Loading...
05-0906 (AR) Structural CalcsJOHNSON AND NIELSEN ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 647 N. MAIN STREET, SUITE 4-B RIVERSIDE, CALIFORNIA•92501 909-686-5122 FAX 909-686-6752 .j° JOB. NO. -7 '% "�'.v G+�.�I��s i/�Y►',� Vi BY Ler E t G �l� y t t,r/�.. . L.►► • DATE SH t OF t JOHNSON & NIELSEN ASSOCIATES Mitchell Reynolds Addition Job # 7-029 647'North Main St. Suite 4B 79-645 Cortez Lane by LPM a Riverside, California 92501 LaQuinta, CA Date 0 /21/200.5 Phone 909-686-5122 FAX 909-686-6752 Sheet r of > giver, 11-15-91 Current Load directory: wood'Retrieve/Save drive := C: work dir = 7-029 > wk4 Filespec: C:\J&NCALC\WORK\7-029\VERT.WK4 Load drive = C: filespec = vert oadings Loadings 2=5-98 Vertical Roof RF1 Roof'g/fioor'g 10:0 psf sht'g , 1.5 trusses 3.0 cig 2.8 misc 1.5 Dead Load 18.8 psf-rfldl Live Load 20.0 psf-rf 1 II Roof framing is prefabricated wood roof trusses spaced at 24"o.c. Roof trusses shall be designed by a California Registered Engineer employed by the truss manufacturer. Truss shop, drawings.shall'be submitted, for approval, to the Engineer of Record and the Local building department for approval prior to truss fabrication. B-1 )eaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: gib, til, lam, cone, masonry, steel & csteel 11-13-O;Span = 6:33 ft. T.A. = 63 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in, Ft > nount trib = 10.00 ft. Axial React. M@x - 3.17 Try > > 6x6#2 (df #2) 30.25 27.73 76.3 5.50 5.50 750 475 L.L. _ 20.0 psf >> 0 633 1002 C(D) 1.25 fvh = 53 psl fb= 863 psi fa= 0 psi D.L. = 18.8 psf > > 0 595 942 Ch = 1.25 Fvh = 106 psi Fb =. 938 psi Fa = 700 psi Extra = 10 #/ft >> 0 32 50 Deflections >'> LL = 0.07'in. - L / 1042 combined stress (dead line load) _ _ _ _ _ = = = Number of DL = 0.07 in. = L / 1052 0.921 % Totals > 0 1260 1994 pieces 1 TL - 0.15 in. = L / 523 Defelction control 1 roof USE 6x6#2 grade - Of #2) min. bearing= 0.37 inches B-2 reaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: gib, tji, lam, cone,. masonry, steel & csteel i 1-13-0:Span = 4.33 ft. T.A. = - 43 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in. Ft > nount trib = 10.00 ft. Axial React. M@x = 2.17 Try >> 6x6#2 (df #2) 30.25 27.73. 76.3 5.60 5.50 750 475 L.L. = 20.0 psf > > 0 433 469 CID) = 1.25 fvh = 34 psi fb = 404 psi fa = 0 psi D.L. = 18.8 psf >> 0 407 441 Ch = 1.25 Fvh = 106 psi; Fb- 938 psi Fa= 700 psi Extra - 10 #/ft >'> 0 22 23 Deflections > > LL - 0.02 in. = L / 3255 combined stress (dead line load) -- _= = = = = Number of DL - 0.02 in. = L / 3287 0.43.1 % Totals > 0 862 933 places 1 TL = 0.03 in. = L / 1635 Defelction control 1 roof USE 8x6#2 grade - (df #2) min. beating= 0.25 inches B-3 ieaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: gib, 11, lam, cone, masonry, steel & csteel 1 1-13-W Span = 4.33 ft. T.A. = 17 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in, Ft > nount trib = 4.00 ft.Axial React. M@x = 2.17 Try > > 4x4#2 (df #2) 12.25 7.15 12.5 3.50 3.50 1313 863 L.L. = 20.0 psf >> 0 173 188 CID) = 1.25 fvh = 38 psi fb- 651 psi fa= 0 psi D.L. = 18.8 psf >> 0 163 176 Ch = 1.25` Fvh = 119 psi Fb= 1641 psi Fe= 1495 psi Extra = 10 #/ft > > 0 22 23 Deflections >> LL = 0.03 in. = L/ 1642 combined stress (dead line load) =--- _ = = Number of DL = 0.03 in. = L / 1542 0.397 % Totals > 0 358 387 pieces 1 TL - 0.07 in. = L / 795 Defelction control 1 roof USE 4x4#2 grade = (df #2) min. bearing= 0.16 inches B-4 ieaml Uniformly loaded simple span joist, rafter or beam > > sawn > > options: gib, tji, lam, conc,,masonry, steel b csteel 11-13-WSpan - 4:33 ft. T.A. = 35 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in. Ft >` nount trib = 8.00 ft. Axial React. M@x - 2.17 Try > > 4x6#2 (df #2) 19.25 17.65 48.5 3.50 5.50 1138 748 L.L. = 20.0 psf >> 6 347 375 CID), = 1.25 fvh = 68 psi fb- 814 psi fa- 0 psi 1.8.8-psf_=>,> --. 119 psi__FbT 1422,.p;k,Fa=_,•_1430.psi.,,- Extra = 200 #/ft > > 0 433 469 Deflections > > LL - 0.02 in. = L. / 3186 combined stress (dead line load) _ _-_ _ _ _ = _ _ _ _ _ _ = Number of DL = 0.04 in. = L / 1455 0.572 % Totals > 0 1105 1197 places 1 TL = 0.05 in. = L / 999 Defelction control 1 roof USE 4x6#2 grade = (df 02) min. bearing - 0.51 Inches B-5 reaml Uniformly loaded simple span joist,. rafter or beam > >sawn > > options: gib, 11, lam, cone, masonry, steel & csteel 11-13-0:Span - 2.33 ft. T.A. 23 sq. ft. sawnprol, size grade area sect Inertia width depth, Fb > in. Ft > nount trib = 10:00 ft. Axial React. M@x - 1.17 Try > > 4x4#2 '(df #2) 12.25 7.15 12:5 3.50 3:50 1313 663 L.L. = 20.0 psf' > > 0 233 136 C(D) = 1.25 fvh = 43 psi' fb = 454 psi fe = 0 psi D.L. = 18.8 psf >> 0 219 128 Ch - 1.25 Fvh = 1.19 psi Fb- 1641 psi Fa= 1495 psi Extra = 10 #/ft > > 0 12 7 Deflections > > LL = 0.01 in: - L / 4216 combined stress (dead line load) = =270 Number of DL - 0.01 in. = L / 4258 0.277 % Totals > 0 464 pieces 1 TL = 0.01 in. - L / 2119 Defelction control 1 roof;, USE 4x4#2 grade - (df #2) min. bearing= 0.21 Inches v JOHNSON & NIELSEN.ASSOCIATES Mitchell Reynolds Addition Job # 7-029 647 North Main St. Suite 4B 79-645 Cortez Lane _ by LPM �fj ■ I Riverside; California 92501 LaQulnta, CA Date 021/2005 J►�i �A..tt Phone 909-686-5122 FAX 909-686-6752 Sheet . of �r >; ver. 11-15-Murrent Load directory: wood Retrieve/Save drive = C: work dir = 7-029 > wk4 Filespec: C:\J&NCALC\WORK\7-029\VERT.WK4 Load drive = C: filespec = vert B-6 beam 1 Uniformly loaded simple span joist, rafter or beam > > sawn > > options: g1b, tji, lam, conc, masonry, steel & csteel 11-13-WSpan = 10.33 ft. T.A. = 41 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in, Ft > mount trib = 4.00 ft. Axial React. M@x = 5.17 Try >> 4x10#2 (df #2) 32.38 49.91 230.8 3.50 9.25 1050 633 L.L. = 20.0 psf > > 0 413 1068 C(DY = 1.25 fvh = 48 'psi fb = 755 psi fa = 0 psi D.L. = 18.8 psf >.> 0 389 1004 Ch - 1.25 FVh = 119 psi Fb= 1313 psi Fa= 1300 psi Extra = 80 #/ft > > 0 413 1067 Deflections > > LL = 0.06 in. = L / 2233 combined stress (dead line load) - - - = = - = = = = = = = = Number of DL = 0.11 in. = L / 1151 0:575 % Totals > 0 1215' 3138 pieces 1 TL = 0.16 in. = L _/ 759 Defelction control 1 roof USE 4x10#2 grade = '(df #2) min. bearing = 0.56 inches B-7 3eaml Uniformly loaded simple span joist,.rafter or beam > > sawn > > options: glb, tji, lam, conc, masonry, steel & csteel 11-13-WSpan = 2.33 ft. T.A. = 9 sq. ft. sawnprol size grade area sect Inertia width depth Fb > in. Ft > mount trib = 4.00 it. Axial React. M@x - 117 Try > > 6x4#2 (df #2) 19.25 11.23 19.7 - 5.50 3.50 750 475 L.L. 20.0 psf >> 0 93 54 C(D) = 1.25 fvh = 16 psi fb- 171 psi fa= ' 0 psi - D.L. = 18:8 psf >> 0 88 51 Ch = 1.25 Fvh = 106 psi Fb = 936 psi Fa = 700 psi Extra = 80 #/ft > > 0 93 54 Deflections > > LL = 0.00 in. = L / 13457 combined stress (dead line load) _ _ _ = _ _ = = _ _ _= = Number of DL = 0.00 in. = L / 6938. 0.182 % Totals > 0 274 160 pieces 1 TL = 0.01 in. = L / 4578 Defelction control 1 roof .USE 6x4#2 grade - (df #2) min. bearing = 0.08 inches Cj N SEE E -1 1 MAP r- 0 e r (�.- bI �� `. 0�`` RE94Z Il i '��;__. !I t I 1 es g- um Cit qq ioliA 11. .v[r. - 1 +�riia3 :! a5_ - i�Fr AV tye u.- @�_ d•ji. DESERT NM IAIK 1. FS IWIAR 7, M`ATT®IIID arurtala r97�` REnNT - _-- --` -- - -,. - MILE$ �y nu li TB500 19 4"� r `c _ . y �•rpowtww !b- I DEQ ... °�� _/ ■L7! YEL15 . t 8 d RAIONrE 0 -..6 �El W �K.� +�'�1 _ ' e . �r - _ -�- ` _ - � I ^ M I FC, 5 u... AT 1 i n $ '+s _ flims 2 "�■p' ( RD afill __ 23 E !N � �_ ;! i[�'�u S� 24 VICT `'prl[ �aIA �a f AT I�® M 6TH �, I,\,�.'_5.r.. a - ['� SAI�IPER DR _ •'. •.+ - ! 6 4911 'I s �, •1 �r�� 9 9 t3 '-� O♦ MAI OEL_SIAI OSLi TA - ��� lou - sin Q DR %`. , N .r `>� YpWfloal[ MFSIWAO i' MW _K&W c- S Q 1 IAeL 0R e \ a 77501 LII W PARK ___._- ._ .__ _ _ risr"1 m well[ d O /0 cu .: H6 OP. - cc WES7MAAD ' IS 7 nrr� �R - R t�.fc 'L PLAZA ONE. 0 U, OUINTA ( " "bbp CENtE1t ,'1My�� q FAIPYA S: O JS100r"--STAR`-'--DR 1 D FAEPi�.flA!- CApli "�� E OpIMIRT -�-'•. tlllB ''II�•'i _ \�` - ..�-_ ekN: [z� rrI� - r- t E! EN I - - OIE1101cEf- [9A,T' ,�'YAYAP �.Ik suanl[- u Sf & U. INTA i - :. 46.g I -�t Tf4YlNTA6ECLIO� 6ABhET f Ys' I - Ct CLLB omCLEBIpIKE \ 4. rwll :failn EtIRwmloOcauffriff sEa' I I'6j, ��RI'fL� LyI r ade �� - _ �1 cY', i �us_•u .60 Q - �, AV � �� 5 2C 25 5"' L41 G i 30 f 27 `� IMDT N WELD I �" �� ! 5 -STA �' '7. rX �' z '�ilm' ea 8 g I E VIA -FLORET 'I i l AVENUE ' • •, -, 'ru MEM 1 TIfmYAa \STA _ �. Co M OG.DESCAM LN WTE N"VPlICHO LA ;•• V 4 s. 1 A9 . DUIBTA-I t + 92?10:-! 1 �p PISEA [aTAfID Za$� IA SAN '♦wo, Ft 7 Ar it t:. I d TN[120' - s ,, 51���' C. � 'k ' _" - �I '. I L � { O i N T h� a ••: ,iAu\ „ �d5 •:. i�� AYuxP' ' NMR..: 7t yjfM.4iW MR RA1� t9 �EL y = s ' .• 1�, °8/TE ':1�./� CCUBM7t1SE - RANCHO L1 ..I��t�jG CA ��,'FS ,1! l tis c LA 4�1CHO 31 tE-8,}f•S� �', U QUINTA CABRILLO NY COUNTRY CLOP THE f LIVING RT' ,I I .E?W¢r 36. O LnlafrRr tLlR1 G �G c VS" CEL a f 'ISI die -000 wa `�viA' �`H gg cC vT� IO _,� '' DES �. 35 _ Ep ' yr fs Q,,, . �' !. R s "'�'' P cku NATURE PRES VE . 'osa% s1Tr; oR ..- SATE r "- '°_ ' I '/..� FEAIIANDO IDA '_ 2 �� - - *9u611E P - 1'j, �[, sm[- a Y� a3 _ I p w-. SIM" an u QUINrA. I., : r 'sem„ 3 � rNr 9 - I LOS MBO Y i ala 1 Alvu laal ao u y ,/T['- ' r rjj. i3Oa1' TISEa Oa 1:1SiIlR1 M I •r e[ 61iE' • nmu' s vv,larm CY N1D Li' rnrtl S - 7. .r Yv I 6g�j "e'" _ §R42A bn I 1 BATE _ N. N N ! 1 '. prllAflUUJi - 617E .__ 6jjE• 7ggBS;il 50 G1TE�� 2. - FSS 765 - -- - -*-y�-.�- -+ 'q g" ian Prj A N 'YORTF 8 .SPYGLASS o �, d; ,.: ,ISE PILAFS OR $ 7B m,aT[ ca�u ii � IUE -- i rf'�CLIBIGL6E 7�6;'n�? E�mv '•• I z U OIYA ; < ; 21G IKr tI 5 . p 1 I _ ri[r o ,RESORT , 1 j MANDARIN, I � � eu � 'Aruirv� u iiro t cue r = I LLJ I4 �t��amv[AVENIBA_ N MW' $ s i 1 U plfNlA FEW ACLW W NISPERD Ci a ., 6 ¢ Ts_�r_ _ aX inRaLla ' m� —�---OUJrIj�----- 1 COURSE IN. •i3 ng6 VICUGE9lfr_ of :. womumt w.: N"ES"T A �`le CTRf W 3i r.11c 'u d•rAIIPILO N� _ u T im I Di P IMA COURSE , I. I *ei CN iZ. I 35, 2'I �p 3 75 A 1 i �_ �p lfWrll lege �A IDA u _ .. IDA LfNA Lf�r J CA TE JJ J. I I GEAR CREEK pm'DR 1�5+a��' 3R Et� I t @'S al rj y,,, 3ii77b <I <I 4TRU5 . N 1 I- t I uLa AVENUE' �� I D oR E .i (PROPI T- ! � I � < � s IINm i P SEE E -1 1 MAP r- 0 3r JOHNSON & NIELSEN ASSOCIATES Project Mitchell Reynolds Addition Job # 7-029' 647 North Main St. Suite 4B 79-645 Cortez Lane by LPM l Riverside, California 92501 LaQulnta, CA Date 04/21/2005 Phone 909-686-5122 FAX 909-686-6752 Sheet of )8wdlatt.wk4 Save/Retrieve drive = C: work dir = 7-029 5-6-00 Filespec: C:\J&NCALC\WORK\7-029\LAT.WK4 Load drive = C: filespec = let =risch LOADS Governing code (UBC or CBG i - CBC 2001. CBC -2A Seismic Wind loading Seismic Zone = 4 Z = 0.400 Wind speed = 70 mph Distance to fault = 9 km T = 0:117 (method A) V = Exposure = C Fault type = A C(a) = 0.46 UBC (30-4) = 1,277 W Ce = 1.06 Soil type = S(D) CM = 0.82 UBC (30-5) = 0.208 W (max.) Cq = 1.3 Importance = 1:00 N(a) = 1.04 UBC (30-11) = 0.250 W (UBC default) cis = 12.6 psf R (table 16-N, item 1.1.a:) 5.5 N(v) = 1..28 UBC (30-7) = 0:074 W (min. - zone 4) q = 17.4 psf Use 0 ( UBC (30-1'1) = 1, UBC (30-4,5,8,7) = Oj UBC (30-6► = 0.050 W (min.) V= UBC (30-5) = 0.208 W / 1.4 = 0.149 W (max.) ASO llevel forces ROOFDIAPHGRAM Plan dimensions in "Y" direction — Plan .dimensions in "X" direction = Sill to top plate height - Roof' rise (plate to ridge) _ Avg. riumber of interior walls — Roof dead load = 18.8 psf = Avg. ext. wall dl , 12.6 psf = Avg.. nt. wall dl n 6.6' psf - Total mass — 64:00 ft. 20.00 ft. 8.00 ft. 5.00 ft. 2 (each direction) 24064 # total. 8487.2 #'total (both directions) 4435.2 # total (both directions) 36966 # I :dxwall SHEAR PANEL TABLES UBC Table 23-114-1 Allowable shear for wind or seismic forces for CD -X Plywood or 2 -M -W Particle board with 2x (or 3x) studs at 16"o.c 3/8" sheathing with Bd nails table38 Wall type Allowable load per foot Sheathing Fastening Default bolt spacing table18 Wall type Allowable load per foot Sheathing Fastening Default bolt spacing Roof Diaphragm Loading ' yVdirection roof loadings Total wind = Total seismic — ."X" direction roof loadings Total wind = Total seismic = (excludes parallel walls) 3125 # = 4032 # _ 10001 # _ 5036 # Ab= 1280 sq.ft. x9( 1.00 = A B C D E F NA NA 260 350' 640 1/2 /8" at 3/8" 1 3/8" I 3/84-10.3/8 " I 6d coole 11 or 1 6" ad a 4" ed a 3" ed a 2" ed e 72"o.c. 72"o.c. 3Vo.c. 24"o.c. 1/2" sheathing with 8d nails A B C D E F NA. NA 260 35"Wed 640 /2" /8" stu 1/2" 1 1/2" 1 1/2" ply 8d cools 11 or TOW ed a 4" ed2" ed e 72"o.c. 72"o.c. 32"o.c. 24"o.c1 Vo.c. I iDtabis STUD ANCHORS & STRAPS u.in.r....,.. t..r... t.t.t. at....... -ioon r 9nnn -a ► ultbolt e BoR size 1/2' 1 5/8 1 3/4' 1 Bolt values in pounds ee• 1" :e' 625 1630 1300 1280 1250 Sin le bolt in. 2000psi concrete 1 2x8 sill) 1140 2020 1800 1.750 1720 Single, bott in 1500 psi masonry 850 e �«a� h""� a 'S�^ 's-�'�6�•"� a ��• 830 � 1515 1930 Minimum value from table above 580 • 11401 1280 1250 e : h.�:i=' a �i4r..- t � ,`,g,.�"•� 1 e .-"�.��j Min stud 156 # / ft. 202 # / ft. governs 156 # / ft. governs 79 # /ft. 1,280 sq. ft.. UBC Table 25-1 Allowable. shear for wind or seismic forces for vertical diaphragms of lath and plaster or gypsum board assemblies Zone 4 ( 1/2 values Indicated) . 1/2' sheathing with 10d nails table110 2 - 2x4, in 8" min. stem 4x4 - 4x4 - 4x4 4x6 - 4x8 - 4x8 - 6x8 -.6x6 Sill Boles Default bolt 5/8" 1.33` x 0.82 x 2x sill 905 #/bolt BoR size 1/2' 1 5/8 1 3/4' 1 Bolt values in pounds 7/8" 1" Sin le bolt in 2000 psi concrete 2x4 sill) 625 1630 1300 1280 1250 Sin le bolt in. 2000psi concrete 1 2x8 sill) 1140 2020 1800 1.750 1720 Single, bott in 1500 psi masonry 850 1330 1780 1920 2050 Sin le cantilevered sill bolt In 2x sill late 580 830 1140 1515 1930 Minimum value from table above 580 830 11401 1280 1250 I attle Dasea.on pressure treatea Mem-1"ir ant pietas A B C D E F NA NA 310 480 600, 770 112" /8' etu .1 /2" I 1/2401/2* I 1 /2" I 'd 1/2' I w' 6d coole 11 or 1 8" ed a 4" ed 3" edges, 1 2" edges. "X" shear wall - Line 1 Trib. width = 7.00 ft. adj. % JOHNSON & NIELSEN.ASSOCIATES Project Mitchell Reynolds Addition Job # 7-029 3/8" plyw'd (CD -X) sheathing with 8d nails jir. A� 0 # = total "X" wind = 1094 # governs 647 North Main St. Suite 4B 79-645 Cortez Lane Riverside, California 92501 LeQuints, CA by Data LPM 04/21/2005 6" edges, 12" field 260 # /ft. + added seismic 0 # = total "X"- seismic = 551 # 5/8" bolts @ 40 " o.c. 272 # / ft. Total wall length 6.00 ft. XP 551 # Stud depth = 5.5 in. Phone 909-686-5122 FAX 909_686=6752_ Sheet of_____. 18.wdlatl.wk4 Wall location Left lintel Wall length Right lintel _ work dir = 7-029 5-6-00 trib rf di • 3.00 0.00 ft. 8.00 ft. 0.00 ft. 8.00 ft. 182 #/ft. ri = 0.182 filespec = let Tisch Redundancy factor for "X" direction walls wall loc. 1 Wall dead load 13 #/ft. 101 #/ft. 13 #/ft. 9 ins. Ab = 1280 sq.ft. "X" base shear = 5035.7 # left right ri(max) = 0.4464 therefore p = 0.748 however 1.0<p<1.5 therefore p = 1.000 min. stud thickness = 0.5 Ins. ri(max) = 0.446 "X" shear wall - Line 1 Trib. width = 7.00 ft. adj. % TABLE 38 1 Use wall type C "X" Wind Fix) = 1094 # x 1.000 USE 3/8" plyw'd (CD -X) sheathing with 8d nails + added wind = 0 # = total "X" wind = 1094 # governs One side v wall = - - - - - - 182 #/ ft'. "X"seismic Fix) = 551 # x 1.000 6" edges, 12" field 260 # /ft. + added seismic 0 # = total "X"- seismic = 551 # 5/8" bolts @ 40 " o.c. 272 # / ft. Total wall length 6.00 ft. XP 551 # Stud depth = 5.5 in. Wall location Left lintel Wall length Right lintel Wall ht v,wall = trib rf di • 3.00 0.00 ft. 8.00 ft. 0.00 ft. 8.00 ft. 182 #/ft. ri = 0.182 int./ext. = 6/1 Trib. dead load = 56 #/ft. _ 56 #/ft. 56 #/ft. Resisting couple reduction wall loc. 1 Wall dead load 13 #/ft. 101 #/ft. 13 #/ft. 9 ins. left right Uplift 1667 1667 min. stud thickness = 0.5 Ins. Jamb dead load -472 # -472 # (based on T to grain bearing 1 added down load W 0 # 0 # Gross down load 1667 # 1667 # Footing data Net uplift - 0.85 x dl = 1266 # 1266 i F(a) soil = 1000 psf HPAHD22=2P HPAHD22-2P width = 1.00 ft. Top rebar = 0.02 sgans.. 0.02 sq.ins. depth = 1.50 ft. Bott.'rebar = 0.01 sq. 0.01 sq.ins. eff. depth = 14 -in. "X" shear wall! - Line 2 Trib. width - 20.00 ft. adj. % TABLE 38 1 Use wall type E "X" Wind Fix) = 3125 # x 1.000 USE 3/8" plyw'd (CD -X) sheathing with Bd nails + added wind - 0 # = total "X" wind = 3125 # governs One,side y wall - - - - - - - 446 #/ ft. "X"seismic Fix) = 1574 # x 1.000 3" edges, '12" field 490 # /ft. + added seismic 0 # = total "X" seismic = 1574 # 5/8" bolts @ 16 " o.c. 679 # / ft. Total wall length 7.00 it. x p - 1574 # requires 3x sill plate .& joint studs Stud depth _ 5.5 in, use bolts at 8" o.c. to sliminsts 3x sill plata Wail location Left lintel Wall length Right lintel Wail ht v wall = trib rt dl 2.00 OAU ft. 7.00 ft. 0.00 ft. 8.00 ft. 446 #/ft. ri = 0.446 .int./ext. = 0/1 Trib. dead load - 38 Mt. 38 #/ft. 38 #/ft. Resisting couple reduction wall loc. 1 Wall dead.load = 13 #/ft. 101 #/ft. 13 #/ft. 9 ins. left right Uplift 4000 4000 min. stud thickness - 1.2 ins. Jamb dead load -484 # -484 # (based on T to grain bearing ) added down load W 0 # 00 Gross down load 40000 4000 # 'Footing data Net uplift - 0.85 x dl = 3589 # 3589 # Fla) soil = 1000 psf PHD2 PHD2 width = 1.00 ft. Top rebar = 0.19 sq.ins. 0.19 sq.lns. depth - 1.50 ft. Bott. rebar = 0.06 sq.ins. 0.06 sq.ins. off. depth- 14 in. JOHNSON & NIELSEN ASSOCIATES Project Mitchell Reynolds Addition Job # 7-029 647 North Main St. Suite 4B 79-645 Cortez Lane by LPM Riverside, California 92501 LaQuinta, CA Date 04/21/2005 Phone 909-686-5122 FAX 909-686-6752 Sheet O of 38.wdlat1.wk4 work dir - 7-029 5-6-00 filespec = lot "X" shear wall - Line,3 Trib. width = 25.00 ft. adj.' % TABLE 38 1 Use wall, type D "X" Wind Fix) = 3907 # x 0.815 USE 3/8" plyw'd (CD-X) sheathing with 8d nails + added wind = 0 # = total 'X" wind = 3185 # governs One side w wall = - - - - - - 290 #/'ft. "X"seismic, F(x) = 1,967 # x . 1.000 4" edges, 12" field 350 # / ft. + added seismic 0 # = total 'X" seismic = 1967 # 5/8" bolts@ 24 " o.c. 453 # / ft. Total wall length 11.00 ft. XP 1967 # Stud depth = 5.5 in. Wall location Left lintel Wall length Right lintel Wall ht v wall = trib rf dl - 2.00 0.00 ft. 11.00 ft. 0.00 ft. 8.00 ft. 290 .#/ft. ri = 0.355 int./ext. = 0/1 Trib. dead load = 38 #/ft. 38 */ft. 38 #/ft. Resisting couple reduction wall loc. 1 Wall dead load = 13 #/ft. 101 #/ft. 13 #/ft. 9 ins. left right Uplift 2486 2486 min. stud thickness = 0.7 ins. Jamb dead load -761# -761 # (basedon T to grain bearing 1 added down load 00 0 # Gross down load 2486 # 2488 # Footing data Net uplift - 0.85 x,dl = 1839 # 1839' # F(a) soil - 1000 psf HPAHD22-2P HPAHD22-2R width = 1.00 ft. Top rebar = 0.05 sq.Ins. 0.05 sq.ins. depth = 1.50 ft.. Bott. rebar = 0.02 sq.ins. 0.02 sq.ins. off. depth - 14 in. "X" shear wall - Line 4 Trib. width - 13.00 ft. adj. 96 TABLE 38 1 Use wall type D "X" Wind Fix) - 2031 # x 0.615 USE 3/8" plyw'd (CD-X) sheathing with 8d nails + added wind - 0 # = total "X' wind = 1250 # governs One side v wall - ----- _ 268 #/ ft. "X"seismic Fix) - 1023 # x 1.000 4" edges, 12" field 350 # /ft. + added seismic 0 # - total "X" seismic = 1023' # 5/8" bolts @ 24 " o.c. 453 # /ft. Total wall length 4.66 ft. x p = 1023 # Stud depth = 5:6 in. c> Wall location Left'lintel Wall length Right lintel Wall ht v wall = trib rf, dl . 2.00 0.00 ft. 2.33 ft. 0.00 ft: 8.00 ft. 268 #/ft. ri= 0.436 Int./ext. = 0/1 Trib. dead load = 38 Mt. 38 #/ft. 38 #/ft. too tall Resisting couple reduction wall.loc. 1 Wall dead load = 13 #/ft. 101 #%ft. 13 #/ft. 9 Ins. left right Use Simpson SW 32x8 Uplift 3185 3165 mina stud thickness = 0.9 ins. Jamb dead load -161 # -161 # (based on T to grain bearing 1 added down load W 0 # 0 # Gross down load 3165 # .3165 # Footing data Net uplift - 0.85 x dl = 3028 # 3028 S F(i) soil = 1000 psf PHD2 PHD2 width = 1.00 ft. Top rebar = 0.13 sq.ins. 0.13 sq.ins. depth - 1.50 it. Bott. rebar - 0.04 sgans. 0.04 sq.ins. eff. depth = 14 in. Well location Left lintel Wall length Right lintel Wali ht v wall - trib rf dl 2.00 0.00 ft, 2.33 ft. 0.00 ft. 5.00 ft. 268 M. ri- 0.436 Int./ext. = 0/1 Trib. dead load - 38 Mt. 36 #*. 38 .A/ft. too tall Resisting couple reduction wall loc. 1 Wall dead load 13 #/ft. 101 #/ft. 13 Vft. 9 Ins. left right Use Simpson SW 32x8 Uplift 3165 3.165 min. stud thickness = 0.9 Ins. Jamb dead load -161 # -161 # (based on T to grain bearing ) Gross down load 3165 #3165 # Footing data Net uplift ­0.85 x dl = 3028 # 3028 # F(a) soil = 1000 psf PHD2 PHD2 width = 1.00 ft. Top rebar = 0.13 sq.ins. 0.13 sq.ins. depth - 1.50 ft. Bott. rebar = 0.04 sq.ins. 0.04 sq.ins. off. depth = 14 in. <> • tr OHNSON & NIELSEN ASSOCIATES Project Mitchell Reynolds Addition Job # 7-029 -1733 # 647 North Mein St. Suite 4B 79-645 Cortez Lane by LPM ' 1verside, California 92501 LaQuinta, CA Date 04121/2005 not -read. Phone 909-686-5122 FAX 909-686-6752 Sheet of 98wdlatl..wk4 work dir = 7-029 5-6-00 filespec = let Frisch Redundancy factor for "Y' direction walls - Ab = -1280 sq.ft. "Y" base shear = 4031.6 # ri(max) = 0.4167 therefore p = 0.658 however 1.0<p<1.5 therefore p = 1.000 ri(max) = 0.417 "Y" shear well - Lines -A & B Trib. width = 10:00 ft. adj. % TABLE 38 1 Use wall type C "Y' Wind Fix) = 1563 # x 0.850 USE 3/8' plyw'd (CD -X) sheathing with 8d nails + added wind = 0 # = total 'Y" wind = 1328 # One side v wall = --- - - - - 168 #/ ft. 'Y"seismic Fix) = 2016 # x 1.000 6" edges, 12' field 260 # / ft. + added seismic 0 # = total "Y" seismic = 2016 # 5/8" bolts @ 40 ' o.c. 272 # / ft. Total wall length 12.00 ft. x p = 2016 # governs Stud depth = 6.5 in. Wall location trib rf dl, 10.00 int./ext. = 0/1 Trib. dead load = wall loc. 1 Wall dead load = Left lintel Wall length Right lintel Wall ht v wall = 0.00 ft. 12.00 ft. 0.00 ft. 8.00 ft. 168 #/ft. ri = 0.417 188 #/ft. 188 #/ft. 188 #/ft. Resisting couple reduction 13 #/ft. 101 #/ft. 13 #/ft. 9 ins. Uplift Jamb dead load added down load (-) Gross down load Net uplift - 0.85 x dl = Top rebar — Bott. rebar = left right: 1433 1433 -1733 # -1733 # 0# 0# 1433 # 1433 # -39 # -39 # not -read. not rea'd. 0.00 sq.(ns. 0:00 sq.ins. 0.01 sq.ins. 0.01 sq.ins. min. stud thickness = 0.4 Ins. (based on T to grain bearing ) Footing data F(a). soil = 1000 psf width = 1.00 ft: depth = 1.50 ft. off. depth = 14 in.