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9L8 8X9 Us 9X9 — 9L8 213aws nxv Z96 ZLX4 090L OLX4 — 8£LL 8X4 — 8£LE 9X4 — ZL£L vxv 906 88L a301M v l?WZ 900L 4L8 ZLXZ 90LL L96 OLXZ OEZL Z90E 8XZ OL£E 6£EL 9XZ 049E £EEL 4XZ 3A11113d3a 31JNIS Isd jq3 !sd qd MIS JNlaVHE) '8'I'1'O'M HOMVI-mu SV-IJnOO Z 'ON :Naawn1 :V1Va NOIS30 NE)IS3a aVO1 1V31IN3A COMMA AS a3>103HO 6LL9-09E-09L XV=l EOOZ/L/8 AG a31`dlno-ivo OLL9-09E-09L Hd dO 'ON 133HS vo 'liasaa wled 'j4 Iec)pl!M 409-LL ON sor S3JlA Y3S JN12133NION3 EMOA YVLING ENGINEERING SERVICES 77-804 Wildcat Dr. Palm.Desert. CA 92211 760-360-5770 PHONE 760-360-5719 FAX ROOF DL (a)= 24 ROOF LL (a)= 16 ROOF DL (b)= 15 ROOF LL (b)= 20 SOFFIT LOAD ( c)= 10 FLOOR DL(d)= j 20 FLOOR LL (d)= 40 FLOOR DL(e)= 20 FLOOR LL(e)= 1DO SOFFIT LOAD (f) = 10 PSF ALLOWABLE DEFLECTION PSF U/DL TULL PSF 180 940 PSF PSF I LDF= 1 1.25 PSF PSF PSF PSF PSF WALL (9)= 17 PSF WALL (h)= 10 PSF BEAM NO. I SPAN I GRADE I SIZE R7 5.5 SAWN 11 GXG R2 4.5 SAWN 11 6x8 R3 10 SAWN 1 6%10 R7 16 GLB S.125X15 R8 8.S SAWN 11 6X12 R9 a SAWN 1 6x8 R10 10 SAWN 1 6xB R14 6 SAWN 1 6X6 IRIS 7 SAWN 1 4XB R17 .5 .SAWN 1 4X6 R18 5 SAWN 1 GXG R19 1s GL8 5.125X42 R20 9 SAWN 1 6X10 R21 6 SAWN 1 Gx6 R22 7.5 SAWN 1 6x8 R23 5 SAWN 1 4K8 R25 B SAWN 1 6x1D R26 5 SAWN 11 4X8 R27 8 ISAINN 11 UX12 SIMPLE BEAM UNIFORMLY LOADED SAWN 1 = No. 1 DF-L REFER TO ALLOWABLE STRESS SHEETS IN CALCS SAWN 2= No. 2 DF-L REFER TO ALLOWABLE STRESS SHEETS IN CALCS Fa Fb E LVL= MICROLAM 2BS 2600 1900000 PSL= PARALLA M 290 2900 2000000 LSL= TIMBER STRAND 2250 400 1500D00 GLB= GLUE LAM BEAM 165 2400 1800000 TRIBUTARY AREA LOAD a��■�r��a�■�®®M M I R dl I R II R [I Cv c LB LB -IN LB LB 7 LB 790 13039 482 308 790 2160 29161 1440 720 2160 463 13905 303 160 463 2789 133895 2021 768 2789 3338 85115 2284 1054 3338 496 11907 369 128 496 620 18604 460 160 620 1150 20701 862 208 1150 1142 23973 694 448 1142 81S 12231 495 320 815 518 7776 318 1 200 Sig 1225 69825 921 304 1225 1627 70920 1691 936 2627 364 6553 268 96 364 1275 28690 915 360 1275 1115 16731 1 675 440 1 1115 1331 31939 619 512 1331 915 13731 555 360 915 1341 32196 829 512 1341 SHEET OF rCd fb PSI LOF'CvFb BENDING STATUS Fa Fa SHEAR STATUS DEFLECTION SM WT E LDF-Cd•Fb PSI 01. L/DL STATUS LL TLn.L STATUS CAMBER PSI PSI IN IN 470 566 1625 1625 OK 39 106 OK 0.03 2230 OK 0.02 3492 OK NA 7 1600000 OK 79 106 OK 0.02 2829 OK 0.01 5658 OK NA 10 16000OO 168 697 1625 2934 OK 13 106 OK 0.02 5524 OK 0.01 10479 OK NA 13 160D000 OK 54 206 OK 0.14 1337 OK 1 0.06 3128 NA 0 19 1800000 702 231 1625 1625 OK OK 79 18 106 106 OK OK 0.06 0.03 1802 3502 OK OK 0.03 0.01 3906 OK NA 15 16000OO 10071 OK NA 10 1600000 361 1625 OK 23 106 OK 0.07 1793 OK 0.02 5156 OK NA 10 1600000 747 1625 OK 57 106 OK 0.07 1048 OK 0.02 3138 OK NA 7 1600000 782 1500 OK 67 119 OK 0.06 1483 OK 0.04 2160 OK NA 6 1700000 399 1500 OK 48 119 OK 0.01 4068 OK 0.01 5928 OK NA 6 1700000 280 1625 OK 26 706 OK, 0.01 4088 OK 0.01 6507 OK NA 7 1600000 568 30DO OK 30 206 OK 0.21 1065 OK 0.08 2869 NA 0 15 1800000 857 236 556 546 386 1525 1625 1625 1500 1625 OK OK 75 18 106 106 OK OK 0.09 0.02 1224 3372 OK OK 0.05 0.01 2211 9414 OK OK NA NA 13 7 1600000 1600000 OK OK OK 46 66 38 106 119 106 OK OK OK 0.06 0.02 0.03 1603 2984 OK OK 0.02 0.01 4074 4311 OK OK NA NA 10 6 1600000 1700000 3200 OK 0.02 5117 OK NA 13 1600000 448 266 1500 1625 OK OK 54 32 119 106 OK OK 0.02 0.02 3629 OK 0.01 5269 OK NA 6 1700000 5602 OK 0.01 9076 OK NA 15 1600000 NA NA NA NA NA NA NA NA NA NA NA x =5' \dZ i3so. L' L = 134o71` boo`'~ i�t�� = H�1 P P4, FROM 4 Ro�C rRuts 1 = Il• (z3flk) Ito Ue a u c . LL'�— �,.- USC S �I9 n �� 41-3 VJr � 7wt Sgoa U- ' °I Kos. LL A. 1zo 'r PST Fe or %IRA 1,6.65 W 2i`P{ p —1 36 i US= Ir6.� 1 Al �71- , YOWNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:02AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rev: sso10o User: KW-0601715. Ver 5.5.o, 2S-Sep-2001 General Timber Beam Page 1 id190-20D1 ENERCALC EnglneeMng Sof[ware _ _. �• rp 8 f Ie a e C CUlati.D 5 Description R4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x12.0 Center Span 12 50ft ....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads #1 DL @ Left 459.00 #/ft LL @ Left 216.00 #/ft Start Loc 0.000 ft DL @ Right 459.00 #/ft LL @ Right 216.00 #/ft End Loc 5.000 ft #2 DL @ Left 34.00 #/ft LL @ Left 16.00 #/ft Start Loc 5.000 ft DL @ Right 34.00 #/ft LL @ Right 16.00 #/ft End Loc 12.500 ft Point Loads n Dead Load 1,564.01bs Ibs Live Load 736.0 Ibs Ibs ...distance 5.000 ft 0.000 ft Summary Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 12.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.440 - 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,248.51 psi Fb 3,000.00 psi Deflections Beam Design OK 12.8 k-ft Maximum Shear'` 1.5 6.4 k 30.7 k-ft Allowable 14.6 k 12.80 k-ft at 5.000 ft Shear: @ Left 4.28 k 0.00 k-ft at 0.000 ft @ Right 1.95 k 0.00 k-ft Camber: @ Left 0.000 in 0.00 k-ft @ Center 0.239 in 30.75 Reactions... @ Right 0.000 in fv 104.47 psi Left DL 2.94 k Max 4.28 k Fv 237.50 psi Right DL 1.35 k Max 1.95k Center Span... Dead Load Total Load Left Cantilever... Qead Load Total Load Deflection -0.159 in -0.232 in Deflection 0.000 in 0.000 in ...Location 5.800 ft 5.800 ft ...Length/Deft 0.0 0.0 ...Length/Defl 940.8 647.47 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.239 in ...Length/Defl 0.0 0.0 @ Left 0,000 in @ Right 0.000 in YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 77-804 WILDCAT DR. #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 Rev: 55= Ver 5,5.0, 25-5ep-2901 Description R4 Title: CASEY RESIDENCE Dsgnr: EAF Description Scope: General Timber Beam Job # 03-1408-96 Date: 11:02AM, 7 AUG 03 Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 Cl 0.000 Page 2 Max Moment S_ xx Reg'd Allowable fb @ Center 12.80 k-ft 51.19 in3 3,000.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.42 k 2.92 k Area Required 27.052 in2 12.305 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 4.28 k Bearing Length Req'd 1 492 in Max. Right Reaction 1.95 k Bearing Length Req'd 0,679 in Query Values M, V, & D @ Specified Locations r� Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 4.28 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: CASEY RESIDENCE Job # 03-1408-96 Dsgnr: EAF Date: 4:54PM, 10 DEC 03 Description : Scope Rev: 560100- --- -""" - - -- - User: KW-000VIS,Ver5.6.1,25-opt-2002 General Timber Beam Page 1 r ld1983.2002 ENERCALC Engineering Software _ _ r:lecS5lcaseV residence.eC�rv:CalCUlatians_ Description R5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x18.0 Center Span 29.00 ft ....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..Lu 0,00 ft Beam Depth 18.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 204,00 #/ft LL 96.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary + Span= 29.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.526 : 1 Maximum Moment 33.8 k-ft Maximum Shear* 1.5 6.3 k Allowable 64.3 k-ft Allowable 21.9 k Max. Positive Moment 33.83 k-ft at 14.500 ft Shear: @ Left 4.67 k Max. Negative Moment 0.00 k-ft at 29.000 ft @ Right 4.67 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.202 in Max. M allow 64.33 Reactions... @ Right 0.000 in fb 1,466.76 psi fv 68.58 psi Left DL 3.27 k Max 4.67k i Fb 2,789.29 psi Fv 237.50 psi Right DL 3.27 k Max 4.67 k _Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Laad Deflection -0.801 in -1.142 in Deflection 0.000 in 0.000 in ...Location 14.500 ft 14.500 ft ..Length/Deft 0.0 0.0 ...Length/Deft 434.2 304.69 Right Cantilever... Camber ( using 1.6 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 1.202 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0 000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.930 Rb 0.000 Cl 0.000 Max Moment Sxx Rar�'d Allowable fb @ Center 33.83 k-ft 145.53 in3 2,789.29 psi @ Left Support 0.00 k-ft 0.00 in3 2,789.29 psi @ Right Support 0.00 k-ft 0.00 in3 2,789.29 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.33 k 6.33 k Area Required 26.639 in2 26.639 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 4.67 k Bearing Length Req'd 1.626 In Max. Right Reaction 4.67 k Bearing Length Req'd 1.626 in Title: CASEY RESIDENCE Job # 03-1408-96 Dsgnr: EAF Date: 4:54PM, 10 DEC 03 Description : Scope Rev: Sim 100-- -- -- --- — - ----- - User: KW.0601715. Ver 5.6-1, 25-Oct-2002 General Timber Beam Page 2 IFF fc11983.I -- EN�RCALC En lneerlrtg software — _ ::'.e�55•,Casey re5ldence-ecW:Caiculatkans C —9 - Description R5 Query Values - --- - — -- — M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k-ft 0.00 k-ft 4.67 k 0.00 k 0.00 k 0.0000 in 0.0000 in 0.0000 in uA YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:02AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 PHONE: (760) 360-5770 Scope Rev: 550400 User: KW-0601715, verSS.o, 25-Sep-7001 --- - - - General Timber Beam Page 1 (01983.2001 ENERCALC Englnaerin Software C r am fil@S�eC^Gd50 eOW; CU atip Description R6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Center Span 8.50 ft ...Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .. ..Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads #1 DL @ Left 459.00 #/ft LL @ Left 216.00 #/ft Start Loc 0.000 ft DL @ Right 459.00 #/ft LL @ Right 216.00 #/ft End Loc 1.500 ft #2 DL @ Left 34.00 #/ft LL @ Left 16.00 #/ft Start Loc 1.500 ft DL @ Right 34.00 #/ft LL @ Right 16.00 #/ft End Loc 8.500 ft Point Loads Dead Load 1-564.0 ibs Ibs Ibs Ibs Ibs lbs Ibs Live Load 736.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 1.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary iMORMId Beam Design OK Span= 8.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.675 : 1 Maximum Moment 3.8 k-ft Maximum Shear* 1.5 4.5 k Allowable 17.0 k-ft Allowable 6.7 k Max. Positive Moment 3.75 k-ft at 1.496 ft Shear: @ Lett 3.02 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.76 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.037 in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 371.51 psi fv 71.74 psi Left DL 2.08 k Max 3.02 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.54 k Max 0.76k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Tctal'L.oatl Deflection -0.024 in -0.035 in Deflection 0.000 in 0.000 in ...Location 3.774 ft 3.774 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,166.8 2,891.97 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1'� t , YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 77-804 WILDCAT DR. #C PALM DESERT, CA 92211 _PHONE: (760) 360-5770 Rev; 550100 User: KW-060171S. Ver 5.5.0. 25-Seo•2001 Description R6 Title: CASEY RESIDENCE Dsgnr: EAF Description Scope: General Timber Beam Job # 03-1408-96 Date: 11:02AM, 7 AUG 03 Stress Calcs - Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Re n cf Allowable fb @ Center 3.75 k-ft 26.69 in3 1,687.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.54 k 1.15 k Area Required 42.704 in2 10.794 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.02 k Bearing Length Req'd 0.880 in Max. Right Reaction 0.76 k Bearing Length Req'd 0.222 in F Query Values Page 2 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 3.02 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in ��►^ •'..>1�o Lam= �ZC I Z�010- 15(20": 24%, p 1 12 FQDH 62r- Rim flu -1 lj DL .23f°� 12 13�0� 12.5 D I.7Yo \ LL j N . rj�2`I� ��`1'llz�4�D(V1-JZ°IPiI - �'•�3D�= 2`{��lil +�b(bl•''��P�f •161, 3-71,P' w �e(�I11- 32 4-77t,� Al2 �, 3 �1� Y .Vi LLR= �ao� 00 Slz I. �.=•- ..�. •lt-�'� =r.==- ..LNG- '!G-iNE==1NC-==-`JIG�� 4 1 1 --xa r ---A. ti 3C-360^ J� � ox YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 4:0513M, 11 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rev: 550100 user: KW-060171S, Ver5.5.9, 25-Sep-2001 Multi -Span Timber Beam Page ft1 01983.2001 ENERCALC Erkaineerine Soware rp ram �ii a sey. @C t Description R11 General Information Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Span ft 14.50 6.50 Timber Section 5.125x12.0 5.125x12.0 Beam Width ini 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads Live Load Used This Span ? Yes Yes Dead Load #/h 243.00 243.00 Live Load gift 172.00 172.00 Point#1 Dead Load Ibs 2,341.00 Live Load Ibs 1,656.00 @ X ft 6.500 Results Mmax @ Cntr in-k 218.4 0_0 [r X = ft 6.48 6.50 Max @ Left End in-k 0.0 -184.5 Max @ Right End in-k -184.5 0.0 fb : Actual psi 1,775.3 1,500.1 Fb : Allowable psi 2,400.0 2,400.0 Bending OK Bending OK Shear @ Left k 4.15 3.71 Shear @ Right It 5.86 1.02 fv : Actual psi 132.2 80.5 Fv : Allowable psi 190.0 190.0 i Shear OK Shear OK Reactions & Deflection - -- - DL @ Left kl 2.4 ....�-rasr_--=werrr+isrrr�n�warmir®rraoa�ar�nv-ra�orrr=^�- -- 5.61 LL @ Left k; 1.72 3.97 Total @ Left k' 4.15 9.58 DL @ Right k 5.61 -0.60 LL @ Right k 3.97 -0.42 Total @ Right k 9.58 -1.02 Max. Deflection in -0.379 0.042 @ X = ft 6.57 2.60 Query Values cation ft, 0.00 0.00 Moment in-k 0.0 -184.5 Shear k 4.2 3.7 Deflection in 00000 0.0000 �CS YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:02AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 ReV: 550100 user: Kw-0601715, Ver 5.5.0. 25-Sep.-zoal Multi -Span Timber Beam Page 1 _Id1983.2001 EAIERCALC Eng1mwIng_Software_ -__ CW10oram fEJ_P5�ffl-=05eY.eG. W:CaICUIatIon5 Description R12 General Information Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Span ft 12.00 12.50 Timber Section 5.125x12.0 5.125x12.0 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Glul-am GluLam Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 529.00 477.00 Live Load #/ft 376.00 306.00 Start ft End ft 6.000 11.000 Dead Load @ Left #/ft 477.00 108.00 Dead Load @ Right flit 477.00 108.00 Live Load @ Left #Ift 306.00 32.00 Live Load @ Right #itt 306.00 32.00 Start ft 6.000 11.000 End fti 12.000 12.500 Results Mmax @ Cntr in-k i 105.9 99.2 @ X = ft 4.40 7.67 Max @ Left End fn-k 0.0 -179.9 Max @ Right End in-k -179.9 0.0 fb : Actual psi 1,462.7 1,462.7 Fb : Allowable psi 2,400.0 2,400.0 Bending OK Bending OK Shear @ Left k 4.00 6.04 Shear @ Right k 6.13 2.79 fv : Actual psi 129.7 128.1 Fv : Allowable psi 190.0 190.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 2.34 737 LL @ Left k 1.66 4.80 Total @ Left k 4.00 12.17 DL @ Right k 7.37 1.74 LL @ Right k 4.80 1.05 Total @ Right k 12.17 2.79 Max. Deflection in -0.126 -0.129 @X= ft 5.04 7.17 Query Values Location ft, 0.00 0.00 Moment in-k, 0.0 -179.9 Shear k 4.0 6.0 Deflection in 0.0000 0.0000 YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:27AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rem: sso100 User: KW-0601715, Ver53,0, 25-Sep-2001 Multi -Span Timber Beam Page 1 _ (01983.2001 ENFRCALC Englneering Software _C;1pcog ram-flles\ec cASe�LECW;raicu.latl0n5 Description R13 General Information Douglas Fir, 24F - V8 Spans Considered Continuous Over Support Timber Member Information_ Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Fv : Basic Allow 190.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Description Span ft 10.00 13.00 Timber Section 5.12Sx12.0 5.125x12.0 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads Live Load Used This Span ? Yes Yes Dead Load #Ift 108.00 Live Load # ft 32.00 Dead Load #/ft 108.00 Live Load #/ft 32.00 Start ft End ft l 10.000 3.000 Dead Load @ Left #/ft 313.00 Dead Load @ Right #/ft' 313.00 Live Load @ Left #/ft 152.00 Live Load @ Right #/ft 152.00 Start ft 3.000 End ft 10.000 13.000 Point #1 Dead Load lbs 829.00 Live Load Ibs 512.00 @ X ft 5.000 Results Mmax @ Cntr in-k 20.7 7 7 @ X = ft 4.93 7.89 Max @ Left End in-k 0.0 -81.1 Max @ Right End in-k -81.1 0.0 fb : Actual psi 659.5 659.5 Fb : Allowable psi 2,400.0 2,400.0 Bending OK Bending OK Shear @ Left k 0.69 2.68 Shear @ Right k 2.05 2.39 fv : Actual psi 46.5 62.1 Fv : Allowable psi 190.0 190.0 Shear OK Shear OK Reactions & Deflection - =�5Y116�3►i�iF�'-'' =--- DL @ Left --�-gt3`n k �i--- 0.50 _-.-.a.L. .Si:C'TL.fi' +iv;i.....��ti3�i[Fiai':rw:w �'4•ilv.6�ii: ia�.=a.<F.-w��»u. - -':3 �a w.. 1?6 LL @ Left k 0.20 1.47 Total @ Left k 0.69 4.73 DL @ Right k 3.26 1.61 LL @ Right k 1.47 0.78 Total @ Right k 4.73 2.39 Max. Deflection in -0.008 -0.115 @ X = ft 3.33 7.28 Query Values Location ft 0.00 0 00 Moment in-k 0.0 -81.1 Shear k 0.7 2.7 Deflection in 0.0000 0.0000 �, ' Fc�===cam°=;•lG�. �, _(A) = h-'7 Un- 12 4 Us=E 6x $ z� p. . T _ 1� DL � . Ilse Il,or•. • _� tP FROG x Nt Po5- USE $ US � �+-9C-360— -max SC=60=•11� YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:27AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope PHONE: (760) 360-5770 Rev: 5501o0 User, KW-0501715, Ver5,5.0, 25-Sep-2001 General Timber Beam Page 1 Id11983.2001_ENERCALC Englneerirsg Software PLpnggram ffLe_lwc r. $ y,.EG±rJ;C�lcula.t1.0n5_ Description R16 _General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 7,00ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi FUII Length Uniform Loads r Center DL 177.00 #/ft LL 16.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads >< Dead Load 829.0 Ibs Ibs Ibs Ibs lbss Ibs lbs Live Load 512.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 3.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0 000 ft 0.000 ft Beam Design OK ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin 7MFaxStress Ratio 0.495 ; 1 Maximum Moment 3.6 k-ft Maximum Shear* 1.5 2.1 k Allowable 7.3 k-ft Allowable 4.4 k Max. Positive Moment 3.59 k-ft at 3.500 ft Shear: @ Left 1.38 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.38 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.099 in Max. M allow 7.25 Reactions... @ Right 0.000 in fb 835.15 psi fv 50.19 psi Left DL 1.07 k Max 1.38 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.07 k Max 1.38 k Deflections - ------- --- - - _-- -- Center Span... Dead Load Total Load Left Cantilever... __ Dead Load _ w Total Load Deflection -0.066 in -0.089 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,278.6 944.64 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.099 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in G YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:27AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rev: 550100 user: Kw•0E01715, uer5.5.0. 25-Sep-2001 General Timber Beam Page 2 _(019H3 2001 ENERCALC Engineering Software _ __ •�nrntrram f'r€g5 p` �$ y. �Yy.�, .GLIIatIQr15 Description R16 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.59 k-ft 25.52 in3 1,687.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.07 k Area Required 19.484 in2 19.484 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.38 k Bearing Length Req'd 0.401 in Max. Right Reaction 1.38 k Bearing Length Req'd 0.401 in Query Values �+ M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.38 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in dO YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:02AM, 7 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope _PHONE: (760) 360-5770 Rev: 55p7 QO wer:KW-0601715,Ver5.5.a,25-Sep-2a01 General Timber Beam Page 1 _W1983-2001 ENERCALC Englneerlriy Software Rra fleslectasev-ecw:Calculations Description R24 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 143.00 #/ft LL 16.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 410.016s 410.0 Ilbs lbs lbs Live Load 256.0 lbs 256.0 lbs lbs lbs ...distance 3.000 ft 7.000 ft 0.000 ft 0.000 ft Summary Span= 10.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.566 : 1 lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft Beam Design OK Maximum Moment 4.1 k-ft Maximum Shear 1.5 2.3 k Allowable 7.3 k-ft Allowable 4.4 k Max. Positive Moment 4.11 k-ft at 5.000 ft Shear: @ Left 1.51 k Max. Negative Moment 0.00 k-ft at 10.000 ft @ Right 1.51 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.280 in Max. M allow 7.25 Reactions... @ Right 0.000 in fb 955.87 psi fv 54.90 psi Left DL 1.17 k Max 1.51 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.17 k Max 1.51 k Deflections ^' Center Span... Dead Loaa Total Load Left Cantilever... Dead Load Total Load Deflection -0.187 in -0.245 in Deflection 0.000 in 0.000 in ...Location 5.000 ft 5.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 642.9 488.85 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.280 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 77-804 WILDCAT DR. #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 ReV S50100 User: KW-06017IS. ver 5.SA. 25.5ep-2tl61 td1983-2001 ENERCALC Engineering Software Description R24 Title: CASEY RESIDENCE Dsgnr: EAF Description Scope: General Timber Beam Job # 03-1408-96 Date: 11:02AM, 7 AUG 03 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Page 2 Max Moment Sxx Req'd Allowable fb @ Center 4.11 k-ft 29.21 in3 1,687.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.26 k 2.26 k Area Required 21.313 in2 21.313 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing a@ Supports Max. Left Reaction 1.51 k Bearing Length Req'd 0.439 in Max. Right Reaction 1.51 k Bearing Length Req'd 0.439 in Query Values v M, V, & D a@ Specified Locations Moment y Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.51 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in v: 566100 er: KW-0601715, Ver 5.6.1, 25-Oct-2002 1983-2002 ENE RCALC Engineerfnq Se Description R28 Title: CASEY RESIDENCE Job # 03-1408-96 Dsgnr: EAF Date: 8:16AM, 11 DEC 03 Description : Scope : General Timber Beam Page 1 rest d e n ce.tim, ca I cuiatl O n s General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x6 Center Span 4.50ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Full Length. Uniform Loads Center DL 180.00 #/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4,50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.359 : 1 Maximum Moment 1.1 k-ft Maximum Shear* 1.5 1.2 k Allowable 3.9 k-ft Allowable 3.2 k Max. Positive Moment 1.08 k-ft at 2.250 ft Shear: @ Left 0.96 k Max. Negative Moment 0.00 k-ft at 4.500 ft @ Right 0.96 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.021 in Max. M allow 3.90 Reactions... @ Right 0.000 in fb 467.90 psi fv 38.13 psi Left DL 0.42 k Max 0.96 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.42 k Max 0.96 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.032 in Deflection 0.000 in 0.000 in ...Location 2.250 ft 2.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 3,815.8 1,671.82 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.021 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs _ _ --�ILz!'?�ml�•�61A�+�". Bending Analysis �.x.Z r'.�= -_ -,F�.f:.^�F£-S.'�.'.YuF5A2niflalx:C".-.-_ «:-�i�-i-�-1�SM1iar "=:4�-JHC.cNi. Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0 000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.08 k-ft 7.69 in3 1,687.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.15 k 1.15 k Area Required 10.854 in2 10.854 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.96 k Bearing Length Req'd 0.280 in Max. Right Reaction 0.96 k Bearing Length Req'd 0.280 in , 1,A Title: CASEY RESIDENCE Job # 03-1408-96 Dsgnr: EAF Date: 8:16AM, 11 DEC 03 Description : Scope: keV: 560100 - --- User; KW0601715. Ver 5.6.1, 25-0ct.2002 General Timber Beam Page 2 (c)19SS-2002_ENERCAU EngiRger Software C.wr-55\ca9eV residence.ecw:calcuEatidns Description R28 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.96 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 3:42PM, 11 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rev: 559100 User: KW-0601715, Ver5.5-0, 25-Sep-2001 Square Footing Design Page 1 (c)1983.2001 ENERCALC Engineering software _ C' r am file C� a5 8CW' lat ❑ S , Description F2 PAD FOOTING General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 5.25..0 k Footing Dimension 2.000 ft Live Load 0.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.250 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.688 in As to USE per foot of Width 0.146 in2 200/Fy 0.0033 Total As Req'd 0.292 in2 As Req'd by Analysis 0.0000 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % Summary Footing OK 2.00ft square x 12.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,457.50 psf Vu : Actual One -Way 0.00 psi Allow Static Soil Pressure 1,500.00 psf Vn'Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,457.50 psf Vu : Actual Two -Way 2.92 psi Allow Short Term Soil Pressure 1,875.00 psf Vn'Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.26 k-ft / ft 2 # 4's 1 # 5's 1 # 6's Mn "Phi :Capacity 22.20 k-ft / ft 1 # 7's 1 # 8's 1 # 9's 1 # 10's YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 3:42PM, 11 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope PHONE: (760) 360-5770 Rev: s5d100 User. KW-0601715, Ver5S:0, 25-Sep-2001 Square Footing Design Page 1 [Cf19B3.2001 MERCALC En lneering 50frWare _ 0 ro ra a ec X 1 I .U115 Description F3 PAD FOOTING General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dead Load 12.000 k Footing Dimension 3.000 ft Live Load 0.000 k Thickness 12.00 in ShortTerm Load 0.000 k # of Bars 4 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.250 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.688 in As to USE per foot of Width 0.146 in2 200/Fy 0.0033 Total As Req'd 0.438 in2 As Req'd by Analysis 0.0003 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % Summary i;j Footing OK 3.00ft square x 12.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,478.33 psf Vu : Actual One -Way Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One -Way Max. Short Term Soil Pressure 1,478.33 psf Vu : Actual Two -Way Allow Short Term Soil Pressure 1,875.00 psf Vn*Phi : Allow Two -Way Mu Actual 1.03 k-ft / ft Alternate Rebar Selections... :3 # 4's 2 # 5's Mn * Phi : Capacity 15.25 k-ft / ft 1 # 7's 1 # 8's 5.48 psi 85.00 psi 17.35 psi 170.00 psi 1 # 6's 1 # 9's 1 # 10's YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 3:42PM, 11 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rev:550100 User: XW0601715,Ver5.5.0,25-Sep-2001 Square Footing Design Page 1 (rJ1933.2001 ENERCALC Engineering Software - - , c:lpro9Drn file.ft;Ygq ey.ei;mcaICu[atiQnsl Description F4 PAD FOOTING General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements i _ _ Dead Load 21 10 ] Footing Dimension 4.000 ft Live Load 0.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.250 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.688 in As to USE per foot of Width 0.146 in2 200/Fy 0.0033 Total As Req'd 0.584 in2 As Req'd by Analysis 0.0006 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % 4.00ft square x 12.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,488.75 psf Allow Static Soil Pressure 1,500.00 psf Max. Short Term Soil Pressure 1,488.75 psf Allow Short Term Soil Pressure 1,875.00 psf Mu :Actual 2.34 k-ft / ft Mn " Phi: Capacity 11.61 k-ft / ft Vu : Actual One -Way Vn"Phi : Allow One -Way Footing OK 15.52 psi 85.00 psi Vu : Actual Two -Way 37.77 psi Vn"Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections.. 3 # 4's 2 # 5's 2 # 6's 1 # Ts 1 # 8's 1 # 9's 1 # 10's YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 3:42PM, 11 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Rev: 550100 User_ KW-0601715, verS.S.0, 25-Sep-2001 Square Footing Design Page 1 IG1983.2001 ENERCALC Engineerin2fi SOware _ _ __ C,;�p�Q fdm fiJ,�S C�CdS@Y,.�.CW;G.dICGIdtI0115 Description F6 PAD FOOTING General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ft Dead Load 46.000 k Footing Dimension 6.000 ft Live Load 0.000 k Thickness 18.00 in ShortTerm Load 0.000 k # of Bars 7 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,500.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Reinforcing �:; Rebar Requirement Actual Rebar "d" depth used 14.688 in As to USE per foot of Width 0.247 in2 200/Fy 0.0033 Total As Req'd 1.481 in2 As Req'd by Analysis 0.0006 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % Summary Footing OK 6.00ft square x 18.Oin thick with 7- #5 bars Max. Static Soil Pressure 1,495.28 psf Vu : Actual One -Way 15.16 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,495.28 psf Vu : Actual Two -Way 41.46 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu :Actual 6.54 k-ft / ft g # 4's 5 # 5's 4 # 6's Mn *Phi :Capacity 23.21 k-ft / ft 3 # Ts 2 # 8's 2 # 9's 2 # 10's YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 4:19PM, 11 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 Reu: SSo1oo - User: Kw-0691715. Ver5.5.0, 25-Sep-2001 General Footing Analysis & Design Page 1 (01963.2001 ENERCALC Engfneerint software C.''• r4 ram fie nca5e a w•Calcu a io s Description PAD FOOTING FOR MASONRY FIREPLACE _General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.250 Width along X-X Axis 11.000 ft Seismic Zone 4 Length along Y-Y Axis 7.000 ft Footing Thickness 18.00 in Live &Short Term Combined Col Dim. Along X-X Axis 0.00 in fc 2,500.0 psi Col Dim. Along Y-Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Overburden Weight 0.00 psf Min Steel % Rebar Center To Edge Distance 0.0014 3.50 in Loads Applied Vertical Load... Dead Load 51.000 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in ShortTerm Load k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term S Summary a 11.00ft x 7.00ft Footing, Max Soil Pressure Allowable 'X Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio 'Footing Design Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST 879.8 879.8 psf 1,500.0 1,875.0 psf 0.000 in 0.000 in 0.000 in 0.000 in No Overturning No Overturning 1.500 :1 Footing Design OK Actual Allowable Max Mu 14.025 k-ft per ft Required Steel Area 0.291 in2 per ft Shear Stresses.... Vu Vn * Phi 1-Way 22.155 85.000 psi 2-Way 83.551 170.000 psi Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two -Way Shear 83.55 psi 83.55 psi 53.71 psi 170.00 psi One -Way Shears... Vu @ Left 22.15 psi 22.15 psi 14.24 psi 85.00 psi Vu @ Right 22.15 psi 22.15 psi 14.24 psi 85.00 psi Vu @ Top 12.51 psi 12.51 psi 8.04 psi 85.00 psi Vu @ Bottom 12.51 psi 12.51 psi 8.04 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reg'd� Mu @ Left 14.02 k-ft 14.02 k-ft 9.02 k-ft 74.1 psi 0.29 in2 per ft Mu @ Right 14.03 k-ft 14.03 k-ft 9.02 k-ft 74.1 psi 0.29 in2 per ft Mu @ Top 5.68 k-ft 5.68 k-ft 3.65 k-ft 30.0 psi 0.24 in2 per ft Mu @ Bottom 5.68 k-ft 5.68 k-ft 3.65 k-ft 30.0 psi 0.24 in2 per ft YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 77-804 WILDCAT DR. #C PALM DESERT, CA 92211 PHONE: (760) 360-5770 Rev: 550100 User: KW-DE01715,Ver5.5.0.25-Sep-2001 General Footing Analysis & Design (r)1993-2001 ENERCALC Englne qng Software Title: CASEY RESIDENCE Dsgnr: EAF Description Scope: Description PAD FOOTING FOR MASONRY FIREPLACE Job # 03-1408-96 Date: 4:19PM, 11 AUG 03 Page 2 Soil Pressure Summary im Service Load Soil Pressures Left Right Top Bottom DL + LL 879.84 879.84 879.84 879.84 psf DL + LL + ST 879.84 879.84 879.84 879.84 psf Factored Load Soil Pressures ACI Eq. 9-1 1,231.77 1,231.77 1,231,77 1,231.77 psf ACI Eq. 9-2 1,231.77 1,231.77 1,231,77 1,231.77 psf ACI Eq. 9-3 791.85 791.85 791.85 791.85 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST " 1.100 Jc 11111111111111110 Active Fault Near -source Zones Q-34 This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T Q-34 California Department of Conservation Division of Mines and Geology hbk25A__ LEGEND See expanded legend and index map Shaded zones are within 2 km of known seismic sources. A fault i B fault u Contours of closest horizontal distance to known seismic sources. ----------------- 5 km --------------------------- 10 km -------------- 15km 5 10 Kilometers 1/4" is approximately equal to 1 km August, 1997 ):q gSL Q•i1s 5 S�15M4C Gov�Ra�� I,oPD� A.- t- 3 3 i} 2,Sp1-F V4 18P,f, � L �53�� S,2- �) .� �2 d j f-ira-, 5111%) vj,:abQ f I,ls - 1,-2 p f l3;' M1 ,io5P,fti i v IC Wd�I�bPrf �-r• a� 1 -r_� a i21 893 S'�s) y y \)5:12o rJ 5.,�, _ w �x.bSJ o "_ 11�i 1 / T �Z NJ� -- � `20�% u� (33oSwl �3�b5 �l (25�E ul 3 r T T � 1• 1� r � US a. s- v r 7 - T 3 s � y ^ 3 �.. c s a 'r n " n3 T �V+ O r 3 r � 3 r-- Young Engineering Services 77804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE:760-360-5770 DEFINITIONS & FORMULAS FOR DIAPHRAGM LOAD CALCULATION SHEETS: Job No Sheet No. -of - Calculated Sy 8/8/2003 LEVEL= LEVEL UNDER CONSIDERATION DL (a)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (a) DL (b)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (b) DL EXTERIOR WALL= DEAD LOAD OF EXTERIOR WALL DL PARTITION WALL= DEAD LOAD OF PARTITION WALL BASE SHEAR COEFFICIENT= COEFF. FROM CBC EQ. 30.4 THRU 30-7 OR 30-11 AS APPLICABLE SEISMIC COEFFICIENT= RHO X BASE SHEAR COEFF/1.4 FOR WORKING STRESS DESIGN (RHO)= REDUNDANCY FACTOR STORY %F= PERCENTAGE OF STORY FORCE DISTRIBUTED TO THIS LEVEL SEISMIC COEFF.X %F= RHO X BASE SHEAR/1.4 X %F /100 SIMPLIFIED BASE SHEAR= TOGGLE Y/N IF SIMPLIFIED METHOD IS USED NOTE THAT IF USED %F=100 R=VALUE FRONT TABLE 16-N WIND PRESSURE= WIND VALUE APPLIED TO STRUCTURE FOR WIND CASE LINE = LINE OF RESISTANCE TO SEISMIC OR WIND LOADS JOINT= SUPPORT TYPE AT LINE OF RESISTANCE. Y INDICATES PINNED SUPPORT VALUES FROM LEFT AND RIGHT ADD C INDICATES CANTILEVERED ALL SHEAR GOES TO THIS SUPPORT WITH FAR END SHEAR 0 N INDICATES INTERNAL PIN AT SUPPORT VALUES DO NOT ADD TO LEFT OR RIGHT OFLINE L/W = DIAPHRAGM LENGTH DIVIDED BY WIDTH FOR CHECKING L/W<4.0 Hd= HEIGHT OF DIAPHRAGM BETWEEN LINES Hr=HEIGHT OF ROOF ABOVE Hd BETWEEN LINES Lr (a)= LENGTH OF ROOF FOR ROOF LOAD TYPE (a) IN THIS DIAPHRAGM STRIP Lr (b)= LENGTH OF ROOF FOR ROOF LOAD TYPE (b) IN THIS DIAPHRAGM STRIP No. ext.=NUMBER OF EXTERIOR WALL IN THIS DIAPHRAGM STRIP No. ext.=NUMBER OF INTERIOR WALL IN THIS DIAPHRAGM STRIP H ext.=HEIGHT OF EXTERIOR WALLS H Int.=HEIGHT OF EXTERIOR WALLS L= LENGTH OF DIAPHRAGM BETWEEN LINES OF RESISTANCE Ldr= LENGTH OF DIAPHRAGM JUST RIGHT OF LINE OF RESISTANCE LdI=LENGTH OF DIAPHRAGM JUST LEFT OF LINE OF RESISTANCE Ps= WEIGHT OF SEISMIC POINT LOAD IN DIAPHRAGM - WEIGHT IS MULTIPLIED BY SEISMIC COEFFICIENT X %F X= LOCATION OF SEISMIC POINT LOAD IN DIAPHRAGM FROM LEFT LINE OF RESISTANE Was= ADDITIONAL WEIGHT TO BE ADDED TO DIAPHRAGM SEISMIC STRIP LOAD FOR VENEER ETC. WEIGHT IS MULTIPLIED BY SEISMIC COEFF. X %F Ws= SEISMIC STRIP LOAD Ww= WIND STRIP LOAD vrW= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO WIND=Vrw/Ldr viw= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO WIND=VIw/LdI vrs= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO SEISMIC=Vrs/Ldr vls= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO SEISMIC=VIs/LdI Vrw= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO WIND VIw= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO WIND Vrs= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO SEISMIC VIs= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO SEISMIC Vw= TOTAL WIND LOAD ON LINE =Vrw+VIw Vs= TOTAL SEISMIC LOAD ON LINE=Vrs+VIs (T=C)w=CHORD FORCE DUE TO WIND= Ww(L2)/8Ldr IF SIMPLE, Ww(L2)/8Ldr IF CANT (T=Ms=CHORD FORCE DUE TO SEISMIC =Ws(L2)/8Ldr IF SIMPLE,Ww(L2)/8Ldr IF CANT 1 CASEY LATERAL.xIs Young Engineering Services 77604 WILDCAT DR. PALM DESERT, CA. 92211 P H ON E:760-360-5770 DEFINITIONS & FORMULAS FOR SHEAR WALL SHEETS: Job No Sheet No. -of - Calculated By 8/8/2003 h= SHEAR WALL HEIGHT b=SHEAR WALL WIDTH 1P= ONE POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES 2P= TWO POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES C= CORNER- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT CORNERS ARE USED 1= INTERIOR- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT NON -CORNER CONDITION ARE USED X= LOCATION OF QUERY DRAG LOAD DOO= DRAG FORCE AT LOCATION X PER ABOVE DI=DRAG LOAD AT LEFT OF WALL Or=DRAG LOAD AT RIGHT OF WALL (T = C)w = UPLIFT VALUE FROM WIND CASE AT TOP OF WALL FROM SHEAR WALL ABOVE (T = CIS = UPLIFT VALUE FROM SEISMIC CASE AT TOP OF WALL FROM SHEAR WALL ABOVE S=REFERS TO SEISMIC CASE W =REFERS TO WIND CASE Vs=ADDITIONAL SEISMIC LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vw=ADDITIONAL WIND LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vmax= MAX SHEAR (SEISMIC IF S--WIND IF W) ALONG LINE DUE TO DIAPHRAGM LOADS VmIn=MIN SHEAR (OPPOSITE CASE TO Vmax) ALONG LINE DUE TO DIAPHRAGM LOADS LINE CASE= WIND OR SEISMIC CASE FOR DIAPHRAGM LOADS ONLY GOV CASE = WIND OR SEISMIC GOVERNING CASE FOR ALL LOADS APPLIED TO THE LINE Vgov= MAX SHEAR ON LINE USED FOR DESIGN OF SHEAR WALLS h/b= HEIGTH TO WIDTH RATIO FOR SHEAR PANEL vU= WALL UNIT SHEAR= MAX OF WIND OR SEISMIC V90V/ b tot NOTE THAT FOR SEISMIC CASE WALL SELF WEIGHT X SEISMIC COEFF X %F IS USED FOR BOTH SEISMIC UNIT SHEAR AND OVERTURNING (T=C) GOV= MAX OF WIND OR SEISMIC UPLIFT GENERATED FROM THE FOLLOWING: IT = CIS = (Mots-.9MdU/b IT = C)W = (Motw-.667MtlD/b A.B. SPACING IS BASED ON THE FOLLOWING TABLE FOR SHEAR WALLS ON GRADE WITH A MAXIMUM SPACING OF 4 FT, FOUNDATION BOLTS A.B. SIZE FULL CAP. FULL CAP. 2X 3X 0.62S 973 1109 1 1SS7 2838 ALL A.B. SPACINGS ARE PREDICATED ON THE PANEL CAPACITY NOT ACTUAL SHEAR IN THE WALL 2 CASEY LATERAL.xls Young Engineering Services Job No 77804 WILDCAT DR. Sheet No. of PALM DESERT, CA. 92211 Calculated By PHONE:760-360-5770 8/8/2003 DEFINITIONS & FORMULAS FOR INPUT OF LINE DATA AND SHEAR WALLS: (LEFT DIAPHRAGM 'RIGHT DIAPHRAGM x a a ¢ ¢ o x a d ¢ LL _x O U! F 2 ate+ ate+in C C x x P1 at X1 P2 at X2 a, x x x P 1 LINE DATUM=0 AT FURTHEST DIAPHRAGM OR SHEAR WALL LENGTH Wtll ,T=C T=C UPLIFT FROM WALLS ABOVE hI x IT=C) GOV v ► c N x FOR SEISMIC WALL WT. X SEISMIC COEFF. X %F 1WALL WT, E=EXTERIOR WALL 1=INTERIOR WALL V (T=C) GOV 3 CASEY LATERAL.xls Young Engineering Services 77804 WILDCAT DR. PALM DESERT, CA. 92211 P HON E:760-360-5770 WIND: WIND SEISMIC: Job No Sheet No. -of - Calculated By 8/8/2003 I ❑TCQAi 1 r%AnC -4 1 F%An rACCC 3P�D= 70 MPH EXPOSURE C METHOD 2 Ce Cq gs I q= 1.06 1.30 12.6 1.00 - 17.4 0-15 q = 1.13 1.30 12.6 1.00 = 18.5 20 q = 1. 19 1.30 12.6 1.00 = 19.5 25 q = 1.23 1.30 12.6 1.00 = 20.1 30 1.30 12.6 1.00 = 21.5 40 1997 LB.C. Na= 1.00 R= 4.50 I= 1 1:.00 Nv= 1.10 hn= Ct= 22.00 ZONE=j 4 Ca= 0.44 0.02 Z= 0.40 Cv= 0.71 T=Ct(hn)-75= 0.20 BASE SHEAR COEFFICIENT (30-4) V= (Cvl/RT)W= 0.777 W SHALL BE THIS EXCEPT (30-5) V= (2.5Cal/R)W= 0.244 W NEED NOT EXCEED (30-6) V= (.11Cal)W= 0.048 W BUT NOT LESS THAN (30-7) V= (.8ZNvI/R)W= 0.050 W BUT NOT LESS THAN IN ZONE 4 (30-11) V= (3Ca/R)W= 0.293 SIMPLIFIED STATIC (IF USED) LOAD CASES: STRENGTH DESIGN: (12-1) 1 AD (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) (12-9) D+(W OR E/1.4) * (12-10) .9D +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] * = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh ** (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 ** (12-15) D+L+W+S/2+W/2 1 <p<1.5 *" (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD STRESS INCREASE ' CASEY LATERAL.xls :Jj �' L d m z zr Lo 3 r 0 w 0_ to r D m D r X cn Z n n O < v II � II z m � II II II N W N O W A N X w� X N� X '' v � d X W N W X N N N�' X r a N r= tr 2 Ip Z 0 Z 0 i 2 � 2 Q a IO W i W N N VI Ip V1 V cc N W N - m n X r? 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W m w V< N< V v < N G V C V M rJT V m V m m m D Ov m N m `2 „VI not `2 cmo V oo V .+ m z ro m co V D T m O 3 0 O N < < m m V N V N v x v x v X v X N X N X N O r 2 2 Z z p Q d m m m O O m OtO m m" •" m 00 �A m m m m m D T m O m 0 m io o m a �o ti -1 � r n -.- n <" II II � m O m O --- N m X X v x v x X v X N r r= = z Z E 2 2 Q mD N O N N N o� N N w- N m m N N O N m N N A r Q iWo m tJ N p m N Vl UI N (ll N 'C N N t11 N X O cc X T X X L x: X N X N N r== Z 0 z 0 2 2 CL N i N N Q.m W jCD 0 d N N D m N N N 10 A N N N K r7Y X N N W W T M w W N 'N rr W tia D T w W N 70 O N w� N V Of C C W Q1 N Qf N UI Ri O� Of N m N O O m X T X T X X N X N X N r w < w D in m rn m w O H cn w w w of O t0li A a a A W A A D T A A O 3 1 O w A A 6 m W � m v1 m ti m o w o< 0 a W N N W u�i N N x N N O r 2 2 z z O O < C C r1 N VI VI UI N A D T A � O 3 S O N m O N 0 � 0 o N cn o A a =v o� zoo m CD cn N G O � r W C7 O D to C � N O MEN d �J n D C0 Jm 1 r m D X cn y G n n c II II 1 T II � II II X v X v X C vC X N X N X N r N r 2 2 Z Z r 2 a � w a r � w A j A O cc G X W L F X N b x 'GGri G d x W N x N N N r N r 2= d Z 0 Z 0 r i 2 O. 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N u a W m rn m A N N N A Ul p W c C X W _0 X N 'oX 2r t r2 w X w N X N X N N O r W 2 2 z 0 z 0 2 2 O. w e7Y m N V m m D A EDD W m w w tH m A m w m m O w m G < < < w O OV tD m w O w m m 'A N A V W V A O{to x w T 'L X T N x t DI X W N W X N N N X N r O o r W 2 2 O z O z O 2 2 n c C w N a rt X ID p w w wm W W ID O w w twp O m p O `D o A 0 m w m o D B o m o O O � GA a <A A 2r A O p 0 0 p 0 0 0 w O A p O w ID 6 � m O m < o uVi p X N X T X N N r= 2 z O z O r 2 2 a U A O O m vO m p O V p 0 0 o C M(D a O A O A n D m Ap tmD A O O .^ A A A� D A A A � a H O O J V'� 10 O r IVII y�—j r A 00 A C., z m II II N m w m rn w A N m w m O� n< O w w � -- O O O. m W W N p o NW W� !�D m V i m V W W n W W A w m .� D � W p `2 W a r w W X T X v XC X N X V x N O r 2 2 z 0 z 0 2 S a w n tD ID = d a s ''O � w N W r+ A ya w n W A A W rn w w m D A A T A w a p < O G N < N O < w O W r Lld �D tD W p O w x v X m X v : X N x T O W . O 0 0 n j N� N w w 0 w fwn D a W �!' w w n W W m m m cwri A w m D+ D O rn 01 T w m w 1 O � A m (mft �' 1AD m V of r troll (wn m O in a D7 N N r aO A N t r. v W m N rn W rn O� w w N 2r i2 W W X N N N' X N ..a r V w N r w 2 2 M z O z O r l 2 2 O. G < < < � W N N O' w V •^ � > w � � d rn rn N V O m N N owf V Ul Ol GG N W Owi N Ul O) C ro a w m T w W m w Ol V V V A m .� M T V W W m O V V W V W H O N V w V w V w V m O1 V N w m O w N N �! z N N m V w V Ih o�00 Zo m E Q _ 0) CD c o O O O D v m Ul L v N U) O s q II =1 II < lO N < O Z n n < II II m II II -Z-1 O o O cc x w T r2 X N v X v r2 d X W N W X N N N x "'� N r pal O r A 2 2 O Z 0 Z 0 r r 2 2 O, N N N ID A (all A D O [afl O O `Z N A rn A !+ Vl a !T A � K A lJ1 C� 01 rn m D loll A T rn A N rn A m N A N O � O m o rn o rn o a m rn b rn o O G O O 'O j O - O O l O. `2 V d A Va rn a rn A m n A rn A ?l V V V D 3 A 1 v O V v O V O A V v � V o a O O X O O o .ai o o •Ai a m .ai c R m m> aV V V A m W D A A a m m m m V m O 3 V 1 O < < < < m am O m W O m O A m G A m O A V O. � o X T x v x v d X w N W X N V N X ...>, N ar 1p O r A 2 2 ID Z O Z O r 2 2 O. a n W N O. m,, 5. l< O• d m A m O a m O m m O m A m lc a m r* A r* !'* a m A m A tp IaD D m a m Ip Ip A 6 m 3 A O a lap o m a 11 II II < 00 N : z r Z n_ n < II II Z m II II II m o m 0 O N O 7C O c W v N v Z O Z O r l l 2 S a m 6 9l A j D D '� T < < G A 1 O N O N N O N O A N N a N O r A D. � � m W � -0 cc X v X x v x N X N X N r a r ID O O l a N OV p IlV m N lNll N N A N O. W N O x 0 N A IJ N A N w A N N A w w O c< A N G G p O w m W N w m W rn N A w W w N � m O N 0 O X m x yX v X N X N X N o r 2 2 Z Z i 2 D D w O A � A � A w 1 O p O a A O G A O A a a A Ell A O w O. � 0 x m x v x v x v x v x N o r 2 2 z z r 7 2 D A A N A I>t A A p a a A N N D A A O N N a �l 3 n a O < N o < ual < o < val A A Vl o A A a 4^� A N I Young Engineering Services 77804 Wildcat Dr. Palm Desert,CA.92211 PH ON E:760-360-5770 Job No. Sheet No. of Calculated By 8/8/2003 DIAPHRAGM RESULTS LINE vw vs vgov W/5 LINE vw vs vgov W/5 10R 209 110 209 W 10L 66 66 66 w 11R 176 78 176 W 11L 206 108 206 W 12R 0 0 W 12L 176 78 176 W 13R 163 112 163 w 13L 0 0 W 14R 62 36 62 W 14L 196 134 196 w 15R 37 22 37 w 15L 34 20 34 W 16R 59 30 59 W 16L 32 19 32 W 17R 95 54 95 W 17L 81 41 81 w 18R 93 51 93 W 18L 105 59 105 w 19R 0 0 w 19L 93 51 93 w 1R 86 23 86 W 20L 0 0 W 20R 144 70 144 W 21L 88 42 Be W 21R 56 29 56 W 22L 59 30 59 W 22R 143 66 143 W 23L 143 66 143 w 23R 0 0 w 24L 0 0 w 24R 60 29 60 W 25L 60 29 60 w 25R 141 61 141 W 26L 254 109 254 W 26R 256 55 256 W 27L 256 55 256 w 27R 170 73 170 w 28L 45 19 45 W 28R 76 70 76 W 29L 34 31 34 W 29R 0 0 W 2L 86 23 86 w 2R 164 79 164 W 30L 0 0 w 30R 69 65 69 w 31L 69 65 69 W 31R 283 89 283 1 W 32L 283 89 283 W 32R 109 71 109 W 33L 78 51 78 W 33R 48 27 48 W 34L 46 26 46 w 34R 0 0 W 35L 0 0 w 35R 47 49 49 s 36L 47 49 49 5 36R 55 23 55 W 37L 55 23 55 W 37R 106 56 106 W 38L 109 58 109 W 38R 51 37 51 W 39L 50 37 50 W 39R 0 0 w 3L 164 79 164 W 3R 60 36 60 W 40L 0 0 W 40R 77 46 77 W 41L 79 47 79 W 41R 0 0 W 42L 0 0 W 42R 129 55 129 w 43L 129 55 129 w 43R 0 0 W 44L 0 0 W 44R 0 0 W 45L 0 0 w 451? 0 0 w 46L 0 0 w 46R 0 0 w 47L 0 0 W 47R 0 0 W 48L 0 0 W 48R 0 0 W 49L 0 0 w 4R 0 0 W 4L 60 36 60 W SR 91 23 91 w SL 0 0 W 6R 0 0 W 6L 91 23 91 W 7R 202 77 202 W 7L 0 0 W SR 0 0 W 8L 144 55 144 W 9R 66 66 66 W 9L 0 0 W IL 5 MAX v= 1 134 q � CASEY LATERAL.xls YoELTtg Engineering ervices 77804 Wildcat Dr. Palm Desert,CA.92211 PHON E:760-360-5770 LINE VALUES LINE VALUES F I Vw line Vwa v line + V Vs line I Vsa line + VI Vaov din Lq dinnh r! 1 1207 1207 328 328 1207 W 2 5472 5472 2385 2385 5472 w 3 5824 5824 2987 2987 5824 W 4 1558 1558 930 930 1558 W 5 1326 1326 332 332 1326 W 6 1326 1326 332 332 1326 W 7 2018 2018 768 768 2018 W 8 2018 2018 768 768 2018 W 9 1834 1834 1833 1833 1834 W 10 5331 5331 3669 3669 5331 W 11 6660 6660 3247 4788 8035 6660 w 12 3164 3164 1411 1411 3164 W 13 3916 1326 5242 2688 332 3020 3916 W 14 4658 1326 5984 3125 332 3457 4658 W 15 1561 1 1561 919 919 1561 W 16 2355 2355 1252 1252 2355 W 17 3634 3634 1950 1950 3634 W 18 3951 3951 2205 2205 3951 W 19 1853 1853 1025 1025 1853 w 20 2018 2018 976 976 2018 W 21 3305 3305 1635 1635 3305 w 22 3865 3865 1845 1845 3865 W 23 2578 2578 1186 1186 2578 w 24 1817 1817 882 882 1817 W 25 4362 4362 1976 1976 4362 W 26 4592 4592 1 1534 1534 4592 W 27 3744 3744 1169 1169 3744 W 28 2993 2993 1916 1916 2993 W 29 1297 1297 1187 1187 1297 w 30 2636 2636 2484 2484 2636 W 31 4898 4898 3194 3194 4898 w 32 3902 3902 1782 1782 3902 W 33 2638 2638 1634 1634 2638 w 34 998 998 563 563 998 w 35 1853 1853 1941 1941 1941 5 36 3608 3608 2663 2663 3608 w 37 5133 5133 2515 3539 6054 5133 W 38 4865 4865 2872 930 3802 4865 W 39 1467 1487 1078 1078 1487 w 40 1810 1810 1075 1075 1810 1 W 41 1810 1810 1075 1075 1810 W 42 2195 2195 930 930 2195 w 43 2195 2195 930 930 2195 W 44 0 0 0 w 4S 0 0 0 w 46 0 0 0 W 47 0 0 0 W 48 0 0 0 w I MAX I 6660 j Job No. Sheet No. of Calculated Sy 8/8/2003 CASEY LATERAL.As YgI( ng_Sainneerbw Services 77804 Wildcat Dr. Palm •Desert, CA. 92211 PHONE:760-360-5770 T 1 DIAPHRAGM DATA 5 LINE Y CA5E V MAX Sca X e 1207 1L I! SU 1R Ae SE 1 IN ADDITIONAL WNE LOADS 1207 Vsa= Vwa= Vw 1207 W DIAPHRAGM DATA S,6 LINE VCASE YMAX Sia %e 5471 2L RE 36 T� 23e3 2R 1$4 1 1E4 1 1 v W A DDITID NAL LINE LOADS 5472 Vs]= VWa� VW 5472 W 3 DIAPMRA441 DATA 8:7 LINE VCASE VMAX s[a %ei 5874 3L 76a 16A i987 60 60 2e W ApDITLONAL LINE LOADS j24 ta Vsa= Vwa= W OmPNRAOLI DATA 7 LINE v CfdE V MAX sra x en 1558 4L 60 6Q 26 B30 OR Q 0 p W ADDITIONAL LIN E IAA CIS 1558 Vsa. I VW0- VW 155e W SHEAR WALL DATA SHEAR WALLS STRONG WALL P LYWO ALT f PORTAL I 57ANI 05E SIMPSON STRONG WALL No PANELS IN LINE= 1 FORCE PER PANEL= 1207 COMMENTS SEE SHEARMAX PANEL CALCS CONVENTIONAL SHEAR WALLS STRONG WALL SHEAR WALL DATA PLYWo PLYWO ALT. PORTAL STAN ALL PLYWOOD PANELS MEET h/b RATIO No PANELS IN LINE= NA COMMENTS CONVENT[tlHAL SWEAR WRELS STRONG WALL SHEAR WALL DATA PLYWD PLTXrp ALT. PORTAL I STAN LISS SIMPSON STRONG WALL No PANELS IN LINE= 2 FORCE PER PANEL= 2912 COMMENTS 1SCkSREARMAXrALCs CONVENTIONAL SHEAR WALLS STRONG WALL SHEAR WALL ORTR PLYWO I PLYWD AL7 PORTAL f STARI J - ALL PLYWOOD PANELS MEETI:M No- PANELS IN LINE- NA COMMENTS: 15EE CANTI LEVER COLUMN CALCS NDLpOWN CIW 13 fR=CIS 1230 FORCES R=CI GOV 4S43 HO kp LDOWN HD6A 14XI SMIA PHD HOLDOWN PHDS LT-2XI SM24 CONVE NTIONAL SH EAY WALL LTTrMTr*7- HOEDOWN HTT22 R-2X4X1 SSTe24 HOLDOWN 0 PTIONS L[ON0 HOLDOWN C HA I I I I I STRAP RCOND HDLDOWN 1 HPAM022-7P 14XI I I I I H43LIJOVVN FORCES R=CI COV. HD HOLDOWN PHO HOEDOWN CONVENTIONAL SHEAR WALL HOLDOWN OPTION; LTT7MTT/HT' HOLDOWN LCOND. HOLDOWN I STRAP R—Nn u.,�nnwu WALL A80VE HQL09WN PORCFS rr=clw R. na R=C]GOV. 9472 4864 9472 9472 aee4 9472 H❑ HpEOOWN HOSQR La%13STai4 HDs0A14X1 SM34 PHD HOLDOWN NA NA LuNVkNnONAL SHEAR WALL 1TT H(TLQOWN RA NA HOEDOWN OPTIONS SERAP LCOND. HOLDOWN ➢ CONp. HOEDOWN C NA 1 NA 1 NA I NA CIW (T=CJS FORCES I Hp I IONAL SHEAR WALL HOLDOWN OPTIO195 rT/M17MTr STRAP HOLDOWN LCOND. HOLDOWN RCOND HOLDOWN Job No Sheet No of Calculated By Date E/812003 (1) - Shear Walls CASEY LATERAL xIs Dwag Engineering Services 7,7804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 Job No Sheet No of Calculated By Date 8/8/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 1 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No VgoV Mr LEFT Mr RIGHT Mr MIN Mrr=Clw H MrT=Cls H VWH VSH Mot W MOTS MOr W-2/3M Mot Sw9Mr Mnet 9ay. fT=C)W f(=CIs 27 1187 918 918 918 14241 4518 14241 451E 13629 3691 13629 4543 1230 1 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE = 2 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No VgoV Mr LEFT Mr RIGHT Mr MIN M(T=C1W H M(T=C)s H VWH VSH Mot W MOTS I'AotW.Z,3MI Moi S-.9Mr Mner gov. fT=C)w (T=C)S I RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT _LINE- 3 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No, VgoV Mr LEFT Mr RIGHT Mr MIN MR=C)W H MR=C)s H VwH VSH Mot W Mot S Mat W-2/3M Mot S-.9Mr ov. (T=CIw (T=C)s 38 2893 765 765 765 28927 15280 28927 152B0 28417 14592 7 9472 4864 39 2893 765 765 765 28927 15280 28927 15290 28417 14592 j2a417 9472 4864 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 4 WALLABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SE15M1C WIND SEISMIC WALL No V4ov Mr LEFT Mr RIGHT Mr MIN MIT =C)W H M(T=Cls H VWH VsH Mot W MOTS MOC Ws2/3M Mot S.9Mr Mnet gov (T=c)w rT=CIs (2) - Shear Walls CASEY LATERAL,xIs Young n i sera' 77804 Wildcat Dr, Palm'Desert, CA. 92211 PHONE:760-360-5770 Job No. Sheet No. of Calculated By Date 8Ia1200 a CONVENTIONAL SHEAR WALLS STRONG WALI DIAPHRAGM DATA SHEAR WAIL DATA PLYWD PLVWO ALI. PORTAL STAR 7A LINE CASE VMAX 1La %end LC WAILM0.1 D I n jiXTANT1 w 11 1 XT P'. I X2 W' hrE Sin_ ]SIDES 13w 5L 0 '❑ 0 I Q F f7 WALL 332 SR 9T L 91 15 15 F 17 W ADDITION A L 0 N E LOADS E 17 1326 VSa- Vwsr E 17 VW E L 17 132E E 17 W TOTAL ALL PLYWOOD PANELS MEET Kvb RATIO No. PANELS IN LINE= NA COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL B DIAPHRAGM DATA SNEAD WALL pATA PLYWD PLYyyp AL7 PORTAL STAN 74 LINE V CASE Y MA% sv X eP0 LO WALL NO. b h ExT_1N7 w P1 %1 P2 X2 Wi Din 4V 1 SIDE 2 S1DL5 WALL 376 EL 91 91 I75 15 E 17 332 6R 0 1 ❑ I I 0 p E 17 W AOOITIQNAL LINE LUAUS 17 32E Vsa- VWa= Vw 5EE 1326 17 W TOTAL ALLPLYWOOD PANELS MEET h/b RATIO Na PANELS IN LINE= NA OOMMENTS: tONVENTIDRAL SHEAR WALLS STRONG WALL 7 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT PORTAL STANL 3 LINE V CASE v MA% uaf Xend LO WALL NO. b h E7LTANT. w P1 X1 P2 X2 WC. Nb vu 1 SIDE 2 SIDES WALL 201E 7L 0 0 0 0 29 ❑_67 12.00 E 17 449 74: 768 7R 2O2 202 1O 1❑ E 17 SW32X w ADDITIONAL ONE La&,05 E 17 2❑18 Vsa= 'VWa= E ,7 VW 2018 E 17 �- I M17 W TOTAL 2.7Y USE SIM PSOH STRONG WALL NO PANELSIN NNE= 1 FORCE PER PANEL= 2018 COMMENTS: ISE E SHRARMAX CALCS CONVENTIONAL SHEAR WALLS STRONG WALL 11 DIAPHRAGM OATR SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STAND 3 LINE V CASE V MA% sta X EDtl Ld WALLUO. O n ExTAHT. w P1 Xt P2 X2. WL V VO 1 SIDE 2 SHIES WALL 2011 6L 144 141 74 74 E 77 766 BR I ❑ O 0 0I E 17 W ADDITIONAL LINE LOADS E 1T 201a Vsa= Vwa= E 17 Vw E 17 201R 11 E 17 W TOTAL NO PANELS IN LINE= NA GC361MpwT ALL PLYWOOD PANELS MEET1vb RATIO WALL ABOVE I HOLDOWN FORCES HD PH, C1w Rr QS R=Gw C[=G17 R=CIGOVI HOLDOWN HOLDOWN HOLDOWN OPTION5 STRAP L. CONO HOLDOWN R COND HOEDOWN WALL ABOVE :Ow fT=CIS HOLDOWN FORCES lT=CIW R.L1s IT=CIOQV. HD Ho LDOWN PHD HOLDOWN SONVENTIONAL SHEAR WALL HOEDOWN OPTIONS LTTM1-r/iTT HOLDnWN LCOND. HOEDOWN STRAP RCOND. HOLDOWN L I I I I i I I I 1 I I WALL ABOVE C)W R=ps NOLOOWN FORCES R=C1W ITx C73,---OV 8722 3357 B722 HD HOEDOWN HDSOA 12-2xl SSTB34 P11O HQLDDWN NA CON VIE FMODAL 3 HEAR WALL HOLDOWN OPTIONS LTTPoIl7AiTT HU—WN LLONO. HOL.DOWN NA L NA STRAP RCOND HOLDOWN I NA ABOVE I HOLDOWN FORCES I HD WALL HOLDOWN OPTIONS STRAP L CORD _ HOLDOWN R CONJI-T HOLDOWN (3) - Shear Walls n CASEY LATERALxls You �rEgineerirw Seruices 77804 Wildcat Dr. • Palm Desert, CA Job No 92211 Sheet Na of PHONE:760-360-5770 Calculated By Date B18l2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= S WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL NO Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)w H MR=CIS H VWH VSH Mot W Mot S No[ W-23M Mot S- 9Mr Mnet gav, rT=CIW TT=CIS RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 6 WALLABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC I WINO SEISMIC WIND I SEISMIC WIND I SEISMIC WALL No V90v Mr LEFT Mr RIGHT Mr MIN MfT=Ow H MR=CIS H VWH VSH Matta MOL 5 SAo[ W-2/3M Mo[ S-.9Mr Mnet gov _ rT=CIW rT=CIS RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 7 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. V9ov Mr LEFT Mr RIGHT Mr MIN MIT-Clw H MR=CIS H VWH VSH Mot IN S IMot W-nM Mot S- 9Mr Mnet gov. rT=Ow rT=OS 28 1 99 1 727 727 727 23774 9618 23774 9618 23289 8963 23289 8722 3357 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 1 8 WALLABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vguv Mr LEFT Mr RIGHT Mr MIN MIT -Ow H MIT=CIS H VW VSH Mot W Mot S AOt W-7/3M Mot 5-.9Mr Mnet gov. (T=CIw fr=CIS (4) - Shear Walls CASEY LATERALxls YOML,Eg Engineering 8eruices 77804 Wildcat Dr. Palm.Desert, CA. 92211 PHONE:760-360-5770 Job No Sheet No of Calculated By Date Wai2003 9 DIAPHRAGM DA74 1 LI HE v [ASE v MAx SEA x 9 834 9L D ❑ [ 783? PR 66 66 W ADDITIONAL LINE LOAD:• 1834 Vs Vwa= VW DIAPHRAGM DATA 1834 W 1D 1,2 1114E JVCILSE V MAI aLa x CI 5331 101. 1❑R Vsa= 66 66 2E 204 2❑9 7T 2E All DrnMA L LINE LDA 135 VW - 36GP W 5331 VW 5331 W 17 DL4PARACM DATA 2.4 LINE V [ASE V MAx s x er 6660 77L 706 2O6 ; 2O 3747 17P. 176 i76 18 W AOO{TIONAL LINE LOADS 8033 V.- 4788 Wa= VW 6660 S 12 WAP11RROR DATA 4 LINE v CASE v MAx 13a x Pni 3164 12L !76 176 19 1411 1iR 0 O 1 D W AODI TONAL LINE LOA 05 3154 1 Vsa : ... VW 3164 W CONVE NTIONAL SH EAR WALLS STRONG WALL =HEAR WALL DATA PLY PLYWO ALT PORTAL STA Ni LL ND a n I EKT-ANT.j P2 x2 WE N/o Y4 1 SIDE )SIDES WALL 21 1375 11.50 E 17 O-m 133 A AA K E 17 E .7 E 17 E 17 E t7 TAG 13.80 ALL PtYWOOD PANELS MEET Wh RATIO No. PANELS IN LINE= 1 COMMENTS CONVE NTIONAL SH FAR WALLS 11STRONG WALL $HEAR WALL DATA ALL PLYWOOD PANELS MEET"RATIO No PANELS IN LINE= 1 COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL SHEAR WALL DATA PLYWD PLYWO ALT. PORTAL SfAN1 ----- ALL PLYWOOD PANELS MEET h/h RATIO No. PANELS IN LINE= 1 COMMENTS: SHEAR WALL DATA CONVENTONAL SHEAR " . WALLS STRONG WALL T � , USE SIMPS N STRONG No. PANELS IN LINE= 1 FORCE PER PANEL- 3164 COMMENTS: ISEE SHfARMA%CALLS CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS HOEDOWN FORCE'. HD PHD LTT/74 TTASIT :IW Rd STRAP C15 R=CI GQV. HQLOOWH HOlOOWN HOLVOWN L COND. 514 63' 1 HD2A 12.2%k55TB20 I STuHnOALgf7D.W�rN nR CONq T7912.7x.4xSSTB20 nv to lIUff LSH EAR WALL HOEDOWN WALLROVE HOEDOWN FORGES HD PHD LTT/MT;,HTT =CIW R=C1c (T=C)WlIT=Cis R=OGOL'. HOLDOWIN HDLOOWN HOCDDWN��. 3785 230➢ 3785 HDSA 14x15ST82q PHo512.2x1 SSTB24Tlm-;r�2@at2-2x.4xI5ST LONVENTIQNAL SHEAR WALL HOEDOWN OPTIONS FORCES HD PH LTT/MT7ART IT. CI GOV_ HOWOWN HOLDOWN ILOLDOWN LCOND. HOLDOWN 517E HDSA 16x1 S5T934 PHD6 [2.'ZM SST939 N0. . .. STRAP R CONq. HOEDOWN 14x1 HPAHD22.2914, kUNV.ENrICINAL SHEAR WALL HOEDOWN OPTIONS HD PHO LTT/hMYHTT STRAP HDLOOWN HOIDOWN HOEDOWN LCOND HOEDOWN RCOryD 14xl TYPE A 1.25-1e=36' NA NA C NA I H0.D0WN NA (5) - Shear Walls CASEY LATERAL.xls Young Engingering Seruices 77804 Wildcat Dr, balrrrDesert, CA. 92211 PHONE:760-360-5770 Job No. Sheet Nd- of Calculated By Date 8/8/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 1 9 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC 0. WALL N VgOV Mr LEFT Mr RIGHT Mr MIN Mrr=C)w H M(T=Os H VwH VSH Mot W Mot S Mot W-2/3M Mot S• 9Mf Mnet 90V. R=Ow fr=CIs 21 1828 18481 18401 18481 21017 23700 21017 23700 8697 7068 8697 632 514 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 10 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No, Vgov Mr LEFT Mr RIGHT Mr MIN 1 M(T=C)W H Mrr=05 H VwH VsH Mot W Mot S Mot W-2/3M Moi S- 9Mr Mnet gov. (T=C)W (T=CIs 23 S314 15516 15616 15616 69078 49825 69078 49825 58567 3S770 58667 3785 2308 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE- 11 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC I WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN M(T=C)W H M(T=C)s H VwH VSH MOE W Mot S I4ot W-nM Moi S-.9Mr Mnet gov, rT=C)w rr=C)s 30 8403 19342 19342 19342 86336 106698 86336 106698 73441 89291 89291 4257 5176 I RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 12 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND I SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC WALL No. VgoV Mr LEFT Mr RIGHT Mr MIN MR=CIW H M(T-C)s H VWH VsH Mot W Mot 5 IVIOt W-2/3MIl Mot S .9Mr Mnet gov. (T-C)W (T=CIs 40 3112 765 7fi5 765 31120 14327 31120 14327 30610 [ 13639 30610 10203 4546 (6) - Shear Walls CASEY LATERAL.As I�C� Young Engineering Services 77804 Wildcat Dr. �IaIM Desert, CA. 92211 PHONE:760-360-5770 Job Nu. Sheet No. of Calculated By Date 8/8/2003 CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 13 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD I ALT PORTAL STANDARD AB SILL WALLABOVE HOLDOWN FORCES 1rr=C)wjFr=C)S HD PHD LTT/MTT/HTT STRAP AREA 13 LINE VCASE IV ;star XenO Ltl WALL No b h EXT-ANTI w I P1 X1 P2 X? Wt It/o vu 1 SIDE 2SIDES WALL ! SPACING PLf17E (T=Clw fr=CIS rT=CIGOV- HOLDOWN HOLDOWN HOEDOWN LCOND HOEDOWN RCOND HOEDOWN V MAX= 3916 13L 0 D 0 0 20 goo 11.00 E 17 138 fi51 D BB NA 5/8' at 20 3X 6664 3633 6664 HDBA IAXI SST834 PHD812.2XI SST834 NA C NA NA V MIN= 2588 13R 163 1 163 j 24 1 24 E 17 1 LINE CASE= W ADDITIONAL LINE LOADS E 17 V9ov= 5242 Vsa 1 332 lVwa= 11326 E 17 1 Vs Vw E 17 3020 5242 E 17 GOV CASE = W 70TpL 805 ALL P LVWOOLT PANE 13 MEET Wb PATIO No. PAN ELS TN LI NE= 1 COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 14 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT- PORTAL STANDARD AB SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTT/HTT STRAP AREA 13.12 LINE VCASE VMAX lMdl.n.j Ltl WALL No b h I EXTANT w P1 Xt P2 X2 WL. nib V. 1 SIDE 2SIDES WALL SPACING PLATE fT=CIw rT=Os fT=CIw rT=c)1 rr=C)GOV. HOLDOWN HOLDOWN HOLDOWN LCOND HOLDOWN RCOND HOLDOWN V MAX= 4658 14L 196 196 20 20 22 7.50 11.00 E 288 17 147 793 E BE NA !EIS' at 20 3X 7531 3613 7531 HDBA ISM 5ST834 NA NA I NA I NA V MIN= 3125 14R 62 62 j 12 12 E 17 I (LINE CASE= W ADDITIONAL LINE LOADS E 17 I Vgov= 5994 Vsa= 332 Vwa= 1326 E 17 I Vs VW E 17 I I 3457 5984 - 17 I i GOV CASE= r W TOTAL 7.55 ALL PLYWOOD PAI1EL3 MEET Ill PATIO No. PANELS IN LINE= 1 COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE- 15 DIAPHRAGM DATA SHEAR WALL DATA I PLYWD PLYWD ALT. PORTAL STANDARD A-H SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTT/HTT STRAP AREA 12 LINE VCASE VMAX ;sta ;X enO Ltl WALL No. b h EXTANT, W P1 X1 P2 X2 WL h/b vu 1 SIDE 2SIDES WALL SPACING PLATE fT=CIw (T-C)s (T=C)w (T=CIS (T=C)GOV- HOLDOWN HOLDOWN HOLDOWN LCOND HOLDOWN RCON D. HOLDOWN V MAX= 1561 15L 34 34 22 22 24 6.25 11.001 E 17 1.76 248 A AA L 5/8' at 30 2X 2336 1258 2336 HD2A 12.2XAXI SSTS20 PHD2 12-2Xt SST11I KrT16 12.2X 4XI $5782O C 5THD812-2X4XI I STH DO 12-2X.4X) V MIN= 919 15R 37 37 2T 22 E 11 17 1 LINE CASE- W ADDITIONAL LINE LOADS E 17 ( 1 V9ov= 1561 Vsa= VWa= E 17 ! I Vs VW E 17 919 1561 E 17 t I IDOV CASE= W TOTAL 6.30 ALL PLYWOOD PANELS MEET n,c RATIO 7sv, PpNEiifN LI NE 1 COMMENTS: CONVENTIONALSHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE = 16 DIAPHRAGM DATA _ SHEAR WALL DATA PLYWD PLYWD ALT- PORTAL STANDARD A.8 SILL WALL ABOVE HOLDOWN FORCES HD PHD LTUMrr/HTT STRAP AREA 12 LINE VCASE VMAX (11. Xen Lo h EXTANT. W P7 X1 P2 X2 Wt h/b vu 1 SIDE 2SIDES WALL SPACING PLATE (T=C)w IT=0) (T=C)W rr=CIS (T=C)GOV. HOLDOWN HOEDOWN HOLDOWN LCOND- HOLDOWN RCOND. HOLDOWN V MAX= 2355 16L 32 32 26 26 11 0010 0,63 134 A AA HN S/8' at 30 2X 834 24 834 H62A t2.2XA)O SSTB20 PHD2 12.2XI SSTS24 LTT19R-2X.4XI SSTS20 .0 STH08 12-2X.4XT I STHD812.2X.4XT V MIN= 1252 16R 59 59 26 26 E' 17 ILINE CASE= W ADDITIONAL LINE LOADS jWALLjNo.b E 17Voov- 2355 Vsa= Vwa= E 17 VS Vw E 1712522355E 17 OOVCASE= WTOTA ALL VLYW09D PANELS MEET" RATIO No, PANELS IN LI NE - T COMMENTS: (7) - Shear Walls CASEY LATERAL.xIs z70 Young F_ngineering Services ,77804 Wlldcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 Job ND - Sheet No- of Calculated By Date 8/8/2003 RESISTING MOMENT I OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 13 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No- Vgov Mr LEFT Mr RIGHT Mr MIN I Mff=OwH MrT=CISH VWH VSH Mot Mot IMot W-2/3ma Mot S-9Mr Mnetgov. (T=C)w rr=CIS 20 5209 5984 5984 5984 17302 1-11 17301 34452 11113 21066 53313 1164 1133 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 14 WIND SEISMIC WIND J SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT I Mr RIGHT Mr MIN MrT=C)W H Mfr=CH H VWH VsH Mot W Mot S Mot W-2/3M Mot S- 9Mr Mnetgov, rT=Ow rr=CIS 22 1144 13319 13359 13359 65389 39120 65389 39120 56483 27097 56483 7531 3513 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 15 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT I Mr RIGHT 1 Mr MIN MrT=C)wH MrT=OSH VWH VSH Mot Mot IAot W2/3M Mot S-9Mr Mnetgov. rr=Ow (T=C)s 24 1549 3652 3652 3652 17037 11147 17037 11147 14fi02 7860 14602 2335 1258 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE- 16 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT FMr MIN MrT=C)w H Mrr=C)s H VWH VSH Mot W Mot 5 Mot W-2/3M Mot S- 9Mr Mnetgov. rT=Ow (T=OS 25 2348 16844 168" 16644 25827 15580 25827 15580 1459B 421 14598 834 24 (8) - Shear Walls CASEY IATERAL.xIs �� 1 Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA 92211 PHONE:760-360-5770 Job No. Sheet No. of Calculated By Date 8/8/2003 (9) - Shear Walls CASEY LATERAL.xls YogAg Engineering Services 77804 Wildcat Dr. Palm besert, CA. 92211 PHONE:760-360-5770 Job No_ Sheet No. of Calculated By Date 6/9/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT I LINE= 17 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT j Mr RIGHT Mr MIN Mrr=C)WH Mrr=CISH VWH VSH mot Mots IMot W-2/3M MOLS-9Mr Mnetgov. rr=CIw (T=C)s 29 3607 2113 2113 2113 36066 19972 36066 19922 34657 18020 34657 5332 2772 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT I LINE= 19 I WIND SEISMIC WIND SEISMIC WIND SEISMIC [ WINO IC SEISM WIND SEISMIC WALLNo.[ Vpov Mr LEFT Mr RIGHT Mr MIN Mrr=C)WH MrT=CISH VwH VSH M0 V MOtS 1NOt W-2/3M Mot S-9Mr MnetgoV. R=CIW R=CIs 31 3928 4335 4335 4335 47137 27378 I 47137 27378 44247 73477 44247 5206 2762 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 19 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN Mrr-C)W H MrT=C)s H VwH VSH Mot W Mors Mar WQ/3VI Mot S-.9Mr MnetgoV. rr=C)W rr=C)s 33 923 2125 217S 2125 9226 5847 9226 5847 7809 3935 7609 1562 787 34 923 2125 2125 2125 9226 5847 9226 5847 7809 3935 7809 1562 787 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE- 20 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=CIw H M(T=C)s H VwH VsH I Mot W Mots Mot W-2/3M Mot S.9Mr MnetgoV. rT=C)w R=Qs 26 1985 918 918 918 23822 12159 23822 12159 23210 11333 23210 7737 3778 (10) - Shear Walls CASEY LATERAL.As E;U9inr&nLna SIU7-ViCeS 77804 Wildcat Dr. Palm besert, CA. 92211 PHONE:760-360-5770 Job No - Sheet No. of Calculated By Date 818l2003 71 i D)APNRAGM DATA 11,1111 1 LINE V1ASEjvMAxk5t.r6 33R5 77L 9B 86 163S 212 56 i6 7 W AD DIT[ONAL LINE LOA D5 3305 Vsq— VYYa.. Vw 3305 W 22 OIAPHRRGM DATA 9.2 LINE vCASE[vMAxk,tgrjxe 3e6S 22L 59 59 2; 1 B45 219 143 1 143 C1 2; W A O ITI ONAL LINE LOA 05 3965 Vsa= Vwa= VW 3863. W 25 DIAPHRAGM DATA B LINE V CAT5E FY MAX [ yt4 X4r :578 23L 143 143 19 1116 23R D O O W ADDITIONAL LINE LOADS 2578 Vsa= VW 257F w =4 OTRPHRAGM DRTA 12 LINE IVCASi 1R17 24L VMEAXX.n,1x-r1 0 0 882 xaR 60 0 30 W Vsa= All DITIONAL LINE LOADS Vwa= 1817 VW CONVENTIONAL SHEAR WALLS STRONG WALL SHEAR WALL DATA PLYWD PLYWD ALT PORTAL STANDARD A.B. SILL WALL ABOVE CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS 4LL kO O 1 N 1 EXTANT.1 V+ I P1 Xl X2 WE. h2 Vu 1 SIDE xNOES WALL HOLDOWNFORC65 Hip PHD LTTlMTirHtt - 17 SPACING PLATE iT=MI fT=C)s rr=C)w fT=L)s [tr C)GOV. HOLDOWN STRAP E HOLDOWN N HOLDOWN LCOND HOLRDA RCOND. HOLDOWN E l7 17 C [ E 17 E 17 I C 27 7TAL ALL PLYWOOD PANELS MEET r1/b RATIO I 1 No PANELS IN LI NE = NA tCOMMENTS I LONVENTIONAL SHEAR WALLS *_TRON4 WALL SHEAR WALL DATA PLYWD PLYWD ALT PORTAL STANDARD AB. SILL CONVENTIONAL SHEAR WALL HOLDOWH OPTIONS LLL No, h N EXT.'1W w P7 x2 PC X2 WL h1b w 1 SIDE 29fOES WALL WALL RBOVE HOLDOWN FORCES HD PHD L7'FYMTTAM 32 12.25 13,$Q 10 1.10 314 B PLATE IT R=C)w rT. C1s R=CIW Ra CII fT=C)GOV. HCiOOWry STRAP 17 Af. NA Se• a[ 30 2X 369p 1440 3R90 HDSA I;. 2XI SST820 HOEDOWN HOLDOWN LCOND. HOEDOWN RCOND HOLLDW- PHL5 L2-2XI 55TB74 MTT28B 112XA%a SST924 I MD10[2-2X,6X1 I STlFD1Q T7 l2.2X,4Xl gE 17 I I T7 ITAL 12 30 ALL PlYSV000 PANELS MEET NL RATIO I No PANELSIN LINE= T COMMENTS: _I I CONVENTIONAL SHEAR WALLS STRONG WALL SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL CONVE NTIONAL SMEAR WALL HOLDONIN OPTIONS LL NO, 4 n EXTANT. w PS )o P2 X2 Wr- IVC yu 1 SIDE 2 SIDES WALL WALLRBOVE HOLDl1WN FOECE3 HD PHD T7MTT i6 4.50 1T.00 E 17 2.44 270 5PA[ING PLATE R=C7Y1 R«Cls fi.CNN R=Cti R.O GOV HOEDOWN STRAP l7 1.00 11.00 E 17 ; 2D 270 2X 2592 T16g 2692 HD2A [2-2X.4X1 SSF820 HOLDOWN DOWN L CO+iD. HOI,f1OWN �HTTII A CDND. HOEDOWN x PND2 G.2 X1 SSTB24 X.4X1 SST92D L ST NQTD [2-2X1 ! STH DB E i7 2660 1727 2660 HD2A R•x X.4XTSST.H2O PHD212.2X1STrB24 1HiT7612-7 X, AM S5T87D C2-2X.4%i E r7 1 I SINOI [2vX.-0X] 1 STHDg Q.77{•43Q No- PANELS IN LINE 2 FORCE PER PANEL= 5283 I COMMENTS: ISEE (R]FT CALLS USE SIM PSON MCUO WALL CONIIEHTfDNAL SHEAR WALLS .STRONG WALL SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STANI ,LL No- G H EXTJI N`I. w P1 XS A7 X2 Wit rVE, vu 1 SIDE 251DES WALL T8 &75 10DD E 2T6 17 114 206 A AA L E 17 E 17 E 17 17 E T7 ITAL B.80 ALL PLYWOOD PANELS MEET" RATIO No PANELSINLINE= 1 1 COMMENTS: L JUp L SHIRR WALL HOLDOWN OPTIONS FORCES I HD PHD LT7'NSTI:IITT STRAP R=Ll COV. HOEDOWN HOLD), LHOEDOWN COND. HOLDOWH }CONO. HOEDOWN 939 HOlA 12.2X.4X155TB20 PHD2[2•.%I S5T624 LTTT972X 4XISSI B20 I STH0812.2X,4X1 1 siunq n.�v� (11) - Shear Walls CASEY LATERAL.xis I YO Err. ineeri Services 77804 Wildcat Dr. • Palm Desert, CA. 92211 PHONE:760-360-5770 Job No. Sheet No- of Calculated By Date 8/13/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 1 21 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALL No, V90V Mr LEFT Mr RIGHT I Mr MIN MrT=CIWH I Mrr=C)SH VWH VSH Moral mot Nat W-2AMd Mot S-.9Mr Mnet gov (T=C)w rr=C)s RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 22 WIND SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WIND SEISMIC WALL No- Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)W H MrT=C)s H VWH VSH MOT W MOTS Mot W-7/3M MoT S- 9Mr Mnet gov. (T=C)w I (r=C)s 32 3849 1 10129 10129 10129 S1961 26760 51961 26760 45208 17644 45208 3690 1440 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE- 1 23 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN M(T=C)WH MfT=C)sH VWH VsH MOEW MotS MO1W.Z1ht Mot S-.9Mr Mnetgov. (T=C)w (T=Cls 36 1216 1893 1893 1893 13375 6964 13375 6964 12112 S260 12112 2692 1169 37 1351 2338 2338 2338 14861 7737 14861 7737 13302 5634 13302 2660 1127 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE- 24 WIND SEISMIC WINO I SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALLNo.j Vgov I Mr LEPT I Mr RIGHT Mr MIN MrT=CIW H Mrr-C)s H VWH VsH Mot W Mot S IMot W-2/3M MOTS-9Mr Mnet gov, fT=C)w Tr=C)s 1B 1807 14777 14777 14777 1806 110073 190613 10073 8217 -3225 8217 939 -369 (12) - Shear Walls CASEY IATERAL,xIs L� Yourty Engineering Services 77804 Wildcat Dr. Palm Desert, CA 92211 PHONE:760-360-5770 Job No Sheet No. of Calculated By Date 8/1212003 CONVENTIONAL SHEAR WALLS STRONG WALL I CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= AREA 25 12.10 DIAPHRAGM v CASE V MAX DATA ( Sta X—a Ltl WALL No b SHEAR h WALL EXTANT. DATA w P1 X1 P2 X2 wt. hAb vu PLYWD 1 SIDE PLYWD 2 SIDES ALT WALL PORTAL STANDARD A.B SPACING SILL PLATE WALLABOVE R=C)W R=CIs HOLDOWN FORCES rl=C)W (T=C)s 1T=C)GOV HD HOLDOWN PHD HOLDOWN LTT/MTT/HT7 HOLDOWN STRAP L COND. HOLDOWN R COND. HOLDOWN V MkX. 4362 t 60 60 30 30 15 23.25 1200 276 10 0.52 1B7 A AA NA 8' aC S 2% -358 -2372 HA NA Hp NA I NA ) NA V MIN= 1976 141 141 12 30 10 E 17 I LINE CASE= W ADDITIONAL LINE LOADS E 17 Vgov= 4362 Vsa= 'Vwa= E 17 I Vs 1976 VW A362 E 17 E 17 TOTAL 1 23-301 ALL PLYWOOD PR NELS MEET nm RATIO No PANE LS IN LINE• 1 -COMMENTS OOV CASE = W CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HO LDOWN OPTIONS LINE- 26 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STANDARD A B SILL WALLABOVE HOLDOWN FORCES HD PHD AREA 'SD,5 LINE VCA5E VMAx 1t4 Xantl Ltl WALL No b LTT/MTr/Hrr h EXTANT. w P1 X1 P2 X2 Wt. WID Yu 1 SIDE 251pFS WALL SPRCINC. PLATE r.CIW (T. CIS R=Uw R+CIs R=LI GOY. HOLDOWN HOLDOWN STRAP V MAX= 4592 25L 60 60 10 10 HOLDOWH E 17 LCOND HOLDOWN RCOND. HOLDOWN V MIN= 1534 2SR 141 141 B a .E 17 C t LINE CASE= W ADDITIONAL LINE LOADS E 17 1 VDGv= 4592 Vsa. VWa= E 17 I Vs VWq92 TOTAL E 17 E 17 ALL 9LTsyC00 PANELS M4 F7lflb RATIO LINE. NA COMMENTS: I I 1534 4 GOV CASE= No. P'AHELs IN CONVENTIONAL SHEAR WALLS STRONG WALL I i CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS ul1E= :7 DIAPHRAGM DATA SHEAR WALL DATA PLYWD P1,49 I ALT. PORTAL STANDARD I A.B. SILL WALL ABOVE HOLDOWN F09115 HD PHO AREA 5,3 LINE vCASE VMAX 1Sta :Keno Ltl WALLNa. b h EXTANT.1 w P1 X1 P2 X2 WL h/b Vu 1 SIDE 2SIDES WALL SPACING PLATE (T=C)W rf=C)s rr=C)w R=Ps (T=C)GOV HOLDOWN HOLDOWN LTT/M7TAITT STRAP V MA%= 3744 27L 256 256 B B 8 8.00 12.00 10 1.50 4fi5 C AA NA SM' at 3 3X 5261 1437 5261 HD6A 16X7 SST834 PHD612-2X1 SST934 HOLDOWN NA LCOND. HOLDOWN RCONO HOLDOWN V MIN= 1169 27R 170 1 170 10'1 10 E 17 C NA I STHD1412.2X 4XI L1NE CASE- W ADDITIONAL LINE LOADS E 77 Vgov= 3744 Vsa= wR. E 17 I Vs I VW TOTAL B4OS E LINE- 1 17 17 COMMENTS: ALL PLYWCY`O PANELS MEET ryti pAT)O I t I 1 I 1169 314A AS OOV CE= W No. PRNELS IN (13) - Shear Walls CASEY tATERAL.xIs SL Young Engineering Services 77804 Wildcat Dr Palm -Desert, CA, 92211 PHONE:760-360-5770 Job No. Sheet No. of Calculated By Date 8112f2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WINO SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MR=C)w I,MR=CIs H VWH VSH Mot W Mot S IMot W-2/3M Mot S-.9Mr Mnet gov rr=C)w rr=QS 15 g353 90815 90115 10115 52231 26587 52231 26587 -8312 -55147 -8312 -358 72372 RESISTING MOMENT IOVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 27 WALL ABOVE CONTRIBUTION DIRECT WINO SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALI. No. I Vom Mr LEFT Mr RIGHT Mr MIN M(r=C)wH Mrr=C)sH VWH VSH Mot Mot Mot W-ZIM Mot S-.9Mr Mnmgw, rr=Clw rT=C)s 8 3721 3840 3BAO 3840 44649 14948 44649 14948 42089 11492 1 42089 5261 1437 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE = 28 WALLABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC I WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT mrRIGHT1 Mr MIN MR=Ow H MIT=CIs H VWH VsH Mot W Mots Mot W-213M Mot S-.9Mr Mnet gov. fT=Clw fT=CIs S 2973 10941 10141 10941 386SS 26623 386SS 26623 31361 1IS 77 31361 4181 2237 04) - Shear Walls S7 CASEY LATERAL.xls Paul Er2Qrneeririg Serveces 77804 Wildcat Dr palm -Desert, CA. 92211 PHONE:760-360-5770 Job No, Sheet No- of Calculated By Date 8/8/2003 CONVENTIONAL SHEAR WALLS WALL 29 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD I ALT PORTAL STAIN 2 LINE v CASE V MAX 5L3 X C11C Ltl WALL NO- b h EXTANT W 91 X1 X2 WL, Wb V. 1 SLOE 2 SIDES WALL 1797 29L lw 34 38 38 2 10.50 13A0 E 1Ba 17 1-24 123 A AA V. 1187 213R C 4 0 1 0 Z 17 W ADDITIONAL LINE LOADS E 17 1297 V,- I Ywaa I E 17 VW E 17 1297 E 17 W TOTAL 10551 ALL PLYWOOO PANE US MEET" RATIO He. PANELS IN LINE= 1 COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL 30 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT PORTAL STAN 13 LINE vCASE vMU sca. XAntl Ltl WALL NO b h EXTANT. w P1 X1 P2 92 Wt. We Vu 1 SIDE 251DE5 WALL 2636 30L ❑ 0 ❑ ❑ 11 3 DO a -DO E 17 2 67 436 SW22X@ SW 2 24a4 3OR 69 1 69 38 3E 11 3.00 IFAO E 17 267 436 11W72XB SW7 W AOOITIOHAL LINE LOADS E 17 2636 Vsa= VVIe. E 17 VW E 17 2636 i E 17 W TOTAL 6 04 USE SI MPSUM STRONG WALL No - PANE LS IN LINE• FORCEPERPANEL- 1311 COMMENTS I SEE SHEARMAX CALCS CONVENTIONAL SHEAR WALLS STRONG WALL 31 DIAPHRAGN DATA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STANI 1-4 LINE V CASE V MAX sta X entl Ltl WALLND, b ry EXTANT w PT X1 P: %2 W3 rM VN 1 SIDE 2 51DES WALL 4691 31L 69 69 39 7@ 9 14.50 11-0D E 264 17 0.76' O22 A AA L 3194 31R 283 1 2B3 B 9 110 7-50 11DO E 17 7A7 222 A AA L W ADDITIONAL LINE LOADS E 17 4393 V-- E 17 Vw E 17 4291 E 17 W TOTAL 22.04 ALL PLYWOOD PANELS MEET hob RATIO Ho -PAN ELS IN WNE+. 2 -COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL 32 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT- PORTAL STANI 14.1 UNE V CA5E L' MAX su Xentl LG WALL NG- b n EXTANT. w P1 xt P2 X7 WL tVb VH 1 SIDE 2 S]OES WALL 3902 3➢L 2113 293 8 8ME 17 333 1279 SW4a 1702 32R 109 In 15 1S 17 W ADDITIONAL L I NE LOADS 17 3902 Vw= Vwa= 17 17 �:� 17 LIFE SIMPSON STRONG vlRL• kv PANEL IN L1 NE= 1 FORCE PER PANEL= 31?02 1COMMENTS, SEESHEARMAXCALCS CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS WALL ABOVE HOLDOWN FORCES HD PHD LTT7+.ITTMTT STRAP =0W R=CIs rr=C[y! fT�O%I TT=G ODV HOLDOWN H13LDOWN HOEDOWN LCo"D. HOLDOWN RCOND, HOLDOWN 236 -175 219 HD2Al2 •]X.4XI 55TH20 PH0212•ZXI SSTS24 LTT1912:XAXISSTH2O STI f2.7XdXI I I I STHOa m-maX1 CONVENTIONAL SHEAR WALLHOLDOWN OPTIONS ABOVE HOLDOWN FORCES HD PHD LTT/A1TT/HTT STRAP rC=C7s w IT -cps rr=C1 GOV- HOLDOWN HOLDOWN HOEDOWN LCOND HOLDOWN RMND. HOEDOWN 3202 3356 t33 HD$A 12.ZXI SMB20 PHD2[-21(1 SSTB24 HTT1612-2XAXI SSTB20 C 17H01412.2%4XI I S1HD10L2-7X4XI 3➢02 3356 HDSA 12-2)(155-FB20 PHD2[-7XISSTB24 HTT1612-2X4XISSTB20 I ITHD1012.2X,4)I I STHD10[-2X-4XI CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS WALL ABOVE H9LO[rWN FORCES HO PHD�LTI TT•1AT"TT STRAP =L]w fT-Cis fr=LIW ff=Cks Tr=CI GOV HOLDDWf H01-DOWNHOLDOWN L COND. HOLDOWN RCOND. HOLDOWN 355 -1169 25S HDZA 12.2X,4x1 SST820 P402. -2X1 SSTB2d I Imman SST $2O C STHD@ [•2XAXl k STH0N 12-2X-4X1 1977 1143 1977 1 HDZA U 2x,4k155TS20 I PHD2 a-2XI S57B24 LTT131 ('+.2x-4kL 55Y820 I. 51HO9 [-2X•4XI I STH OH [•2i.4X1 WNVtN] IONAL 5HEAR WALL HOLDOWN OPTIONS WALL ABOVE HOLDOWN FORCES I HD PHD LTTmTTAm I STRAP =CIW <T=[Is TT�CIW rT=[1s fT-C1 GOV, HOLDOWN IAOLD43WN HOLDOWN LCOND. 14OLDOW14 RCOND- HOLDOWN 12623 5760 12523 ISXI TYPE B 1 25' 1-361 NA NA C NA I NA (15) - Shear Walls CASEY LATERAL-xls Young Er► irEeeriR 3 rvices 77804 Wildcat Dr- Oalm Desert, CA, 92211 PHONE:760-360-5770 Job No. Sheet No. of Calculated By Date 8I8/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 29 WIND SEISMIC WIND SEISMIC I WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=CIw H Mrr=CIs H VWH VsH Mot W mots Ivor w-2/3M Mot S-.9Mr Mnet gov rT=CIw rr=CIs 2 I 1291 21444 21444 21444 16778 17989 16778 17989 2482 -1311 2482 236 -125 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 30 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr 2MAT Mr MIN Mfr+RW H Mrr=CIs H VWH VsH morwi Mors OC W-273M Mot S-.9M' 6lnetgov. r<=CIW rT=CIs 11 1309 612 612 612 10475 10155 10475 10155 10067 9605 10057 3356 3202 12 1309 612 612 612 i 10475 10155 10475 10155 10067 9605 10067 3356 3202 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE = 31 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND FSEISMIC WALL No- Vgov Mr LEFT Mr RIGHT Mr MIN MrT=CIw H MR=CIs H VWH VSH Mot W Mors Mot W-2/3M Mot S- 9Mr Mner gov- rr=CIw rT=CIs 9 3222 47411 47411 47411 35447 25720 35447 25720 3840 -16950 3940 265 -1169 10 1667 S259 5259 5759 18335 13303 18335 13303 14629 8570 14829 1977 1143 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE- 32 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WINO I SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MrT=CIw H Mrr=CIs H VWH VSH Mot W Mot S Mot w-2/3M Mot S- 9Mr MneT gov, rT=CIw rr=CIs 7 3838 755 765 765 38379 17970 39379 17970 37869 17281 37869 12623 5760 (16) - Shear Walls CASEY LATERAL.As � C young Engineering Services 7, 7804 Wildcat Dr. Palm beserl, CA. 92211 PHONE:760-360-5770 Job No. Sheet No. of Calculated By Dale 8/8/2003 CONVENTIONAL SHEAR WALLS STRONG WALL I CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 33 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT PORTAL STANDARD AB I SILL I WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTT/HTT STRAP AREA 1 LINE VCASE vMAX (sta :(enO Ltl WALL No, b h EXTANT w P1 X1 P2 X2 Wt. h/b Vu 1 SIDE 2SIDE5 WALL SPACING PLATE (T=C)W (r=C)s rr=CIw rT=C)s E=C)GOV- HOLDOWN HOLDOWN HOLDOWN LCOND HOEDOWN RCOND HOLDOWN V MAX= 2638 33L 78 78 21 21 4 101 11.50 I 10 1 12 256 A AA NA II at 30 2X 2552 1409 2552 HD2A I2-2XAXI SSTB20 PHD2 12-2XI SSTB24 HI 12.2X.4X1 SSTB20 1 STHDB (2.2X.4X1 I STHOB 12.2X.4X1 V MIN= 1634 33R 48 4B 21 21 E 17 I LINE CASE= W ADDITIONAL LINE LOADS E 17 Vgov= 2638 Vsa= Vwa= E 17 ) Vs V E 17 163a E 17 { GOV CASE= q'3'l TOTAL 1 10301 AL PLYWOOD PANELS MEET PLM RATIO No. PANELS IN LI HE 1 COMMENTS CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 34I DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT PORTAL STANDARD A.S. SILL WALL ABOVE HOLDOWN FORCES NO PHD LTT/MTT/HTT STRAP AREA 1 V CASE v MAXI( sta %end Ltl WALL No b h EXTANT w P1 Xt P2 X2 Wt h/b vu 1 SIDE 2 SIDES WALL SPACING PLATE (r=C)W (T=C)s rr=CIw rr=C)s rr=C) GOV HOLDOWN HOLDOWN HOLDOWN fL �ND HOLDOWN RCOND HOLDOWN V MA%= 996 46 qfi 2-17DO 1156 E 168 17 164 142 A AA K 118' at 3 2X 790 -31 780 H02A 12-2X4X1 SS(B20 PHD2 {2-2X1 SSTB24 LTT19122X4X7SSTB20 STHDB 12-2X4XI I STHDB 12-2X4XI V MIN= 563 0 0 D 0 E 17 { { LINE CASE= WADDITIONAL LINE LOADS E 17 l 1 Vgov= 998 VW. = E 17 I V$ VW E 17 I I 563 998 E 17 I GOV CASE W TOTAL 7-05 ALL PLVW0OD PANELS MEET ft b RATIO N. PANELS IN LINE= 1 COMMENTS CONVENTIONAL SHEAR WALLS STRONG WALL I CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 35 DIAPHRAGM DATA SMEAR WALL DATA PLYWDPSIDES ALT PORTAL STANDARD A-B SILL WALL ABOVE HOEDOWN FORCES HD PHD LTT/MTTMTT STRAP AREA 11 LINE VCASE VMAX (star Xena Ltl WALL No b h EXTANT w P1 X1 P2 X2 Wt rvb Vu 1 SIDE WALL SPACING PLATE rT=CIw rr=C)s (T=CIw E=CIs rT=CIGOV HOLDOWN HOEDOWN HOLDOWN LCOND HOLDOWN RCOND. HOLDOWN V MAX= 194 335L 0 0 0 19 9.00 11-00 E 228 17 1 38 274 A L !I at 30 2X 1425 1337 1425 HD2A [2.2X.4X1 SSTB20 PHD21I SSTB24 LTT209 12-2XAXI SSTB20 I S(HD8 (2.2XAX1 I STHDB [2.2X4XI VMIN= 1853 35R 49 49 40 40 E 17 1 1 LINE CASE— 5 ADDITIONAL LINE LOADS E 17 1 ) Vgov= 1941 Vsa= +JWa= E 17 I Vs VW E 17 t 1941 1853 E 17 t TOTAL 8-05 ALL PLYwovO PANELS MEET hIb RATIO Ne. PANELS IN LINEF 1 OOMMENTS: GOV CASE- S CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 36 DIAPHRAGM DATA SNEAK WALL DATA PLYWD PLYWD ALT. PORTAL STANDARD AB SILL WALL ABOVE HOEDOWN FORCES HD PHD LTT/MTTMTT STRAP AREA 11.9 LINE v CASE v MAX ( sta X en4 Ltl WALL No b w P1 X1 P2 X2 Wt. h/b vu 1 SIDE 2 SIDES WALL SPACING PLATE rT=C)w E=CIs rr=C)W (T=CIs rr=C) GOV. HOLDOWN HOLDOWN HOLDOWN LCOND. HOLDOWN R COND. HOLDOWN V MAX= 3098 36L 47 q9 40 40 16 6.00 10 2-00 300 B AA NA N/B' at 30 2X 3356 2455 3356 HDSA 12-2XI SSTB20 PHD2 12.2XI SSTB24 HTT1612-2X.4XI MB20 I STHD10 t2.2X,4XI I STHD10 12QX4X1 V MIN= 2663 36R 55 55 32 32 17 6-00 10 2.GO 3DO B AA NA 5/R' at 30 2X 3356 2455 3356 HDSA 12-2X1 SST820 PHD2 t2QXl SSTB24 HTT1612.2X,4X1 SST920 I STHD1012.2XAXI I STHD1012-2X.4XI LINE CASE= W ADDITIONAL LINE LOADS M12.001 Vgov= 360E Vsa= Vwa= 17 Vs VW 2663 3608 17 1 OOV CASE = W TOTAL 12-04 ALL PLYWOOD PANELS ME ET n•9 RATI❑ No PANELS LINE COMMENTS: (17) - Shear Walls CASEY LATERAL.xls l LOCH Yg>•_r[ +.g Eaginger-ing Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 Job No. Sheet No of Calculated By Date 8/8/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE = 33 WIND SEISMIC WIND I SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)WH MfT=C)sH VWH VsH MotW Mot foot W-2/3M Mor S-.9Mr Mnetgov. fT=C)w fT=CIs 4 2625 6041 6041 6041 30190 11114 30190 19884 26162 14447 26162 2552 1409 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 34 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No, Vgov Mr LEFT Mr RIGHT Mr MIN MIT =C)W H M(T=C)s H VwH VsH Mot W Mots 4ot W-2/3M Mot S-.9Mr Mnet gov. (T=C)w rrros 1 991 9906 8906 8905 11397 7798 11397 7798 5460 -217 5460 780 -31 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE = 35 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)W H M(T-C)S H VWH VsH Mot W Mot 5 Mot W-2/3M Mot S-9Mr Mnet gov. tT=C)w R=CIs 19 2190 13280 13200 13280 20251 226S2 20751 22652 11398 10700 11398 1425 1337 RESISTING MOMENT I OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE = 36 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT I Mr RIGHT Mr MIN MST=C)w H Mtr-Os N VWH VSH Mot W Mot S . pt W-2lSM Mot S•9Mr Knergov. TT=0w rT=CM 16 1798 2160 2160 2160 21573 16677 21573 16677 20133 14733 20133 3356 2455 17 1798 2160 2160 2160 71573 16677 21573 16677 20133 14733 20133 3356 2455 (18) - Shear Walls CASEY LATERALxIs 114 I YounQ_Engineering Services '7704 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 Job Na. Sheet No. of Calculated By Date 8/8/2003 (19) - Shear Walls CASEY LATERALxIs l� Young Engineering Services 77804'Wildcat Or. Palm Desert, CA. 92211 PHONE:760-360-5770 Job No Sheet No or Calculated By Date 8/8/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 37 WIND SEISMIC WIND I SEISMIC 1 WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)W H MIT=CIS H VWH VSH Mot W Mot S Mot W-2/3M Mot 5-9Mr Mnetgov Tr=C)w (T=CIS RE5ISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 38 WIND SEISMIC WIND SEISMIC WINO SEISMIC WIND SEISMIC WIND SEISMIC WALL No- Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=Ow H MrT=CIs H VWH VsH I Mat W Mot S dot W-2/3MI Mot S-9Mr Mnet gov rr=C)w rr-C)s 6 g854 162000 162000 162000 77671 6S722 77671 65722 -30329 -80078 -30329 -1348 -35S9 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT WALL ABOVE CONTRIBUTION DIRECT LINE= 39 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No- Vgov Mr LEFT I Mr RIGHT Mr MIN Mrr=C)w H MIT=CIS H VWH VsH Mot W Mot S IMot W-2/3M Mot S--9Mr Mnst gov, rr=C)w rr=C)S 3 1478 14963 14883 14BB3 17740 14719 17740 16719 791E 1324 7818 902 153 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT I WALL ABOVE CONTRIBUTION DIRECT LINE= 40 WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)w H Mrr=CIs H VwH VsH Mot W Mot S IMot W-2/3M Mot S-.9Mr Mnet gov (T=CIw rr=C)s 35 1804 57377 57377 57377 24359 18931 24359 19931 -13892 -32708 -13892 -842 -1982 (20) - Shear Walls CASEY LATERAL.As Young Enlgineering Services 7i8044fflldcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 Job No, Sheet No of Calculated By Date 8/8/2003 CONVENTIONAL SHEAR WALLS STRONG WALL I LINE-- 41 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STANDARD A.B SILL F WALLA BOVE CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA VMA% STa %An La WALLN9. a n E%TAUT, W P1 Xi P2 X2 Wt tVtb 1 SIDE Z.51DE5 WALL HOLDOWN FORCES HD AHD LTT/MTT,im STRAP SPACING PLATE R=CIw fT=Ps R=CIw r+Cls rT=O GOV. HOEDOWN HOLOCHNiI HOLDOWN LCONO HOLDOWN kEcho. HOEDOWN V MA%= 1 ttjP� 79 23 23 E 17 V MIN= 1 0 D D E 17 { L I UNE CASE= W ADDITIONAL LINE LOADS E 17 I ygpV= 1810 Vsa= Vwa= E 17 I I Vs VW E 17 1075 1810 E I GOV CASE W TOTAL ALL PLY WOOD PARE LS MEET rVb RATIO MO - PAIN LINE= NA COMMENTS CONVENTIONAL SHEAR WALLS STRONG WALL LINE 42 DIAPHRACM DATA SHEAR WALL DATA PLYWD PLYWO ALT PORTAL STANDARD A.B. SILL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA 7 WALL ABOVE HOLDOWN FORCES HO PHD LTT/MTTAM STRAP LINE vCRSE V MA% s X Cnp Ltl WALLND. 13 M1 E%TAn-i W P1 %1 P? %2 Wt nID VU 1 SIDE 2 SIDES WALL SPACING PLATE R=4W rT=CI5 rT=CIw --ci IT=a Gov HOLDOWN HOLU6WN V MAX= 219S 42L 0 0 0 D E ,7 HOLBOWry L CON9 HOLDOWN R CONO. HOLDOWN V MIN= 93D 42R 129 129 17 17 E 17 C LINE CASE= W AOOITIORAL LINE LOADS _ 17 Vg9v= 2195 Vsa= Vwa. 17 1 I Vs VWi: E 17 I D30 2195 E 17 I GOV CASE= W TOTAL ALL PLYW000 PANELS MEET KID RATIO No. PANELS IN LIHE- NR COMMENTS: CONVENTIONAL SHEAR WALLS STRONG WALL LINE- 43 D1APKRAOM DATA SHEAR WALL DATA PLYWD PLYWO ALT. PORTAL STANDARD A.B. SILL WALL ABOVE CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA 7 LINE VCASE VMA% = XeD L6 WALL No a I h jEXT.4NT w PT %1 P2 1(2 Wt hm VU 1 S1DE :5105S WALL HOLDOWN FORCES HD PH❑ LTT/MTTIHTT STRAP SPACING PLATE R=C1W (i=ol IT OW Ir. QC IT GOV, HOLDCIWN HOLOOWry HOEDOWN LCONO. HOEDOWN RCOYQ HOLDOWN V MAX= 2195 43L 129 i$9 T7 1- E t7 V MIH- 9!0 43R D D O O E 17 C LNE CRSE. W ADDITIONAL LINE LOADS E 17 I VVEty= 2195 Vsa I lvwa= I E 17 I I I VS VW E 17 q30 2195 E 17 1 GOV CASE= W TOTAL ALL PLYWOOD PANELS MEET rFb RATIO { NO- PANELS IN LIRE. NA COMMENTS' CONVENTIONAL SHEAR WALLS STRONG WALL LINE. A4 DMPHIIACIA DATA SHEAR WALL DATA PLYWE' PLYWO ALT PORTAL STANDAEO A.B. SILL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA LINE V CASE WALLABOVE ROLDOWN FORCES HD PAD LTTj1ATTq{TT STRAP V MAX ITa %6ntl Lo WALL N9. D h EXTANT w P1 %1 P2 %2 WI. tY9 V1e SdpE 2 SIDES WALL SPACING PLATE rr=G]w 17 Dos rr=QW (T-Ca rT=O GDv. HOEDOWN HOLDOWN CON V MA%= 44L 0 0 0 D E 17 HDIDDWN L 0, HOLDOWN R Conn. HOLpvwN V MIN= 441 = 0 0 D E 17 C I LINE CASE= W ADDITIONAL LINE LOADS E 17 I V99ve 0 Vsa= Vwae-1 E VS VW E 17 I E 17 I I GOV CASE W0 TOTAL ALL PLYWOOD PANELS MFF7 tVk RATIO NO. PANELS IN LINE- NA COMMENTS. (21) - Shear Walls 1 1 CASEY LATERAL -As .!J �f youna Ennineering Services 77804WiIdcat Dr, Palm Desert, CA. 92211 PHONE:760-360-5770 Job No, Sheet No, of Calculated By Date 8/8/2003 RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT I LINE= 41 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN MR=CIw H MIT=CIs H VWH VSH Mot W MOTS IMat W-2/3M Mot S-9Mr Mnet gov- TT=CIw (T=C)S I RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 42 WALL ABOVE CONTRIBUTION DIRER WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN MIT=CIw H MrT=CIS H I VWH VSH Mot W MOTS dot W-2/3M Mo[ S.9Mr MneT gov IT -ow IT=CIs RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 1 43 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No- Vgov Mr LEFr Mr RIGHT Mr MIN MIT=C)w H MIT-os H VWH VSH Mo[ W MOTS IMai W-1/3M Mot S-.9Mr MneT gov rT=CIw rT=CIS I I RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT LINE= 44 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND I SEISMIC i WIND SEISMIC WALL No Vgov Mr LEFT Mr RIGHT Mr MIN Mrr=C)w H MrT=C)s H VWH VSH Mot W MOE S 'NOT W-2/SM Mot S-.9Mr MneT gov IT=CIw IT=C)S (22) - Shear Walls 110� CASEY LATERAL.As 7 O N _Ucm° 3 a) Lij � —T 0 Z 00 r � _ r � � a u > ? z 3 s a m a z 3 .......... W W w 3 3 ¢ a a a a¢ u a a kv(% I ce) 0 0 N C2 O 00 a r o N N L9 O U C? -t� o U) ti m LU Z EO m 2 a � 0 rn � �USO v O Z7 N (O 3 CD 0 z $ m O nn.a_ �oq Young Engineering Services 77-804 Wildcat Dr. Palm Desert, Ca. 92211 760-360-5770 Phone 760-360-5719 Fax CANTILEVERED COLUMN DESIGN LINE NO. COLUMNS PER LINE F WIND IN LINE F SEISMIC IN LINE COLUMN HEIGHT H (FT.) = R VALUE STRUCTURE R= AXIAL DL Pdl (LB.) = AXIAL LL PII (LB.) F WIND IN LINE Fw(LB_)= F SEISMIC IN LINE FS(LB.) = 4 UNAMPLIFIED 2 1558 930 12.58 4.5 3270 1400 779 465 Job No Sheet Calces By_ Checked By of 1� Young 6ngineei-lnal Services _T7-804 Wildcat Dr ' Palm Desert, Ca 92211 760-360-577OPhone 760-360-5719Fax COLUMN HEIGHT R VALUE STRUCTURE AXIAL DL AXIAL LL F WIND F SEISMIC F SEISMIC AMPLIFIED CANTILEVERED COLUMN DESIGN H (FT.) = R= Pdl ILE.) _ Pit (LB.)= Fw(LB.) = Fs(LB.) = FS(LB,) = ALLOWABLE DEFLECTION WIND (IN.)=.00SH = ALLOWABLE DEFLECTION SEISMIC (IN.)=.025H = I wind req'd Iseismic req'd Iw(IN41= Is(IN4) = r-� 12.58 45 3270 1400 779 465 UNAMPLIFIED 951 AMPLIFIED FOR R2.2 0.751 BASED ON ALLOWABLE LOADS 3.77 BASED ON DELTA 5 DELTA M = .7R(DELTA S) 40.81 21.48 Job No. Sheet pti Calced By Checked By 12/10/2003 I REO'D= g0.81 MONO 5 E!. SMiC SECTION l A Sx Rx RV DELTA STATUS DELTA DELTAS DELTA M STATUS TS8XBX12 131 14.4 32.9 3.03 1 3.03 0.235 OK 1. 0.140 0.402 0.619 1 OK PdI (K)= 3.27 Ky=1.0 Pdl+II (10- 4.67 1Ox=2.1 Mw(K-IN.)= 117.60 CID =1.0 Ms(K-IN.)= 143.58 Cm=.85 SECTION I FV (KSII I KXVRx I KVVRV KVr max fa cil fa dl+ll fb w fb s Cc Fa Fb F'e TSBxsx12 146• 104.fi3 49.02 104.63 0.23 0.32 3.57 4.36 111.55 13.45 30.36 13.64 VERTICAL INTERACTION SECTION LOAD CASE STATUS H1-1 H1-2 H1-3 MAX STATUS TSBX8x92 I cll 3 0.32 OK dl - MAX LATL. NA fal=a r.15 NAi-a'Fac.-I 0.1E 1 0.16 I OK -L Young Engineering Services ,77-804 Wildcat Dr Palm Desert, Ca. 92211 760-360-5770 Phone 760-360-5719 Fax PAD DESIGN COLUMN HEIGHT H (FT.) = 12.58 R VALUE STRUCTURE R= 4.5 AXIAL DL Pdl (LB.) = 3270 AXIAL LL PII (LB.)= 1400 F WIND FW(LB.)=L46JUNAMPLIFIED FSEISMIC Fs(LB.)= F SEISMIC AMPLIFIED Fs(LB.) =AMPLIFIED FOR R/2.2 Pdl (K)= 3.27 PdI+II (K)= 4.67 Mw (K-FT.)= 9.80 Ms (K-FT.)= 11.97 Vw (10 = 0.78 Vs (K) = 0.95 MAX SBP DL+LL (KSF) 2.00 MAX SBP DL+LAT (KSF) 3.00 PAD SIZE WIDTH -DEPTH (FT.) THICKNESS (FT.) STABILITY W-DL (K-FT.) Mr-DL (K-FT.) Mot-w (K-FT.) Mot-s (K-FT.) FSOT-w (K-FT.) FSOT-s (K-FT.) BEARING PRESSURE DL+ LAT 5.00 1.00 = 7.02 = 17.55 10.58 12.92 1.66 OK> 1.5 1.36 OK> 1.11 Job No. Sheet Calced By_ Checked By Xw = 0.99 Xs = 0.66 ew = 1.51 OUT OF MIDDLE 1/3RD es = 1.84 OUT OF MIDDLE 1/3RD SBP -W MAX (KSF) = 0.94 OK SBP -W MIM (KSF) = 0.00 OK SBP -S MAX (KSF) = 1.42 OK SBP -S MIM (KSF) = 0.00 OK DL+LL SBP (KSF) = 0.34 FOOTING DESIGN LOAD FACTOR = 1.4 do = 3.50 f'c (PSI) = 2000 b = 12.00 Fy (PSI) = 60000 d = 8.50 M net (K-FT.) = 2.02 a = 0.90 Mu (K-IN.) = 33.94 Mur = 133.34 BAR SIZE = 5 SPACING = 12 USE #Sat12 in o/c As = 0.31 of 12/10/2003 Title: CASEY RESIDENCE Job # 03-1408-96 Dsgnr: EAF Date: 5:19PM, 10 DEC 03 Description : Scope Rev: 560100 - IJser: Xw'060171:, Ver5.6.1. 25-Oct-2002 Steel Column Base Plate l ic119Bi 20tl2 ENERLAL� EnQlneerina Sef[ware c:lEC55a5EV resisienee:ecvP:EatcWati Description BASE PLATE FOR LINE 4 General Information tMwrnr.rlwr - : - Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements - — Loads - I Steel Section I-- TS8x8x1/2 Axial Load 5.00 k Section Length 8.000 in X-X Axis Moment 12.00 k-ft Section Width 8.000 inFlange Thickness 0.500 in Plate Dimensions Web Thickness 0,500 in Plate Length 14 000 in Allowable Stresses Plate Width 14.000 in Concrete fc 2,500.0 psi Plate Thickness 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Pier Length 60.000 in Anchor Bolt Data Pier Width 60.000 in Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 8.840 k Bolt Area 0.442 in2 Summary Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 480.3 psi Allow per ACI318-95, A3.1 = 0.3 * f'c * Sgrt(A2/A1) * LDF 1,995.0 psi Allow per AISC J9 2,327.5 psi Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable Thickness OK 17,932.4 psi 35,910.0 psi Bolt Tension OK 4.149 k 8.840 k Baseplate OK Partial Bearing: Bolts in Tension -�j REFERENCE MOMENT' FF,AME, ALONG LATERAL LNE: H- . . . . . I - - L;mq J.blwl. 1. . 1,T- FROM 06ye IK s :2 QjbL� Ll SECT 10 -1 0 1 r- A 0 W . 3 IID J c vi t c D(l Lop, D "l) G OOyI N 005-1 13,-71 rAl %bRt 13 131 DATA SHEET YOUNG ENGINEERING SERVICES -105 NAME.; -4 WILDCAT DR. SUITE L PALM DESERT, A, 9 :2211 -105 No.: PH '760-360-4-M0 FAX -760-360-57M Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC =ac;Uf BLC Factor 1 DLEBASICj- 2 iLr (ROOF LIVE BASICV I i 1 1 1 2 1 - .3 L (FLOOR LIVE BASIC) 1 3 1 4 IE/1.4 (BASIC ELASTIC EQ.!. i 1 4 1 + 5. IE (USED FOR CHECKING ..: 1 4 1 A fi lEm=OMEGA Em=2.8E US... 1I 1 4 3.92 I I 7 iW (WIND FOR CHECKING..- 1 5 1 I I I 1 g IENVELOPE THE FOLLOW..: 1 10 ! D+L+Lr 12-12 1 1 1 2 1 3 1 1 F 11 D+L+S (12-12) y 1 1 1 1 1 6 1 1 -3 12 1 D+L+W 12-13 1 1 1 3 1 5 1 1 13 1 D+L-W (12-13) y; y 1 1 1 1 1 3 1 5 -1 14 D+L+E/1.4 12-13 + 1 1 1 3 1 4 I 1 I { 15 D+L-E/1.4 (12-13) y y 1 1 3 1 4 -1 16 D+L+W+.S/2 12-14 1 1 1 3 1 1 5 1 1 1 $ i .5 I f 17 D+L-W+S/2 (12-14) y y i1 1 13 1 1 5 18 D+L+S+W/2 12-15 1 1 1 3 1 5 1 .5 6 1 I � , 19 D+L+S-W/2 12-15 1 1 1 3 1 5 -.5 6 1 1 20 I D+L+S+E/1.4 12-16 1 1 1 3 1 + 4 1 6 1 21 D+L±S-E/1.4 (12-16) y y 1 1 1 3 1 4 22 .9D+E/1.4 12-16-1 EQ ST— IV y 1 I .9 4 1 i 23 AD-E11.4(12-16-1 EQSTA... V y 1 .9 4 -1 24 ..667D+W {CSC 1621.1 WI... 1 1 .667 5 ! 1 I 25 .667D-W (CBC 1621.1 WIN... y. y 1 1 .667 5 -1 26 1 1 27 ENVELOPE THE FOLLOW... 1 28 !D+.7L+2.8E (CBC 2213.5.1...; 1 1 1 3 .7 1 4 ! 3.92 RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY•-1\Calcs\FRAM EA- 1.R2D] Page 1 -T2 Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Load Combinations(continueco Num Description Env WS PD SR55 Ca_ BLC _Factor BLC Factor BLC _ Factor BLC Factor 29 'D+.7L-2.8E (CBC 2213.5.1 ..: -- - 1 1 1 3 --- .7 4 30 .85D+2.8E CBC 2213.5.1 C.., 1 1 .85 4 3.92 j _31 i.85D-2.8E (CBC 2213.5.1 C_.. 1 1 ,85 4 -3.92 1 32 1 33 :ENVELOPE THE FOLLOW,.) 1 j 34 JUBC 12-5 (a) GRADE BEAMI I I 1 DL 1.2 EL 1 1.4 LL 1 :5 LLS 1 1 SL .2 SLN .7 35 UBC 12-5 (b) GRADE BEAM 1 DL 1.2 SL .2 EL SLN -1.4 .7 LL .5 LLS 1 36 UBC 12-6 (a) GRADE BEAMI 1 DL :9. 1 EL 1.4 i I 37 IUBC 12-6 b GRADE BEAMI 1 DL 1 .9. EL -1.4 38 1 ACI 9-1 a GLADE BEAM 1 1 DL 1.4 LL 1 1.7 I i I I 39 : ACI 9-2 (a) GRADE BEAM 1 1 DL 1.05 LL 1.275 7 WL 1.275 I 40 ACI 9-2 (b) GRADE BEAM 1 DL 11.05 WL ; 1.275 , 1 ' i 1 41 :ACI 9-3 GRADE BEAM, I 1 DL .9 WL 1.3 i 1 42 ACI 9 2 a GRADE BEAM i 1 DL 1.05 LL 1.275 WL -1.275.1 f 43 ACI 9-2 (b) GRADE BEAM j 1 DL 1.05 WL -1.275 I 44 1 ACI 9-3 GRADE BEAM i f 1 DL .9-; WL 1.3 1 1 f 1 45 1 46 IF-NVELOPE THE FOLLOW-11 I 47 OR FOR DESIGNING FRA... I 1 48 11.2D+.5L+.2S+.4RE (CBC...1 1 1 1 1.2 3 .5 6 1 .2 I 4 2.52 k j 49 1.2D+.5L+.2S-.4RE ( CBC ... 1 1 1.2 3 .5 6 .2 4 -2.52 50 1.2D+L+.2S+.4RE (CBC 22- 1 1 1.2 ' 3 1 6 1 .2 4 2.52 f I _51 :1.2D+L+.2S-.4RE CBC 221... 1 1 1.2 3 1 6 .2 4 -2.52 52 .9D+.4RE (CBC 2214 7.2a . ; 1 1 .9 4 1 2.52 1. i 53 .9D-.4RE (CBC 2214 7.2a (... 1 1 _ .9 - 4 -2.52 1 54 1 UBC 12-1 1 DL 1.4 I I 55 UBC 12 2 [a} 1 _DL _ 1.2 LL 1.6 LLS 1.6 RLL .5 56 UBC 12-2 b 1 ❑L 1.2 LL 1.6 LLS 1.6 SL 5 SLN .5 57 UBC 12-2 (c) 1 DL 1.2 LL 1.6. LLS 1.6 RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY-1\Calcs\FRAMEA-1.R2D] Page 2 Company Young Engineering Services August 8, 2003 Designer EAF 2 2 + PM Job Number: 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Load Combinations (continued) Num ❑escription Env WS PD.SRSS CO BLC Factor BLC Factor BLC Factor BLC Factor --T-i-- 58 UBC 12-3(i)-7-T ❑L 1.2 RLL 1.6 LL�LLS-7-1 I 59 UBC 1 DL 1.2 RLL 1.6 WL .8 60 UBC 12-3 c 1 1 1 DL 1.2 RLL 1.6 WL 1 -.8 I I , 61 UBC 12-3 d 1 ❑L 1.2 --SL 1.6 SLN 1_.6 LL 5 fit UBC 1.2-3 e 1 DL 1.2 SL 1.6 SLN 1 1.6 1 WL 1 .8 1 63 UBC 12-3_(f} 1 DL 1.2 SL 1.6 SLN 1.6 WL 64 UBC 12-3 1 DL 1.2 RLL 1.6 � I I 65 UBC 12-3 h 1 1 DL 1.2 SL 1.6 SLN I 1,6 � i _ _ 66 _1 UBC 12-4 (a) 1 1 DL RLL i 1.2 1 ..5 WL i 1.3 LL .5 LLS 1 j 67_ 1 UBC 12-4 (b) 1 DL 1.2 WL -1.3 LL .5 LLS 1 1 RLL .5 88 UBC 12-4 c I 1 DL 1.2 WL 1,3 LL .5 LLS 1 SL .5 I SLN 5 69 UBC 12-4 d 1 DL 1.2 WL -1.3 LL .5 LLS 1 SL .5 1 SLN ! .5 - 70 UBC 12-4 e i i 1 DL 1.2: WL 1.3 LL .5 1 LLS ! 1 71 J UBC 12-4 f 1 DL 1.2 WL -1.3 LL .5 LLS 1 i 1 72 1 UBC 1274 1 1 ❑L 1.2 WL 1.3 I RLL .5 ! 73 UBC 12-4 (h) 1 DL 1.2 WL -1.3 RLL .5 74 UBC 12-4 1 1 DL 1 1.2 WL 1.3 SL .5 SLN 5 i I `75 UBC 12-40) 1 ❑L 1.2 WL -1.3 SL .5 SLN .5 76 1 UBC 12-5-a 1 ❑L 1.2 ! EL 1A 1 LL 1 .5 1 LLS 1 SL 1 .2 SLN _7 1 1 77 UBC_12-5 (b) 1 1 DL SL 1.2 -2 EL SLN -1.4 .7 LL .5 LLS 1 78 UBC 12-5 c 1 DL 1 1.2 EL 1.4 LL .5 1 LLS 1 79 UBC 12-5.(d) 1 DL 1.2 EL -1.4 LL .5 LLS 1 80 UBC 12-5 e 1 1 DL 1.2 EL 1.4 1 SL .2 SLN .7 I ' I 81 UBC 12-5 (f)_ 1 DL _1.22- EL -_1.4 SL .2 SLN .7 82 1 UBC 12-5 1 DL 1.2 EL 1.4 UBC 12-5 (h] 1 DL 1.2 EL -1.4 _83 84 UBC 12-6 a 1 DL .9 EL 1 1.4 i 85 _ UBC 12-6 (b) 1 DL .9 EL -1.4 86 UBC 12-6 c 1 ❑L .9 WL 1.3 J RISA-2D Version 5.5 [C:\DOCUME--1\default\Desktop\(CASEY-1\Calcs\FRAMEA-1.R2D] Page 3 Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Load Combinations continued) Num Description Env "IS PD SRSS CD BLC _ Factor BLC Factor BLC Factor BLC Factor .87 UBC 12-6 (dd) _ 1 _DL 9 ____. WL -11..3 Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Descriptlon _Code Desc�tiran X Y Joint Paint Direct Dist. 1 ❑ DL Dead Load 1 2 2 Lr RLL Roof Live Load _3 L � LL Live Load 1 2 4 Ell A EL Earthquake Load 1 i 5 W WL Wind Load 1 6 _ S T SL ! Snow Load Joint Loads/Enforced Dis lacements Cate -gory : EL BLC 4: E11.4 Joint Label jL]oad,[M]ass,or, Direction Magnitude [Dlisplacement k�k-fit, in�rad, k-s42/ft) N2 L X 1 6.054 1 Joint Loads/Enforced Displacements. Category: WL. BLC 5 : W Joint Label N2 [L]oad,[M]ass,or, Direction Magnitude [D)isplacement (k, k it, in, rad, k"s"2/ft - L X. 5.133 Member Direct Distributed Loads. Cate -gory: DL. BLC 1 : D ' Member Label Direction Start Magnitude End Magnitude Start Location End Location jklFk, F) k/ft F ft or °Io L or %) M2 Y -.684 - 684 1 0 4 i Y M2 -.31 4 1 9.76 Member Direct Distributed Loads. Cateaory : LL. BLC 3 : L Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft F k/ft F ft or % ft or % M2 Y -.336 -.336 0 4 M2 Y -.144 1 -.144 4 1 9.76 Member Point Loads Cate -gory : DL BLC 1 : D Member Label I Joint J Joint Direction N2 N3 Member Point Loads. Category: LL, BLC 3 : L Y Member Label I Joint J Joint Direction M2 N2 Movina Loads N3 Y Magnitude Location (k,_Ic-ft) (ft or %a] -1.632 1 4 Magnitude Location (k, k-ft) (ft or %) -.768 4 Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint _. ft _ V'Vays'' Sth Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print — Envelope Member ASD A1S199 Code Checks Label Code Chk Loc Shear Chk Loc ASD Eqn. Message _ (ft) _ Lc (ft) Lc No Data to Print... RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY-1\Calcs\FRAM EA- 1.R2D] Page 4 Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number . 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Member ASD AISI 99 Code Details Label Pn Tn Mn Cb Cm Lc (k) (k) (k-ft) Envelope Alternate Shapes Section Member Suggested Alternate Shapes SeE Label Replacement 1st Choice 2nd Choice 3rd Choice Redesign Not Performed... Boundary Conditions Joint Label X Translation Y Translation Rotation �klin (k/in) {k7f#I OL _ N1 _ Reaction Reaction Reaction N4 I Reaction I Reaction Reaction Stee/ Design / NDS Parameters Member Label Section Set Length ft Lb out le out ft Lb in le in ft L_comp le bend ft K out Cb Sway K in CH Cm B out in R M1 COL\ 1 13.79 1 1 1. 1.2 ! 1 0. M2 BEAM 9.76 2 2 2 1 1. 1.2 0. M3 COL1 i- 13.79 1 1. 1 1.2 ' 0. Dynamics Input Number of Modes Load Combination Number Acceleration of Gravity Convergence Tolerance Converae Work Vectors 13 1-D _ 32.2 0.001 No RSA/Frequencies No Response Spectra/Frequency Results Available... Materials (General) _ Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef- Weight Density Yield Stress (ksi) (ksi} Rativ {per 1015 F) LkkLff3 ksj STL 1 29000 11154 I .3 65 .49 50 Global Steel Code ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) 1.333__ Include Shear Deformation No No. of Sections for Member Catcs 5 T1 Redesiqn Sections-- T __ --No-----. P-Delta Analysis Tolerance 0.50%__ Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature N 1 - 0 -3.5 --�' - 0 _ N2 0 10.29 10 N_3 9.76 10.29 0 N4 9.76 -3.5 0 RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY--1\Calcs\FRAMEA-1.R2D] Page 5 Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number . 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (in)_ _ Lc (in) Lc radians Lc N1 - - max 0.000 _ 22 0,.000 24 0 15 min 0.000 , 15-'-- 0..000 ' 15 � 0 f 22 I N2 max -144 14 0 24 . 2.998e-4 23 min -.141 23 1 -.OU6 1 15 ; -6.751 e-4 1 14 N3 max .142 14 0 25 6.351e-4 15 _ min -.14 `` 23�05 1 14 -3.125e-4 1 22 N4 max 0.000 14 0.000 25 0 23 OA0-0 �23 0.0001141 0 14 Envelope Reactions Joint Label X Force Y Force Moment _ (k) Lc (k) Lc (k±) Lc N_1 max, 3.551 15 9.235 15 1 21.985 22 min 1 -2.725 1 22 1 -.756 24 -25.628 115 N4 i max, 2.703 , 23 1 7,43 14 25.62 ' 14 -- �- mi�53 14 -1.558 25 . -21.69 123 Reaction Totals: Imax _I min 1 6.054 151 9.095 13 1 -6.054 141 4.104 1241 Material Takeoff Material Shape Length Weight STL VV1 37.34 Envelope Member Deflections Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio Lc M1 i 1 max 1 0 10! 0 10: NC min 0 10 0 10 NC 2 max i 0 ! 24 .02 15 8133.399 15 1 min I -.001 15 -.018 22 9294,898 ' 22 3 max 0 24 .066 15 2508.434 15 min -..003 15 --059 22 2786.506 22 4 max 0 24 .114 15 1454.759 15 min -.004 15 -.107 22 1546.426 22 5 max 0 24 -141 23 11.72.344 231 min -.006 15 -.144 14 1153.077 14 1 M2 1 max .144 1 14 ! 0 241 NC 1 : min -.141 1 23 -.005 1 15 NC 2 max .143 1 14 -.002 1 25 NC 1 min I -A41 1 23 -.014 1 14 9777,791 14 3 max 1 .143 1 14 -.006 .25 i NC min 1 -.141 1 23 1 -.013 14 ' NC 4 max! .142 1 141 -.001 241 NC min 1 -.14 23 ' -.012 15 NC 5 max .142 14 0 25 ! NC min - -.14 23 -.005 ' 141 NC M3 1 max 0 10 0 10 NC min 0 10 0 10 NC 2 max 0 25-- .016 23 9430.474 23 min -.001 14� -.02 14 8127.003 14 3 max 0 25 .058 23 2830.848 23 min -.002 14 -.066 14 2502.455 14 4 max 0 25 .105 23 1574.117 23 1-159 RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY-1\Calcs\FRAMEA-1.R2D] Page 6 Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Member Deflections continued Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio Lc {in} (In i min -,QQ3 14 _ -.114 14 144T565 14 _ 5 max 0 25 I4 23 1182.372 23 min -.005 14 - 142 14 1165.7 _3 14 Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc k (k). �2.725 (kj M1 1 max_, 9.235 15 22 21.985 22 min ; -,756 24 -3.551�15 -25.628 15 2 !max 35 15 2.725 22 . 12.592 22, 1 min -.756 24 -3.551 15 -13.385 151 1 3 i max 9.235 15 2.725 22 3.697 14 min -.756 24 -3.551 15 -1.642 23 4 max 9.235 15 2.725 22 11.1 15 min -.756 24 -3,551 15 -6.196 22 5 max 9.235 15 2.725 22 23.342 15 _ 1 min -.756 24 -3,551 15 -15,59 22 M2 1 1 max i 3.53 14 1 9.235 15 1 23,342 15 1 mini -2.703 j 23 -.756 24 ' -15.59 22 ,max' 3.53 ' 14 1 6.747 .15 5.982 23 min 1 -2.703 1 23 -1.977 122 , -14.736 14 max . 3:53 141 2.918 123 1 -3.455 25 i min 1 -2.703 23 -5.214 ' 14! -7.798 1 14 I 4 :max[ 3.53 14 I 2.237 :23 ' 7.401 22 I ruin 1 -2.703 231 -6.322 14 -12,085 15 5 i max 1 3.53 14 1 1.558 25 ' 23.053 : 14 min 4703 : 23 1 77.43 14-1 -15.589 123 1 max 7.43 1 14 3.53 14, 25.62 14 1 min -1.568 125 -2.703 :23 1 -21.69 23 2 1 max 743 14 1 353 14 13 452 14 min 1 -1.558 25 -2.703 23 -12.3 Z 3 i max 1 7.43 141 153 14 1.711 1.22 min 1 -1.558 25 -2,703 23 -3.478 15 1 4 max 7.43 14 ! 3.53 14 6.269 23 min -1.558 25 -2.703 23 -10,885 14 5 max. 7.43 14 3.53 14 15.589 23 min -1.558 25 -2.7a3 23 -73 05. 14 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (ksi Lc ksi) _ LckS Lc�c M 1 1 max' 1.013 15 .749 22.., 6.511 15 5.586 221 min -.083 24 -.976 15 -5.586 22 -6.511 .15 2 max 1.013 15 .749 3.401 15 3.199 22 min ! -.083 24 -.976 _22 15 -3.199 22 -3.401 15 3 max 1.013 15 .749 22 A17 23 14 min -. 0 8 3 24 -.976 1.5 -.939 14� _ .939 -.417 23 4 max 1.013 15 .749 22 1.574 22 15; min -.083 24 -.976 15 -2.82 15� _2.82 -1.574 22 5 max 1.013 15 .749 22 3.961 22 5.931 15 mint -.083 24 -.976 15 -5.931� 15 --3.961 22 1 M2 + 1 max .387 14 i 2.538 15, 3.961 '22 5.931 15 min -.296 23 -.208 24 1 -5,931 15 ! -3.961 1221 2 max : .387 14 1.854 : 15 3.744 14 1.52 123. min -,296 23 -.543 22 , -1.52 23 ! -3.744 14 3 max 387 _ ! 1�4__ _ .8.02 23 1.981 14 -.878 1251 min -.296 23 -1.433 14 878 25� -1.981 1 14 RISA-2D Version 5.5 [C:\DOCUME--1\default\Desktop\(CASEY-1\Calcs\FRAMEA- 1.R2D] Page 7 Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Member Stresses (continued) Member Label Section Axial Shear Bending top Bending bot 1kci1 I. r lkci] I r Ikcll I n hmi1 I r 4 maxmax 387 1 14 '' T .6.15 23 3 071 � 15 ' 1.881 22 min I -.296 1 23 , -1.737 1 14 1 -1.881 1 22 ; -3.071 15 5 ImaxI .387 1141 .428 i251 3.961 23 . 5.857 14 min ' -.296 123 1 -2.042 ! 14 . -5.857 114, -3.961 23 IV16 1_ Max .61b . 14 .91 14 b.b11 23 b.bU9 14 min -.171 ' 25 ' -.743 23 -6.509 14 -5.511 23 2 max .815 14 .97 14 3.143 23 3.418 14 min -.171 25 I -.743 23 -3.418 14 -3.143 23 I I max! .815 14! .97 14 .884 15 .435 22 min I -.171 125 I -.743 23 ! -.435 22 ; -.884 15 4 max .815 14, .97 14, 2.766 141 1.593 23 min -.171 25 ' -.743 23, -1.593 :23: -2.766 141 5 max_ _.815 14 .97 14. 5.557 14 3.961 23 1 min -.171 25 -.743 23 -3.961 23 -5.857 14 Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J-End I -End J-End Code Length de reel Set TOM AVM AVM (in)_ (in) (ft) M1 N1 N2 COL1 STL Y 1 13.79 M2 - N2 N3 BEAM -STL Y ' -- - 9.76 M3 I N4 I N3 I COL1 I STL Y 13.79 Mode Shapes Joint Label X Translation Y Translation Rotation No Mode Shape Results Available.., Envelope Plate Corner Forces Plate Joint X Force Y Force k. Lc k Lc No Data to Print... Envelope Plate/Shell Forces Plate Label Fx Lc Fy Lc Fxy Lc k/ft 0 loft No Data to Print... Envelope Plate/Shell Principal Stresses Plate Label Sigma1 Sigma2 Tau Max Angle Von Mises (W) Lc (ksi)T� Lc (ksi) Lc (radians) Lc (WI Lc No Data to Print_.. Plate/Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? No Data to Print ... Sections Section Database Material Area SA SA 1(90,270) 1(0,180) Label Shape Label (in)"2 (0.,i$0) (90,270) (ih"4) (in"4) COL1 4� W16X31 STL 9.12 1.2 2.4 T/C Only RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY-1\Calcs\FRAMEA-1.R2D] Page 8 i- Company Young Engineering Services August 8, 2003 Designer EAF 2:27 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message itj Lc eft Lc Nil .433 0 15 .037 0 15 H 1-2 M2 1 .143 9.76 _ i 14 .096 0 15 1 H 1-2 M3 1 .427 0 1 14 .037 0 1 14 1 H 1-2 Envelope Member RISC ASD 9th Code Details Member Label Lc Fa ksi M1 15 1 9.884 M2_ _ 14 37.641 M3 14 1 9.884 Envelope Drift Report Ft {k5ij, Fb (k51) Cb Cm ,_ 39.99 15.989 1 6 3.9.99 ' 43.989 1 .85 39.99 1 15.989 1 6 Story X Direction Number Joint Label Drift Lc % of Ht. _ in No Stories Defined... RISA-2D Version 5.5 [C:\DOCUME--1\default\Desktop\(CASEY-1\Calcs\FRAMEA— 1.R2D] Page 9 9 'moo Company Young Engineering Services August 8, 2003 Designer EAF 2:34 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Reactions Joint Label X Force Y Force Moment k Lc k Lc k-ft Lc _ N1 1 max 1 4.753 1 35 10.599 35 1 31.332 136 . � �� 3CflM min -3.94 36 -1.989 36 -34.916T5 N4 max, 3.91 37 8.854 134 ' 34.827 ; 34 min : -4.723 34 -3.071 1 37 -30.961 37 Reaction Totals : 1maxi 8.476 1 35 1 13.615 1 38 min 1 -8.476 1 34 1 5.538 1361. RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY-1\Calcs\FRAMEA-1.R2D] Page 10 Company Young Engineering Services August 8, 2003 Designer EAF 3:03 PM Job Number : 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (k) (k) max 19.75..6 29 11,613 '_ 30 90.289 30 in -11.711 30 -12.372 29 -93.635 29 ' ? max 19.756 29. -30 11.613 30 50.254 30 GOLNMN 57Ary min -11.711 -12.372 29 -50.984 29. / 3 ; max 19.756 29 11.613 30 10.639 28 min -11.711 1 30 -12.372 29 1 -8.751 31 1. 4 max i 19.756 29 11.613 1 30 1 34.32 29 min ' -11.711 30 -12.372 1 291 -29.814 ! 3.0 1 5 max, 19.756 29 11.61.3 30 76,971 29 I min -11.711 30 -12.372 29 -69.848 30 M2 1 max 1 12.287 1 28 19.756 29 , 76.971 29 f min -11.528 31 -11.711 30 -69.848 1 30 2 max ' 12.287 28 17.513 29 1 33.294 1 31 min1 -11,528 31 -13.13 30 -41.333 ' 28 3 1 max 12.287 28 14.019 31 -4.247 31 I min -11.528 31 -16.127 28 -7.21 1 28 4 1 max 12.287 28 11376 311 34.307 130 min A 1.528 1 31 = -17.129 . 28 -38.614 29 5 : max 1 12.287 128 12.733 31 76.379 1 28. min 1 -11.528 131 1 -18.131 128 -69.52 :31 M3 1 1 1 max 1 18.131 1 28 12.2_$7 1 28 93.062 28 I min 1-12.733 31 -11.528 1 31 ! -89.451 131 i 2 1 max: 18.131 28 1 12.287 28 50.702 28 min11 12.733 31-11.528 31 1-49,708 31 3 1 max 1 18.131 i 28 . 12.287 28 1 8.701 30 min1 -12.733 31-11.528 31 1-10.324 F29 4 1 max 1 18.131 28 1 12.287 28 , 29.777 31 min-12.733 31-11.528 31-34.019 28 5- max 18.131 28 12.287 28: 69.52 3311 I min-12.733 31-11.528 1 31-76.379 1 28 1 RISA-2D Version 5.5 [C:\DOCUME-y1\default\Desktop\(CASEY--1\Calcs\FRAMEA-1.R2D] Page 11 �~ 7 G .. Company Young Engineering Services August 8, 2003 Designer EAF 3:12 PM Job Number: 03-1408-96 OMRF (ELASTIC ANALYSIS) -ALONG LINE 37 Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc k k (k). - - M1 1 1 max 1 15.724 51 7.342 52 57.501 5252 70 1 ^'T oe<_,54 min -6.228 52 -8.23:8 51 -61.449 51 1 2 1 max 15.724 51 7.342 52 32.188 52 in -6.228 52 -8.238 51 -33.048 51 1 3 1 max 15.724 51 7.342 52 7.548 50 11 min -6.228 - 52 -8.238 51 -5.32 �J 53 4 max 1 15.724 51 7.342 52 23.753 -.51 min 1 -6.228 52 1 -8.238 51 -18.437 ` 52 5 max i 15.724 51 . 7.342 52 52-154 51 min -6.228 52 -8-238 ! 51 -43.749 52 M2 1 1 I max 50 15.724 51 1 52.154 51 2 3 4 51 min max min - max; 1 min 1 I max min max min -7:288 8.184 -7.288 8.184 7.288 8.1 a?l4 -7.288 8.184 -7.288 53 52 -43.749 52 501 12.902 51 20.104 53 53 -7.73 1 52 -29.593 50 50 8.671 1531 -4.586 1 53 53 -11.16 150 1-10.289 155 1 50 I 7.991 53 : 21.356 152 1 53 1 -12.419 50-26.435 1 51 15077.31 53. 51.674 i 50 53 -13.678 ', 501 -43.581 53 M3 1 1 max 13.678 50 8.184 7 50, 61 A 8 50 min ' -7.31 53 -7.288 ': 53 -56.92 53 2 1 max 1 13.678 50 1 8.184 50 32.967 1 50 min . -7.31 1 53 -7.288 1 53 -31.795 1 53 3 1 max 1 13.678 i 50 1 8.184 50 5.33 1 52 min 1 -7.31 53 1 -7.288 53 i -7.246 151 4 1 max 13.678 50 , 8.184 50 1 18.456 53 1 min -7.31 53 -7.288 53 1 -23.46 50 1 5 max 13.678 1 501 8.184 50I 43.581 153 min 1 -7.31 1 53 1 -7.288 53 1 -51.674 50 RISA-2D Version 5.5 [C:\DOCUME-1\default\Desktop\(CASEY-1\Calcs\FRAMEA- 1.R2D] Page 12 Seam Connection to Column Flange Column: W16X31-A572-50 Left Side Beam: W16X31 -A572-50 Moment: 52.2 k-ft Shear: 15.8 kips Axial Force: 8.2 kips "*******'** All Welds Are E70XX ********** Left Side Beam - W16X31 Moment Connection With Directly Welded Flan es: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tf) = 8.2/2) + 12 * 52.2/ (15.9 - 0.44) = 44.6 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 50 * 5.53 * 0.44 = 109.4 > 44.6 kips OK Left Side Beam - W16X31 Shear Connection Using One Plate: Plate: 9 in. X 3.5 in. X 0.188 in. Plate Material: A36 Beam Setback: 0.5 in. Bolts: (3) 7/8" 0 A325-N -STD Bolt Holes on Beam Web: 0.9375 in. Vert. X 0.9375" in. Horiz. Bolt Holes on Plate: 0.9375 in. Vert. X 0.9375 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 15.8 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + HA2) = Sgrt(15.8^2 + 0^2) = 15.8 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2.3333 in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.5 in. OK Bolt Strength: DesLqn Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 3 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 1 in. C = 2.71 Design Strength = Npl*C*Fv = 1 * 2.71 * 21.6 = 58.8 > 15.8 kips OK Design Shear Strength of the Beam: Design Shear Rupture Strength, ORn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu = 0 5.88 - 3 * 1) * 0.275 * 0.75*0.6 * 65 = 103.6 kips Design Shear Yield Strength: h = 13.63 in. t = 0.275 in. A = 4.37 inA2 Fy = 50 ksi a » h (No stiffeners) h/t = 13.63/0.275 = 49.564 h/t = 49.56 < 418/sgrt(Fy) = 59.11 Vn = 0.6*Fy*A =0.6*50*4.37 = 131 kips OVn = 0.9*131 = 117.9 kips Beam Shear Strength = Min(ORn, OVn) = 103.6 > 15.8 kips OK Design Shear Strength of the Plate: Design Shear Yield Strength h = 9 in. t = 0.1875 in. A = 1.69 inA2 Fy = 36 ksi a » h (No stiffeners) h/t = 9/0.1875 = 48 h/t = 48 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*1.69 = 36.5 kips OVn = 0.9*36.5 = 32.8 kips OVn =32.8>15.8OK Design Shear Rupture Strenoth: Net Area, An = (L - nL* (dh+0.0625))*t =(9-3*1)*0.1875= 1.13 in^2 Shear Rupture Strength = Npl*An*0.75*0.6*Fu = 1 * 1.13 * 0.45 * 58 =29.4>15.8OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = (et +(Nh-1)*sh)*t =(1.5+(1-1)*3)*0.1875 = 0.281 inA2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.281 - (1 - 0.5) * (0.9375 + 0.0625) * 0.188 = 0.188 inA2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (9 - 1.5) * 0.1875 = 1,406 in"2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1 406 - (3 - 0.5) * (0.9375 + 0.0625)* 0.1875 = 0.938 inA2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 0.938 + 36 * 0.281) = 32 kips aesion Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between weld line and first bolt line) Page: 1 Plastic Modulus, Z = 2.742 in^3, Eccentricity, e = 1 in. Design Shear Strength = OZ*Fy/e = 0.9*2.742 * 36/1 = 88.8 > 15.8 kips OK Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Dist. = Fbe =0.75*Fu*(e-i) =0.75*58*(1.5-0) = 65.25 k/in < 0.75* 2.4*Fu*d = 91.35 k/in Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 58 * ( 3 - 0.875/2 -0) = 111.47 k/in, Use 0.75* 2.4*Fu*d = 91.35 k/in Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl * of = 1 * (65.25 + 91.35 * (3 - 1)) * 0.1875 * 1 * 0.905 = 42 > 15.8 kips OK Bolt Bearing on Beam Web: Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 65 * ( 3 - 0.875/2 -0) = 124.92 k/in, Use 0.75* 2.4*Fu*d = 102.38 k/in Design Strength = nL * Fbs * nR * t * of =1 * 102.38 * 3 * 0.275 * 0.905 = 76.4 > 15.8 kips OK Weld Strength: Weld Size, w = 3/16 > Minimum Weld, 3/16" OK k = 0, a = 0.257, Theta = 0 C = 1.229 ORn = 2*C*C1 *D*L = 2*1.23 * 1 * 3 * 9 = 66.4 > 15.8 kips OK Column Stiffeners and Shear Reinforcement Loading: Wind or Low Seismic Framing System: OMF Left Side Beam Flan - a Forces: PufLeft=Mu*12/dm+Pu/2 = 52.2 * 12/15.44 + 8.2/2 = 44.6 kips Column Panel Zone Shear: Required Strength, Vu = PufLeft + PufRight - Vus =44.6+0-0 = 44.6 kips Column Web Shear Strength: Py=A*Fy=9.12*50=456kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9*0.6*50*15.88*0.275 = 117.9 > 44.6 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Tc*(Fy^0.5)/418 = 13.6 * (50^0.5)/418 = 0.2306 < 0.275 in. (Doubler Plate Not Required for Shear Buckling) Column Stiffeners Left Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(tf^2)*Fy*ct = 0.9*6.25*(0.44^2)*50*1 = 54.4 kips = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(1*5* 1.125 + 0.44)* 0.275 * 50 = 83.4 kips Column Web Crippling: N=tf=0.44in. Ct = 1.0 Nd = 3*N/d = 3 * 0.44/15.88 = 0.0831 ORn = 0.75*135*ct*(tw^2)*[1+Nd*(tw/tf)^1.5]*(Fy*tf/tw)^0.5 0.75*135*1 *(0.275^2)*[1+0.0831*(0.275/0.44)^1.5]*(50*0.44/0.275)^ .5 = 71.3 kips Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - L01Rn_FlBending, LPuf - LOJRn_WebYielding) >0 = max(44.6 - 54.4, 44.6 - 83.4) = 0 kips Right Side: RTFrc = Max(RPuf - RORn_FIBending, RPuf - RORn_WebYielding) >0 = max(0 - 0, 0 - 0) = 0 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn_WebYielding)] > 0 = max[(44.6 - 71.3), (44.6 - 83.4)] = 0 kips Right Side: RCFrc = Max[(RPuf-RORn_WebCrippling), (RPuf-RORn_WebYielding)] > 0 = max[(0 - 0), (0 - 0)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 0) = 0 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 0) = 0 kips Stiffeners not required opposite tension flange Stiffeners not required opposite compression flange Page: 2 r 2 5/8" 2@3=6" TYPE X3,1 - A572-50 , End Offset = 0.5 in, / 3/16 p 3116 L9"X3.5"X0,1875" - W16X31 - i Note: All Welds E70XX r PL 15"X 1.75"X .25"(TYP. 2) - A36 Clip inside corners 0.685 in. Max Plate to Flange Weld: 3/16" Double Fillet Stiff. PI to Web Weld: 3/16" Double Fillet Page: 3 Scale: 1/2" = 1' YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 77-804 Wildcat Dr. Palm Desert, CA. 92211 760-360-5770 SHEAR WALL DEFLECTIO CALCULATION UBC ST123.223 WALL NO. BOTH SIDES (Y or N) _ SEASONED LUMBER (Y or N) STRUCT (I or ID WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H) _ R H:W FORCE AMPLIFICATION FACTOR=2W/H= T = C (LB.) HOLDOWN E (P.S.I.) H/W A (I N.2) t (IN.) (TABLE 23-2-1 & H) _ G (P.S.I.) (TABLE 23-2-J) _ da (SIMPSON TABLES) = NAIL SIZE en (TABLE 23-2-10 = LB/NAIL= NAIL SPACING (IN) DELTA S(IN.) = DELTA M(IN.)=.7R(DELTA S) _ ALL DELTA M (IN.) =.025H = JOB SHEET NO. CALCULATED BY CHECKED BY SCALE OF 36 N Y = I D = 6X6 11.08 = 4.50 = 270 465 REF. CBC 1630.9.1 & 1630.2.1 = 4.5 1.23111 REF. APA APPENDIX C 2692 HD6A = 1600000 2.46 = 30.25 0.298 = 90000 0.0493 10D = 0.003 45 2 = 0.290 0.913 OK = 3.324 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 77.804 Wildcat Dr. Palm Desert, CA. 92211 760-360-5770 SHEAR WALL DEFLECTION CALCULATION UBC STM3.223 WALL NO. BOTH SIDES (Y or N) _ SEASONED LUMBER (Y or N) STRUCT (I or ID WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H) _ R H:W FORCE AMPLIFICATION FACTOR=2W/H= T = C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23.2-1 & H) _ G (P.S.I.) (TABLE 23-2-J) _ da (SIMPSON TABLES) = NAIL SIZE en (TABLE 23-2-10 = LB/NAIL= NAIL SPACING (IN) DELTA S(IN.) = DELTA M(IN.)=.7R(DELTA S) _ ALL DELTA M (IN.) =.025H = JOB SHEET NO. CALCULATED BY CHECKED BY SCALE C91� = 37 = N Y = I = D 6X6 = 11.08 = 4.50 = 270 = 465 REF. CBC 1630.9.1 & 1630.2.1 4.5 1.23111 REF. APA APPENDIX C 2660 = HD6A = 1600000 2.46 30.25 0.298 = 90000 0.0487 = 10D = 0.003 45 = 2 = 0.289 = 0.911 OK 3.324 t YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:26AM, 12 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope PHONE: (760) 360-5770 Rev: sW-DO Plywood Shear Wall & Footing User: KW-Q6417'E5. Ver5.5.0. 25•Sep•ZQQ-1 Page 1 ic}9965.2001 EN! RCALC Eagln-ring 5o"are [:lprocra. - -- --- --- — -- -- -- — _ mfl.is]easw..ecw:.Caiculatians Description OVERTURNING ANALYSIS FOR WALL 8 General Information — Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 8.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 12.000 ft Seismic Factor 0.175 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 1.500 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 Ibs at 0.00 ft Point Load # 2 0.00 Ibs at 0.00 ft Point Load # 3 0.00 Ibs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 465.00 #/ft 8.000 ft - 3.720.00 Ibs Uniform Shear @ Top of Wall 0.00 #/ft 8.000 ft - 0-00 ibs Strut Force Applied @ Top of Wall 0.00 Ibs Strut Force Applied @ Top of Wall 0.00 Ibs Moment Applied @ Top of Wall 0.00 ft-# 1 Footing Past Left Edge of Wall 11.000 ft Concrete Weight 145.00 pcf Wall Length 8.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 2,500.00 psi Footing Length 25.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Summary Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 486.0#/ft, Capacity = 560.000#/ft -> OK Wall Overturning = 45,648.Oft-#, Resisting Moment = 3,840.Oft- #, End Uplift = 5,226.00Ibs Max. Soil Pressures: @ Left = 883.3psf, @ Right = 1,045.9psf Sill Bolting: 1/2" Bolts @ 20.85in, 5/8" Bolts @ 32.68in, 3/4" Bolts @ 46.96in Footing Summary... Max. Footing Shear = 24.36psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.57in2, @ Right = 0.25in2 Minimum Overturning Stability Ratio = 1.507 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs cf-7 YOUNG ENGINEERING SERVICES Title: CASEY RESIDENCE Job # 03-1408-96 CIVIL AND STRUCTURAL ENGINEERING Dsgnr: EAF Date: 11:26AM, 12 AUG 03 77-804 WILDCAT DR. #C Description PALM DESERT, CA 92211 Scope: PHONE: (760) 360-5770 kev:ssaicoPlywood Shear Wall & Footing User: KW-0601-0601715; Ver 5.5.0, 25.5ep-2001 Page 2 (C)199S-2001 ENERCALC Engineering software _ � T,C,�rarrl files] C1GaSeY.eCW:Gd1CUlaiionS Description OVERTURNING ANALYSIS FOR WALL 8 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 7.672 ft 8.422 ft Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 883.34 psf 0.00 psf 28,092.87 ft-# 7,536.38 ft-# 24.363 psi 6.344 psi 100.000 psi 51,480.00 ft-# 82, 368.75 ft-# 1.600 :1 0.00 psf 1,045.87 psf 12,424.62 ft-# 13,816.69 ft-# 13.807 psi 18.862 psi 100.000 psi 51,480.00 ft-# 77,568.75 ft-# 1.507 :1 1,72