,M,3q7 1 393= - 34:� CVHC Plan 1215.3B3B.xls Den:nl5,. � h P s Shearwall Spaang (h 28.67 21:33 -'- Y _ F a <""'Geoine`"' .. _ ' � ;. cd� o . `.z�"'.�'P' ." :,c. •� .;ff,�fz'�`�. a�6.D.'�'.�.ae'..��'t:.. .. ,r� ..:� 8.0 8.0 '• ", 6.8 6.8 4i.2'. 21.3 " 1.5 1.5 Job�Nofi c v' 9815; , ,ERgiR erDSW jpate�4/t3P9i -' k;+: : P " waam } „} .. ..__:_ „ a.:..t� x+e -q :. I E P.SJJ'_.,, I 1 :.MIT Checked Roof Dead:L6 d;(O* MNO) Ms c .•, ,:,.'. :>: z_12153B3 ,,. Tme•.x. t7A; lap ragm .._Pett` ....Uo 7, "s Wi id Data nx� ��axa Sc`+x�sc ��irt k�i1°° ` RCo r'wwsh a 3 u wu` '°"wai c East to West Residence between -1&4= Garage "between 2&3 -�RK� 1� 2 r V - x� •� 4 ( - .. � • ' YY. �D � . -',. .se AND` s Shearwall Spaang (h 28.67 21:33 -'- <""'Geoine`"' .. _ ' � ;. cd� o . `.z�"'.�'P' ." :,c. •� .;ff,�fz'�`�. a�6.D.'�'.�.ae'..��'t:.. .. ,r� ..:� 8.0 8.0 '• ", 6.8 6.8 4i.2'. 21.3 " 1.5 1.5 Plate to;Plate Height' ft To late°ao peak ofaroor or para "t•?� l]iaphragmDepth"' ft}� L`eftSide;Roof.EaVe.". ft}aFe? Right Sidi) Roof.Eave ft) .'. 1.5 1.5 20 20 20 20 20 20 20 20 20 20 20 20" 20' 20 20 20 20 20 Extenof, Wall Dead;L'oad (sON"' Roof Dead:L6 d;(O* MNO) Ms c LeftCan6lever ^�xa .,,�..., �� � oma" „ .. x�«rN ; w1 ,, �; , n i�M Ig t ant! ever" lap ragm .._Pett` ....Uo 7, "s Wi id Data nx� ��axa Sc`+x�sc ��irt k�i1°° ` RCo r'wwsh a 3 u wu` '°"wai c Ce from 0 to 15 feet :Table I6 Gy,5 1.06 1.011 1.06 1.06 1:06' 1.06 1.06 1.06 1.06 1.13 , 1.13 1.13 1.13 1.13 1.13 1.13 1.13 .1 .13 " +.. Ce from 15 to•20 feet. Tablel6 G Basic Wind p(e sure,gs (pst)=T,atile 16-F V... -: 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 ' 1 1 1 1 1 1 1, 1 1 1.3 " " 1.3 1:3 _ 1.3 1,.3 1.3 1.3 1.3 1.3 Occupand ,Cat ego "r;Table 16IC . :�,��. �'' c Cq Pressure CoefficientTable,46 ��� s� •_ W'. Z = Zone`..F..actor T6151064Z ,G 0:4 0'.4 0.4' . 0.4 0.4 0.4 0:4 0.4 0.4 1 1 1 1 1 1 1 1 1 I;:;Occu rtcy�Category �Tatite 16 K C,'Numerics coeffi e�nt specfied m Section 1628 2 1�a�? 2.75 2.75 2:75 2.75. 2.75 ,• y 2.75 2.75 2.75 2.75 , 6 6 6 6 6-* 6 6 6 Rov Structural;Systems °�Tatilehl6 N ;:r ' „ * F ZIClRw} • , 0;183 Qr183, ti 183 0183 ?c0:183' M0.183 ; 0:.1.83WtOKt 83, 0183; r:x �5t. •. ... .•• ..•-r-••• '` Y":'.:.,:Wind'/ Selsmlc'sCom ansort..rP£. +�TCFCCi�C;7fdR;SAhYdC�CC3C:fSCh,".'11.:G`79CG"F95�K#C�.•CE�V.`SGYYy,•.:"kzl iY XY "F "' .45Y'.1 CC`S 51C'iL{fi" ::}eS� '��'��::�,�,,,�:;�::.�k.�'�;���:�W,:.�,:���,:���'�:�:r<k,�;�.,::�.,a�.�.,��„,n.'�:�:,:��,�;;�•.� Wind,Pressure(Pit)>-S� ,ra��"Oul-4 Se+smle Force�Y�e4� X188 Governin Force ,- x � 9: °•��-�"''°'°���'�P..`�..:.`��..Wlnd�e�WiRd�,Wrsd�"�tWiRd��.'_,�c - '� Wit►d�.s�.Nfind�3y'Wnd�R�W;nd���IWind? „ , <s,Di;iphraF o'cd;=TeiislWR° €" Chord Tension M =18b`((bs' _ 448 Ad It►orta 16d Boxs ahs;, e9 �:� '. _... . ' >r ' ". � �a,`�zG� .Y '" .F�.....r.vi,;,, s:;�rt�...>',�� yn, �owbort.. _. • 1. . > 4' . ; - :f^ V.,Shear a4`t3iiii tine'#; 'iinGs ' � 12000, ".2000 �??"�� 4� _:��,� •... . 263E 2696x v, Dia hra m Shear 1 ear_ a.s'Y ;� '"'obi#cReterfoaffaci�edsheaeweflaria[ysis,Refetericewatlby'.ColumNGiiCandYYallNumber,(Waiit2 gc{Ct}�ra1L2j' L"ength of Wall #1 4- 4 _ q 4 Length ofsVVill3d 4 4 4 4 Length o Wall . ' length of;Wall,#4 4 4 Length of Wall ;;,�,_� L""ength of Wall #7 ,„ LengU'of;VYalh`#8 •,.... .: _ Length ot�Walt#4.' _ �. E'Sheantiall-Len `tfis` ft "�r ` 4:>UnliShear I "; CVHC Plan 1215 3B3B.xls Shear;WallNirr»ber Gnd Lme (Direction /Column . 1.0 1.0 1.0 2.0 2.0 3.0 3.0 4.0 4.0 4.0 INaII Section atGtid Line h .. 1 2 3 1 2 1 2 1 2 3 mmgc;(Meta FahorWood); --Y Metal Metal Metal Metal Metal Metal Metal Metal Metal Metal Height.to IateraLLoad o'�D ag 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Lateral211nbrac',ed�Height 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8:00 8.00 8.00 Plate to,.Plate,Ne�ghtL-%8.00 8.00 8:00 8..00 8.00 8.00 8.00 8.00 8.00 8.00 Note Origin �n;,lowe left,cor�ner SheaMall Plot'Information Start X7"C r"d to � k ° M 2.33 2.33 23.67 23.67 28.67 28.67 28.67 End XCoonflnate Xz 2.33 2.33 23.67' 23.67 28.67 28.67 28.67 Start Y -coordinate 21.33 33.83 49,50 2.00 17.33 17.33 29.33 50.33 60.50 End.Y Coord�Rate 25.33 37.83 53.50 6.00 21.33 4.00 21.33 33.33 54.33 64.50 Sli6rwall Width." 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 GoverningEnfe OSS forte Seismi and t;Q for�1 find4- 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Roof Dead Load:(RDL}rP f' 20 20 20 20 '20 20 20 20 20 20 ' EztenorWall �eadLoad (WD16 20 20 20 20 20 20 20 20 20 20 Applied Laterai�`Loaii(v mpl 225.00 225.00 225.00 250.00 250.00 250.00 250.00 225.00 225.00 225.00 Replacement oaddd[onalzDrag Roof or FloorsLributary Areata'. resist 14.33 14.33 14.33 12.50 12.50 12;50 12.50 14.33 14.33 14.33 Applied load for>heade atteftof y. s•teacwatlF�n:.... nds:�;<;s�{� - - . Applied forheaderaatrright� f ,NE; .load of;shearwall in _ undsx� 02400„ x2.���' �?�00� ���x :Z��' 2��',� "Of IN02,00W., .1 WSOW Total Lateiai s+, Drag;(pif) Z25 �Z25 ' �225� �ZSQ 250 X250 50� WE IS 225 Z25 1Ne�ght of SliearwalEN W, 0 Mo s�-m IwNiN1 sao10 `� - A _ w0§0TRabove waltf� ° ,_� '' kS 28T. �28T... 287_ 250' 250 250, 50, 287 28 287 ,...�:.:.�.Try,>.r _. , ...................... . ....... . -.. � :.. _ .---------------- OverturrnngMoment; ft-kips1:?'1.? _.. . 1:t3'�1<a133 I'a1_?1.2WAN20 _...-1- Ems:;:-�_.__?�.•. i ResistngMomentatR►ghtSide WE�WI ofWalf:iriki s?�-, 4 4..3�}��33 ReslstmgMomentlat LeTNTS aw, 2-4; Mi1 W Wall tn'ki s 4 342�1, 3 +. 3 3' 1104 - Is HD atxCorner? 1 Y,e 0` Q 1` 0 0.. ' `0 0 1 0 1 0 0 EnterStmpsoa H ; P.A.otiTT� HTT PA PA=.: -PA PA HITT :PA HTT PA PA Uplift gat Right side of NEI 23'14 �Z3T4� -232 27fi1� t 27fi1� �27fi t� 27fi X2324 N23Z4 134 M H. H p�� H Ylt Y., Holddown Regwred' HTr14 HPAHD22 HPAHD22r P D22f PARD « HTT14 1' S .,.�+.�.�.,:�....� .�w.,,�<,.x.,... ,,..�,�:�,w�..,,� . �.;, ,m.;.fi ,�.�.�.n-.r, is HD at,Corner�1Yes ONo 0 :0 ; 0. 0' 0 0 0 0 0 1 ERter'S�mpsonHD�PA H;TF h..x PA PA' PA PA, PA PA - =PA PA PA HTT Up1�ft at Left side of Walt in Ibs 2 3Z„4� �2324� �2324� X2761 F-2- U��1';,'� 2761 X27 1� 21 4 324 ,p*,:DC N vp. d.6'".,:f 1 :u�,,Z`1N+✓t:+c'++.3i-w.ruired , ,- .. _ HPAHD22 tiPA11D22 HPAHD22 NPAHD22HD22t HP�AHD22 HPAHD22g ,HPAHD22, HPAHD22; ;�� 4243"_2 1.5 ' .� 1.5 1.5 `' .1 5 ' 1.5 1.5 1.5 1.5 1.5 DiaeteofAnchor Bolt(inyj MAS MAS MAS , . MAS ;MAS. MAS MAS MAS MAS �n Capacity:per.bolt,mpounds ,• , -. "975975 975oww a375n ,975R9T5 ms V"m X95 Total Base Shear ofWa.b` z 9ff1l 90091 1 Wo91Ir1;9 't,019 s:1,tl19_ WRAI9 Spacing of Bolts in InchesA> ;42 -y42Q. 42 32K:3232'. I;. W4 um Min Nberr _ ., -:.:.•mow,. ..?;, >. .:*?.: -... :. ... ....... _. :. y$. L ,'N. ,�:?, ,. ,r�...� ��sx - Shear.Wall. bers 11 12�' 13115 16 17 '19x20^ NumVEJ ; s.. .�. .. __ n,18. Grid Line (Direction !Column Laney. A A A B B B C C 1 2 3 1 2 3 1 2 Wall Sectiona�trGnd;U a ��r Framing;(MetahorWool)' Metal 8.00 Metal 8.00 Metal Metal Metal Metal Metal 8.00 8.00 8.00 8.00 8:00 Metal Metal Metal 8.00 0.00 0.00 Height to`Iateral�oadto�Drag' Lateral Unbraced,Herght�,,;� 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 ':8.00 8.00 8.00 8.00 8.00 8.00 8.00 0.00 0.00 8.00 0.00 0.00 Plate;totPlate,Heighi Note_ Ongm m towe�leftc trio er 13.50 Shearwall Plot Information 24.67 3.00 11.00 17.50 '2.33 21.00 Start,X-coordinate"� End X CoordiAim MINIM 4.00. 64.50 64.50- -4.00 17.50 64.50 64.50 4:00 28.67 7.00 15.00 21.50 5.00 64.50 21.33 21.33 21.33 64.50 21.33 ' 21.33 21.33 4.00 4.00 4.00 4.00 2.67 -1.00 23.67 2.67 #N/A #N/A sw s.. F.edt seta"""�*', ;,• Start Y-coordinate- .. End Y Shearvvall. Width�r Governing Force �' Enter Seism is grid 10 for Wind _ .� 1.00 20 1.00 20 1.00 1.00 1.00 .1.00 20 20 20 20 20 1.00 0.85 0.85 20 20 20 Roof Dead'L'oad;;(RDL)plf „ ,= Exterior Wall Dead Load DL`S - Pelf s �� ... _::.:...... ..>.:..t..:... . 20 307.00 20 307.00 20 20 20 20 20 307.00 393:00 393.00 393.00 341.00 20 20 20 341.00 1.00 1.00 Applied Lateral Load .......... Replacement or aGditional Drays loa0.d (lbs) Roof or Floor Tr butaa Area td, a s ; resist. u ;lift rn feet•4 ,,,�` 2.00 .2.00 2.00 2.00 2:00 2.00 2.00 ' 2.00 1.00 1.00 Applied load foc header at�teft of� shearwall,in� ur�ds' 0� ; Applied load forheader{at r�gtit ofshear,.N jn, oundsN Sfi'earwall RaUo4 � r u Zr00 �Z 00 2 t}0 _ 2 pp"� ' i ,2 00 1 0 N3{OWiN/A _ t Total, Lateral + Orag>(plf) ,. . � ...., ff30T �30T° , ....... ^ '"�-... � X307 X393 ... .. �V f �. X393393341�341n#NAS r �,...F.y..... ;#Nle Weight of Shearwall mpounds X640 X640 S.640IN W 40Z 640 640 427 X427 #IYlA� #i�tltt� ... 1Ner hof RooflFloor above wall rn M°z" g vr. s 3E �s .. 91081, t a eco - F f �� ,' r ,:x'F� 40 4t}' . 4(}a . 4i05s40z 40 40 20 20 - O:verturmng Moment ft '15NTIA 1194 U. Z,,O :`N } �t14,01- �'11' #w�4�; -kips . _ Resrstrng Moment at, ght Side's .� , WIN : P�� ZZ' r !A91. Momerit�t2LeftfMde of` z t HNallarnkis, .� P I:..' Is;HD�atGorner?1Y�esONo 1 . , 0 _ 0 p 0 1 1 - 1 1 1 E"ateraSrmps�onHll, PA or H HTT HTT HTT HTT :. HTT .,-HTT. ATT HTT HD H D llpl�ft�at Right sideofwal! tnlbs�4054� 4054 �405412. 2fi25262 �52fi2 5123 5123#NfA #tA nz_ 0" ddiiwn Reiturred till?4 t 14 K HTF*�4 s 4, ffiT1o' fflTi4 FiTT14= F6T7� -K ts::HQ.at„Comer?iYesOWo 0 0 1 0` 0. 1 11 1 1 1 Ent`erSimpsonHDPA�HTT= HTT HTT HTT -ATT HTT. HTT HTT HTT HD HD Uplift att.eftside�4of„walltn tb _ 4054 . X4054„. 4054 �2fi2 __ 262•_x �5262� 5123 �723�#NfA Flolddown Requrretl :; _ .. tTT�14 ;FIT114_. t#TT14?� FFTT14< . H7T�i4 FtTT14 ;KFT14�liT704M'.. :. ..:. . dudhui :W tF't '2r "' 7.' A -n 'M"hYl fiAtGS9Yhv�tPC'atR'Pv Soleplafe Thickness (actualtR:.) . 1.5 MAS • 1.5 MAS . 1%:5 1 5 _ 1.5 ' :1.5 . 1.5 MAS MAS MAS MAS MAS 1.5 1.5 1.5 MAS MAS MAS . Diameter of Anchor Bolt�(mj Capacrtji per bolt n,pounYds� �9T5°� 6.09., 0-A, 75 19.T,5? WI NIM %"975 9T5 . �,3T5 , Total Base Shear,of WallE lbs _ . ( )._ 1.;34T�t,34T,1,347 X1;691 1,69 1;691 990,E :�$9Q#N%A� #N/A Spacing`of Bottsin rfnct�es ;3232'32,�244Z4"� r .2d.24�* 4aANA �Z Min Number required r 2 ��2Z 2`� 2 ;°2. �2'r2 SNA APIA 70 60 50 40 30 20 10 0 -10 Shearwall Layout 12 13 10 19 2 I 18 1 I 14 15 16 5 I 7 I 4 I •0 17 6 18 -10 -5 0 5 10 15 20 25 30 35 F Q Shear Wall Schedule Shearwall Schedule For The: 1215 3838 W W v ° y w «-LL J '0 L O m M.d C O W W3 ° ° ° O y g _ G7 m io a DOto 3 .0 Cr a _ O0 `a L `O C 3 .0 o a = y w ° u -d m UcL 2 o C L UNL o.c ' Q Od°C E� i LL G b o dm OL bnYmyN O� Z CO —E U`p U L it`d aC w vvacing w_ NailSp (edge:feld)Z 1 1 1 4.00 1 226 3 Metal 2324 HTT14 1 2324 HPAH022 1 1/2 MAS 42 2 2 7/16 OSB 1 8d 6:12 2 1 1 2 4.00 1 225 3 Metal 2324 HPAHD22 2324 HPAHD22 1 1/2 MAS 42 2 2 7/16 OSB 1 8d @ 16:12) 3 1 1 3 4.00 1 225 3 Metal 2324 HPAHD22 2324 HPAHD22 1 1/2 MAS 42 2 2 7/16 OSB 1 Bd. 6:12 4 2 1 1 4.00 =250 3 Metal 2761 HPAHD22 2761 HPAHD22 1 1/2 MAS 32 2 2 7/16 OSB 1 8d 6:12 5 2 1 2 4.00 250 3 Metal 2761 HPAHD22 2761 HPAHD22 1 1/2 MAS 32 2 2 7/16 OSB 1 8d 6:12 6 3 1 1 4.00 250 3 Metal 2761 HTT14 2761 HPAHD22 1 1/2 MAS 32 2 2 7/16 OSB. 1 8d 6:12 7 3 2 4.00 250 3 Metal 2761 HPAHD22 2761 HPAHD22 1 1/2 MAS 32 2 2 7/16 OSB 1 Bd @'(6:12) 8 4 1 4.00 226 3 Metal 2324 HTT14 2324 HPAHD22 1 112 MAS 42 2 2 7/16 OSB 1 8d 6:12 9 4 2 4.00 225 3 Metal 2324 HPAHD22 2324 HPAHD22 1 112 MAS 42 2 2 7/16 OSB 1 8d 6:12 10 4 3 4.00 1 225 3 Metal 2324 HPAHD22 2324 HTT14 1 1/2 MAS 42 2 2 7/16 OSB 1 8d 6:12 11 A 1 4.00 1 307 3 Metal 4064 HTT14 4054 HTT14 1 1/2 MAS 32 2 2 7/16 OSB 1 8d 4:12 12 A 2 4.00 1 307 3 Metal 4064 HTT14 4054 HTT14 1 112 MAS 32 2 2 7/16 OSB 1 Od 4:12 13 A 3 4.00 307 3 Metal 4054 HTT14 4054 HTT 14 1 1 1/2 MAS 32 2 1 2 7/16 OSB 1 8d 4:12 14 B 1 4.00 393 3 Metal 6262 HTT14 6262 HTT14 1 1 1/2 MAS 24 2 1 3 15/32 1 8d 4:12 15 B 2 4.00 393 3 Metal 5262 HTT14 5262 HTT14 1 1 1/2 MAS 24 2 3 15/32. 1 8d 4:12 16' B 3 4.00 393 3 Metal 5262 HTT14 5262 HTT14 1 1/2 MAS 24 2 1 3 16132 1 8d 4:12 17 C 1 2.67 341 3 Metal 6123 HTT14 5123 HTT14 1 112 MAS 24 2 2 7/16 OSB 1 Bd 4:12 18 C 2 2.67 341 3 Metal 5123 HTT14 6123 HTT14 1 1/2 1 MAS 24 2 2 7/16 OSB 1 8d 4:12 Dennis S. With PE & Associate Confidential :.r s ti Y�e;111�115 5..:.: 1�5h. P Structural Engineering Consultant 54-625 Avenida Bermudas La Quinta, California 92253 760.564.0884 Phone 760.771.3606 Fax Email: wish@cwia.com CLIENT Coachella Valley Housing Coalition Job No PROJECT La Quinta SHEET 1 OF 2 • CALCULATION DESCRIPTION: Light Gauge Steel Framing - Bearing Header & Beam design Design headers using double [ channels WCJ with gauge as shown below. Secure channels flange to flange with 20 gauge top and bottom tracks. Constructed in accordance with Nominal section strength per AISI Section C3.1.1 WDL :=20-psf WLL :=16-psf Trib :_ (40+ 1.5� ft Maximum Truss span bearing to bearing including eave. 2 wdl := WDL-Trib wtl :=wd1+0.75•wll w11:= WLL •Trib wd = 688 -plf For Headers 34" to 3 =6" using Boxed WCJ 6X20 Gauge section - Worst Case L :=3.75•ft From Steelers, Inc. ICBG ES Report #4389P dated March 1994 for WCJ section: Applied moment on header Ma := wtl-L2 , Ma = 1.451.104 -lb-in Use 20 gauge x 6" deep boxed section 8 beam with 20 gauge track on top and 20 gauge track on bottom for headers and beams less than 4'-0" wide. For WCJ section: M wcj :=7690.2 •in -lb and M wcj = 1.538.104 -lb-in For Headers 4 =0"jo 5-6" using Boxed WCJ 8X18 Gauge section - Worst Case L:=5.5 -ft wtl-L2 4 From Steelers, Inc. ICBO ES Report Applied moment on header Ma := , Ma = 3.122.10 -lb-in #4389P dated March 1994 for WCJ section: 8 Use 1.8 gauge x 8" deep boxed section beam with 20 gauge track on top and 20 gauge track on bottom for headers 4'-0" to For WCJ section: M wcj :=16190.2-in•lb and M wcj = 3.238.104 .lb•in 5'-6". For Headers 64" to 9-6" using Boxed WCJ 12X16 Gauge section -Worst Case L :=9.5•ft 2 Applied moment on header Ma := wtl•L , Ma = 9.314.104 -lb-in 8 For WCJ section: M wcj :=47980.2-in•lb and M wcj = 9.596!104 -lb-in 4/27/98 1 From Steelers, Inc. ICBO ES Report #4389P dated March 1994 for WCJ section: Use 16 gauge x 12" deep boxed section beam with 20 gauge track on top and 20 gauge track on bottom for headers V-0" to 9'-6". 54-625 Avenida Bermudas j i- v f— La Quinta, California 92253 j_ HIPP" .�; l -: , 760.564.0884 Phone 760.771.3606 Fax ". Email: wish@cwia.com Structural Engineering Consultant CLIENT Coachella Valley Housing Coalition Job No PROJECT La Quinta SHEET 1 OF 2 CALCULATION DESCRIPTION: Light Gauge Steel Framing - Bearing Header & Beam design For Garage Header 16 =0" using Boxed WCJ 12X16 Gauge section - 5'-0" tributaryroof load at Worst Case WDL :=20•psf WLL :=16•psf Trib :=7•ft Maximum including eave. wdl := WDL•Trib w11:= WLL •Trib wtl:=wd1+-0.75•wl1 wd= 224-plf From Steelers, Inc. ICBG ES Report #4389P dated March 1994 for WCJ section: L:= 16 -ft Use 16 gauge x 12" deep boxed section beam with 20 gauge track on top and 20 wtl•L24 gauge track on bottom for Garage Headers. Applied moment on header Ma :_ , Ma = 8.602.10 lb -in 8 For WCJ section: M wcj :=47980.2•in•lb and M wcj = 9.596.104 -lb-in 427/98 2