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HomeMy WebLinkAbout _ 340-89 (17) McCLODU PC# 340-89 16/21 TRACT# 19358-1 ,2,3 iSheer: , Sheer: GROUP E.S.I. DESIGN GROUP, INC. Dote: J.N: E.S.I. DESIGN! 989-4666 / INC, 2 of Dore. $EP. 2 5 1999 SEP. 2 5 1999AN ENGINEERING AND CONSULTING CORPORATION AN ENGINEERING AND CONSULTING C01kPORATION JN: 989-4666 SINCE+ova _ SINCE 1970. 989-4666 "Lake Elsinore"/MacLeod FLAN 2 DESIGN LOADS: ROOF: Tile FLOOR: w/o Conc. Lake Elsinore, Ca. Slope: >4:12 E Live Load a 16.0 psf Live Load a 40.0 psf FOIJNDAT I ON ANALYSIS = I DESIGN Dead Load: Dead LoadsRoofing Mtl. = 10.0 DL of Fin F1 - 5.0 Sheathing = 1.5 Sheathing - 1.5 AGSL'MED SOIL BEARING PRESSURE= 181�C.�s psf 9 By :C.H.J., Inc. p GROUP, I N Roof Framing - 3.5 Flr Joists - 3.0 Job No.35724-3 Dated :6i1S/8,; Drywall - 1 .0 Drywall ------ j Misc. a 1.0 Total D.L. - ---- Total D.L. - 12.0 1. Continuous Footing Design: AN ENGINEERING AND CONSULTING CORPORATION 18 Roof 31 ) (i4/2 217 plf Total load = .0 Total Load - 52.0. psf ( ) = # Design Load - LL/1.25 + DL - 31.0 psf (Design Load) Wall : ( 10 ) ( 17 ) = 170 i STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTIONS 1 STRUCTURAL CALCULATIONS Floor ( 52 ) (11/2+3 ) = 442 "Lake Elsinore" for MacLeod ---- ; 1. Sketches of details in calculations Development Company 829 plf I are not to scale and may not represent in Lake Elsinore, Ca. true conditions on plans. Architect or PROJECT ENGINEER Ron Width Required=( 829 )/( 1800 - 50 ) _ 0.47 ft. j designer is responsible for drawing CALCS COMP, BY 1«1 DATE 9/ eZ6 details in plans which represent true IST CHECK BY 2AT SINCE1974 framing conditions and scale. Enclosed PRINC. CHECK DATE 912c9S r Use 12 in. wide x 12 in. deep cant. ftg. 1-•Story details are intended to complement BACKCHECK BY DATE .ise 13 in. wide x 18 in. deep cant. ftg. 2-Story standard construction practice to be w/min.(1) N4 Bar T/B cant. (2 1 6 2 Story ftrls.) PROJECT: Structural calculations on "Lake Elsinore" used by experienced and qualified PLAN CHECK BY DATE Tract 19358 in Lake Elsinore, contractors. Pma>: 2. The structural calculations included OSHTSs DATE / � California for Macleod Development Co. 2. Point Loaded Footing: \1/ here are for the analysis and design INIT. ftg + slab --1 ->1 1�-4" F+L A1�J 3 of primary structural system. The OB £�iTS, DATE P max = SBP*S*W/144 ----V-----1--1 attachment of non-structural INIT.---------- � / \ elements is the responsibility of CG)SHTSs DATE Pmax(i-Story) = 6000 lbs. / \ � the architect or designer, unless v INIT. Pmax( -Story) = 9750 lbs. / \ -pacifi*.ally shown otherwise. OD SHTSS DATE ---/----------------\--- CLIENT: DATE: 25-Sep-89 3. The drawings, calculations. INIT. 1<------ S ------->1 specifications, and reproductions OSHTS: DATE 3. Pads needed: L.C. Major L Associa:er•. are instruments of service to be used INIT. I CLIENTJ.N.s REVISIONS: only for the specific project covered E.S.I. DESIGN GROUP. INC. NO PADS REQUIRED by ayreement and cover sheet. Any (This signature is to be a wet 2973 other use is solely prohibited. signature, not a copy.) ` 4. All rhenges made to the subject APPROVED BYs project shall be submitted to E.S.I. SHIPPED: Design Group, Inc. in writing for their review and comment. These SEP 2 b ]969 QapsESS;OA calculations are for a builders" �O v G.pack e intended. 5. Copyright o iightcO s)988s r by E.S.I. Desion fir t Group, Inc. All rights reserved. W Exp. 9 This material may not be reproduced • in whole or part wi-. -out prior fis'T9U lv \p 1 1921 EASTCARNEGIEAVENUE, SUITE3K•SANTAANA.,CAUFORNIA92705•(714)261-1811 written permission of E.S.I. Design DATE: 4fOFCAIIEb�� � Group, Inc. C a t i II --- Sheer. I I Sheer: I j I Sheer: E.S.I. DESIGN GROUP .S.I. DESIGN GROUP E.S.I. DESIGN GROUP, INC. Dore: , INC.INC• Dote: , INC, Dare: SEP.2 5 1989 SEP. 2 51989 SEP. 2 51909 1 AN ENGINEERING AND CONSULTING CORPORATION JIJ: AN ENGINEERING AND CONSULTING CORPORATION JN: AN ENGINEERING AND CONSULTING CORPORATION JN: 989-4666 989_4666 ' SINCE 1974 959-46ab SINCE 1974 s SINCE 1974 "Lake Elsinore"/MacLeod PLAN 2 "Lake Elsinore"/MacLeod PLAN c "Lake Elsinore"/MacLeod PLAN 2 Lake Elsinore, Ca. Lake Elsinore, Ca. Lake Elsinore, Ca. ;f (D Flush Beam Btwn. Nook u Family Room O Main Beam ,u Garage L A T E R A L A N A L Y S I S Length = 9 ft. Length = 20.5 ft;L1= 10.25 ft:L2=10.2 ft. w: Roof =( 31 psf)i 0 + 0 ) = O.0 plf P = 1690 lbs. from Dbl. F.J.'s /I\ LONGITUDINAL Wall 10 psf)( 8 + 0 ) = 80.0 ,. w: Roof =! 31 psf)( 8/2 + 0 ) = 124.0 plf ; w Floor =( 52 psf)! 20.5/2 + 0 ) = 532.0 P Wall =( 14 psf)( 9 + 0 ) = 126.0 . , . . , , D. L. of Beam................... = 10.0 w I Floor =( 52 psf)( 13/2 + 3 ) = 494.0 �e D. L. of Beam................... = 30.0 h h w = 623.0 . plf _____________ ------- I=======I ,----F2 ^ DL Roof: Fb= 1250 psi. w = 774.0 plf I I Roof =(18 )( 45 ) = 810 plf M = 6307.37 ft-lb=75.69 in-k <-L1->I<-L2-> Fb= 2400 psi. I I Wall =(14 )(10/2 )(2 )= 140 S = Moment /Fb = 60.6 in-3 M = 49320 ft-lb=591.8 in-k I ! (10 )(8/2 )(2 >= 80 Reactions: S = Moment /Fb =246.6 in^3 Reactions: I======I<--F1 Ih Fv= 95 psi d = 9.25 in. *R = 2804 lbs *RL= 8779 lbs TOTAL DL = 1030 plf V = w (L/2 - d) = 2323. lbs. Fv= 165 psi d = 16 in. *RR= 8779 lbs I I A = 1.5 V / Fv = 36.68 sq.in. Req'd Sec. Properties: V = R(max)-(w*d)= 7746. lbs. Vb I I I DL 1st Flr: is *S = 60.6 in-3 A = 1.5 V / Fv = 70.42 sq.in. Req'd Sec. Properties: ----->I_------I__ .....V.. Floor=(12 )( 32 ) = 384 Allow deft=L/249= 0.45In. *A = 36.7 sq. in. *S = 246.6 in-3 I //////////// Wall =(14 )t 8 )(2 )= 224 E = 1.7 x 10**b psi *I = 120.2 in•14 Allowable d=1.025 inches *A - 70.4 sq. in. :D(min) (10 >( 8 )(2 )= 160 I-5*w*L^4/384*E*d=120.2 in-4 E = 1.8 :: 10**6 psi *I =2022.1 in^4 : .t----->: -------- I =5*M*L^2/48*E*d= 2022 in^4 h= 17 fit. TOTAL DL = 768 plf * * * USE (3) 2 x 10 W.C.D.F. N 2 D= 27 f t. A L T 6 x 10 W.C.D.F. 8 I * * * U S E 6.75 x16.5 24F-V4 DF/DF GLEI 1985 UNIFORM BUILDING CODE: } O Drop Beam Q 2-Car Garage Post 3 Left of Living Room ** ZONE 4; Z=1 Length = 5.5 ft. \J Length = 12.5 ft. ** Bldg. Importance; I = 1 f w: Roof =( 31 psf)( 0 + 0 ) = 0.0 plf W: Wind =( 20.3 psf)( 5/2 + 0 ) = 50.8 plf ** Natural Per. T = .05h/sgrt.D Wall =( 10 psf)( 8 + 0 ) = 8R.0 ; ;< = 0.16 sec. W Floor =( 5E psf)( 14/2 + 0 ) = 364.0 =II ------ _ IIIIl : l ; Il . ' ! D. L. of Beam. .................. = 10.0 w =: ; _ ** Site Resonance k 1) w 50.8 plf (when Ts is unknown) saga:=r=soaaa ------- _' ! ** C=1/(15*sgrt.T) = 0.16 (Cmax = .12) W 454.0 plf - _ _. Fb= ** CS = 0.12 * 1.5 = 0.18 (CSmax = .14) - iti63 psi. Fb= 1250 psi. =II< M = 991.210 ft-lb=ll.89 in-k ** K Factor K = 1.33 (Box System) M = 1716.68 ft-ib=20.60 in-k S = Moment /Fb = 7 in-3 S = Moment /Fb = 16.5 in^3 Reactions: *** BASE SHEAR Vb = ZIKCSW *** WIND CRITERIA: Reactions: Fv= 126 psi ; d = 3.5 in. *R = 317 lbs = lxlxl.33x.14xW = 0.1862 W 70 MPH / EXP. C ;P =20 psf Fv= 95 psi ; d = 5.5 in. *R = 1249 lbs V = w (L/2 - d) = 302 lbs. V = w (L/2 - d) = 1040. lbs. A = 1.5 V / Fv = 4 sq.in. Req'd Sec. Properties: Distribution of Forces: Fx = Vb(Wxhx) / (sum Wihi) A = 1.5 V / Fv = 16.42 sq.in. Req'd Sec. Properties: *S = 7.2 in-3 !Control. *S = 16.5 in^3 Allow. d = L/120 = 1.25 in. *A = 3.6 sq. in. Level Wi hi Wihi Fx Story Shear! Wind (plf) :Force Allow deft=L/240= O.R75 in. *A = 16.4 sq. in. E = 1.7 x 10**6 psi *I = 13.1 in^4 (plf) (ft) (f-lb) (plf) (plf) I P =20. psf : (Plf) E = 1.7 x 10**6 psi *I = 20.0 in-4 I=5*w*L^4/384*E*d= 13 in"4 •... • •.. • •..... . •... ... .. •............ .. ! .. • •I • I=5*w*L"4:384*E*d= 20.0 in^4 Roof 103017 17510 247.8 -- I (12-4 )*P=162248• * * * U S E 4 x 4 W.C.D.F. 8 2 I : * * * U S E 4 x 6 W.C.D.F. 8 2 1 768 8 6144 87.0 335 1 (21-4 )*P=345 ! 345 Base 1798 0 23654 335 _ -• is Y S�� d• j Sheet: 2 Sheet: Sheer: E.S.I. DESIGN GROUP, INC. Date: SEP. 2 51se9 E.S.I. DESIGN GROUP, INC. Date: z 5,999 _ E.S.I. DESIGN GROUP INC. Dare: SEP. 2 5 1999 AN ENGINEERING AND CONSULTING CORPORATION 1N: AN ENGINEERING AND CONSULTING CORPORATION 1N: i AN ENGINEERING AND CONSULITNG CORPORATION J14: 4 SINCE 1974 4666 SINCE 1974 4666 SINCE 1974 i s DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION GENERAL SPECIFICATIONS _ FOR STANDARD RESIDENTIAL CONSTRUCTION CODE SPAN TABLES t1983 UNIFORM BUILDING CODE / LOS ANGELES BUILDING CODE (1985 Uniform Building Code) , In all cases calculations will supersede this_ desion criteria sheet. IS IS CEILING ' ROOF RAFTER/JOIST ! FLOOR JOIST 1 FLOOR JOIST I IS 1 West Coast Douglas Fir Larch - 19% max. moisture content. A. All beams to be supported with full bearing unless noted otherwise. !I I t JOIST ! SLOPE<4:12 (TILE) ! ILL - 40 Dsf t LL 40 Dsf 1P {I { 7 4x or 2xt No. 1: fb-1300.psi/1750.psi; fv-95.psi; E-1800000.psi B. All isolated posts and beams to have Simpson PB s and PC s min., i2 IA i w/drvwall ! w/Q_!_ w/drvwall w/o conc. w/ conc. :A :2 ! No. 2: fb-1250.psi/1450.psi; fv-95.psii E-1700000.psi unless noted otherwise. ! `i m 6x or r-t No. is fb-1350. si; fv-83. si; E 1600000. si C. All walls on wood floors are to be supported with double ,foists or iE IC grade grade grade. ! orade !C IE i g P P P 'G 1 No.2 No No.2 No.2 No.1 No.2 1 No.1 1 No.2 1 No.1 1G 1 t S.S. : fb-1600.psii fv-83.psi; E-1600000.psi solid blocking unless noted otherwise. r=i It is recommended that lumber be free of heart center, D. All Simpson Hd, PA and CB holdowns to be fastened to 4x4 post min. p 12 f12 ,, 12-0 1 -3 I � ! � � ! Glued Laminated Beamst West Coast Douglas Fir E. All hardware is to be Simpson or equivalent. ix 116 1 11-0 1 11-3 :16 tx t' ! :24 ,4 ! Industrial goo. grades fb-2400.osit fv-163.osis E-1800000.osi F. All shop drawings are to be reviewed by the contractor and the ' t2 112 1 19-9 20-3 1 13-3 112-6 13-0 ! 10-9 ! 11-0 ! 10-9 ! 11-0 t12 12 1 I. Prypeck shall be composed of one part Portland Cement to not more architect prior to submittal for engineers review. I 1 ' 11-6 1 11-0 1 11-3 t 9-9 ! 10-0 : 9-3 ! 10-0 116 Ix 1 ' t:han three arts sand. G. Al. exterior walls are to be secured with 1/2" diameter x 10" ,x 16 S" 15-0 16-3 , v P 16 12a 13-6 f 16-0 1 9-0 1 8-6 ! 8-9 : 8-6 ! 8-9 1 7-6 18-3 124 !6 1 `. ZO 2. All structural concrete .... ......... .. ..f'c a 3000 psi anchor bolts at 72" o.c., unless noted otherwise. (Redhead WS 1270 ,2 :12 : 26-0 1 26-9 1 17-6 1 17-0 ! 17-3 1 14-3 : 14-6 : 14-0 1 14-3 t12 12 1 All slab-on-grade/continuous•footings/pads• ..........f'c - 2000 psi Anchor may be used in-lieu of anchor bolts) ix 116 1 27-9 ' 24-3 ! 15-6 ! I5-0 13-3 : 13-0 1 13-3 : 12-3 i 13-0 116 !x I t� All concrete shall reach minimum comore%sive strength at 28-days. ! 1 : 1 . H. All interior wells to be secured with shot pins per manufacturer i SB 24 20-6 21-0 f 12-0 ! 31-6 it-9 ! li-0 11-b ! 10-0 i 11-0 24 8 1. All reinforcing shall be A.S.T.M. A-615-40 for N5 bars and smaller. recommendations unless noted otherwise, calculations govern in all ,� All reinforcing shall be A.S.T.M. A-615-60 for M6 bars and larger. „ :2 112 ' 33-3 ' 34-0 ' 22-6 1 22-0 { 22-3 ! 18-3 1 18-9 1 18-0 1 18-:�L12 12 1 I cases. Recommend Ramset M3348 at 36' o.c. shear walls and 48 o.c. 20-m 19-6 1 19-9 t 16-6 ! 17-0 1 15-9 1 16-9 116 ix t W Welded wire fabric to be A.S.T.M. A-163, lap 1-1/2 spaces, 9" min. at non shear walls. (Alternate Omark #47067 or equal) 11 124 1 30-3 1 31-0 t ! _ W 2. Splicing of bars shall have lapping or 40 dig. or 2'-0" min. in all I. All conventional framed portions of structure are to be constructed I !1 0i�4 1 26-0 ! 27-0 t 15-6 ! 15-0 1 15-3 ! 14-0 ! 14-9 ! 12-9 ! 14-0 t24 1101 1- 12 !12 1 ! 1 27-6 ' 26-6 1 27-0 1 22-3 1 22-9 1 22-0 1 22-3 112 12 t 0continuous concrete reinforcement (30 dig. for compression). per section 2516 and 2517 of the Uniform Building Code, unless !x :16 1 ! 24-6 ! 23-6 t 24-0 1 20-3 ! 20-6 1 19-3 1 20-3 116 {x 3 m Masonry reinforcement shall have lapping% of 40 dig. or 2'-0". This noted otherwise, t = is in all cases unless otherwise noted. J. All nailing is to be per table 25-0 of the Uniform Building Codes 'la 24 19-0 18-b 18-9 1 17-0 1 18-0 i 15-6 1 17-3 112 ,12, : ' 1 26-3 ! 26-9 : 26-0 : 26-6 :12 i2 1 V 3. All reinforcing bars shall be accurately and securely placed before unless noted otherwise. !x i16 1 23-9 ! 24-3 1 22-6 1 24-0 :16 1x : 99 pouring concrete, or grouting masonry. 114124 i 20-0 i 21-3 1 18-3 20-3 124 1141 O 4. Concrete protection for reinforcement shall be at least equal to the RAMING NOTE _I b• diameter of the bars. Cover shall be as follows: (U.O.N.) 1 16d Sole PL Nailing at 12"o/c 04 A. Poured against earth.. ..... ................. 3" 2 16d Sole PL Nailing at 10"o/c i I W B. Poured against form below grade................. 2" 3 16d Sole PL Nailing at 8"o/c 9 C C. Slabs on grade (from top of slab)............... 1" 4 16d Scle PL Nailing at 6"o/c 10 SPAN TABLES: As per 1985 Standard Grading Rules for Western Lumber D. Columns and beams to main bars.................. 2" 5 16d Sole PL Nailing at 4"o/c Douglas Fir-Larcht No.1 6 Appearance - Fb-1750 psi J 1. Fabrication and erection of structural steel shall be in accordance 6 1 16d Sole PL Nailing at 2"o/c 12, Fv-95 psi, E-1.8x10^6 psi W with "Specifications for the Design, Fabrication and Erection of FOUNDATION NOTES: MISC. NOTES NOTESz No.2 - Fb-1450 psi, Fv-95 psi H Structural Steel for Buildings", AISC, current edition. Steel to con- 13 1/2"X10" Anchor Bolts at 64"o/c 9 E-I.7x10^6 psi 01 form to ASTM A-36. Pipe columns shall conform to ASTM A539 Grade B. 14 1/2"x10" Anchor Bolts at 56"o/c 30 Delection Criteria: Max of 19•% moisture content 2. All welding shall be performed by certified welders, using the Elec- 15 1/2"x10" Anchor Bolts at 48"o/c Max defl. of L/240 at time of installation and atric Shielded Arc Process at licensed shops or otherwise approved by 16 1/2"xl0" Anchor Bolts at 40"o/c 3F at total load. installed crown up. the Bldg. Dept. Continuous inspection required for all field welding. 17 1/2"-+10" Anchor Bolts at 32"o/c H 3. All steel exposed to weather shall be hot-dip galvanized after fabri- 18 1/2"x10" Anchor Bolts at 24"o/c 34 1985 Uniform.Building Code - May 1, 1985 cation, or other ap proved weather proofing method. 19 1/2"x10" Anchor Bolts at 16"o/c 95 0: 4. Where finis4 is attached to structural steel provide 1/2" bolt holes 20 1/2"x10" Anchor bolts at 8"o/c 361 t- 8 4'-0"o.c. for attachment of nailers. See architectural drawings for 21 1/2"x12" Anchor Bolts* at 24"o/c 7 0) finishes (Nelson studs 1/2 x 3" CPL may be used to reolace bolts). 22 1.2"x12" Anchor Bolts* at 16"o/c 1. Concrete block shall be of sizes shown on architectural dr..�ings 23 1/2"x12" Anchor bolts* at 811o/c 9 and/or called for in specs. and conform to A.S.T.M. C-90, grade "N" 24 (2) 1/2"x10" Anchor Bolts 4 lightweight units with max. linear shrinkage of 0.06%. 25 (3) 1/2'x10" Anchor Bolts 4 ZO 2. All vertical reinforcing in masonry walls not retaining earth shall 26 (2) 1/2"x12" Anchor Bolts* 0) he located in the center of the wall, retaining walls are to be as 27 (3) 1/2"x12" Anchor Bolts* 4 = shown in details. 2BI (2) /4"x12" Anchor Bolts* 441 3. All cells with steel are to be solid grouted (except retaining walls * 4" projection from top of slab. where all cells are to be solid grouted). ham. ,.... ......_ _ - - - ,• - - _ __.. - _.. ... .. x Sheet: Sheer: 14 Sheer 5 E.S.I. DESIGN GROUP INC. Dare: E.S.I. DESIGN GROUP, INC. Dare: E.S.I. DESIGN GROUP, INC. Date: • SEP. 2 51989 SEP.2 51989 SEP. 2 51089 AN ENGINEERING AND CONSULTING CORPORATION JN: AN FNGINEERING AND CONSULTING CORPORATION JN: AN ENGINEERING AND CONSULTING CORPORATION JN:al k 989-4666 4666 SINCE 1974 989-4666 SINCE 1974 SINCE 1974 - "Lake Elsinore"/MacLeod FLAN 2 "Lake Elsinore"/MacLeod PLAN 2 Lake Elsinore! Ca. 0/88) O Lake Elsinore, Ca. LATERAL SHEAR NOTES (rev. LATERAL ANAL_YS I S IIIN VERTICAL a FRANIIII NEIIERS 1OWall(s) 0 Left of Bed i & 3 L=iO.5+10.5 = 21 ft FIR HER FIR TRANSVERSE 1 -(2) LAYERS 3/8' Blocked Drywall 16 a.c. 16Y.c. LOAD =( 248 lbs/ft)(25.5 ft/2+ 0 )= 3162.00 lbs. ----/ rill 6/cooler rails 8 9'e.c 1 edges ad field at lase layer with BI cooler nails 3 7'o.c 3 Win and field at face layer................................. 250lift 250 1/ft SHEAR = LOAD/L = 3162 lbs / 21 ft. = 150.6 lbs/ft 2 -1/2,Drywall with Sit cooler Nils 17'e.c 3 eyes and field. (Table 47-1 UBC)......... IN lift 100 Uft t * USE 8� w/ Sbd S.P.N. a 10 e.c. ........ E '-----==1<----F2 DL Roof: ------i I Roof =(18 )t 31 ) = 558 p l f 3 --5/I'Drywall with 6d cooler Nils 8 7'o.c a ayes and field. (Table 47-I UK)......... 101 1/ft 100 lift I I I Wall =(14 ) (8/2 )(2 )= 112 A I I (1s )(8/2 ) (2 )= 80 4 --1/2, Drywall with 5d cooler Nils 14'o.c 1 edges ad flail. (Table 47-1(NCI......... 125 lift LES//ft 2OWa11(s) a) Right of 2nd Float- L=16.5+19 = 35.5 ft -------'f--F1 h __---__ ________ .- Y � LOAD =( 248 lbslft)(25.5 ftl2+ 17 )= 3162.00 lbs. 5 510� I I I TOTAL DL = 750 plf Drywall with 61 cooler Nils 8 4 o.c 3 edgn and field. (Table 47-1 UICI......... 125 lift 123 1/ft SHEAR 6 -- 112'Blocked Drywall with Sit cooler Nils 3 4'e.c 1 eyes and field. (Table 47-1 UK)......... IS/lift 150 lift = LOAD/L = 3162 lbs /35.5 ft. 89.1 lbs/ft= -f Vb I I I Dt. 1st Fir: ' ----- 1 ... .v.. oo r '12 20 240)( i = +� U S E FlUK) 8� w/ 16d S.P.N. a 16 o.c. ........ NA Wall "-4 )t 8 )(2 i= 224 7 -S/B'Blocked Drywall will 81 cooler Nils 3 1 o.e 3 eyes ad field. (Table/7-I UICI......... l7i I/it l73 0/it :D(minl (10 )t 8 )(2 )= 160 •. : -------- 1 -7/6'Stacce over approve/lath r/li imp staples 3 62e.c.it top ! % 3 y Wal l(s) 8 Rear of 2nd Floor L=8.75+6 =14.75 ft h= 17 f t. TOTAL DL = 624 p 1 f and bottom plain,sip of shear wall,erd field. LJ D= 21 ft. U.I.C. Table 47-I ........................................................................ lot lift 145 1/ft LOAD =( 203 lbs/ft)( 14 ft/2+ 0 )= 1421.00 lbs. 9 -711'Stucco over approved lath r/16 gorge staple 3 39o.c. at tap SHEAR = LOAD/L = 1421 lbs /14.7 ft. = 96.3 lbs/ft 1985 UNIFORM BUILDING CODE: and bell"plain,eyes of sheer all,eel 6'O.C. it field. ** ZONE 4; 2=1 ICl/reports IN. 10 1 or"sell ........................................................260 I/ft 1131/ft 1 * USE AS w/ lbd S.P.N. a 16 o.c. ........ NA ** Bldg. Importance; I = 1 ** Natural P=r. T = .OSh/sgrt.D l0 --311 Structural II plywood silk M Nils 160 o.c 1 edges and 12.e.c.7 fie(/.liablt eSI�)...26/lift216 9/ft = 0.19 sec. G Wall(s) 8 Front of Bed 1 L= 14 = 14 ft *a= Site Resonance S = 1.5 11 -3/8'Structural II Plywood with ft mile 3 4's.c 8 Win end12'e.c. 8 field.lTable 2E MI...3M 0/ft 314 lift Ts LOAD =( 203 lbs/ft)( 32 ft/2+ 0 )= 3248.00 lbs. (when is unhrown) ** C=1/( sa = 0.15 (Cmax = .12) 12 --3/0'Structural 11 Plywood with Oil Nils 8 3'e.c 3 edgts and 12'e.c. 8 field.lTable UK UICI...H2 lit 403//ft ** CS = 0.12. * 1.5 = 0.18 (CSmax = .14) SHEAR = LOAD/L = 3248 lbs / 14 ft. = 232.0 lbs/ft ** K Factor K = 1.33 (Box System) Hs 13 --3/0'Structural 11 Plywood with Bill Nils 8 2'o.c 3 edges ed 12'e.c. 1 field.(Table 2l11 UICI,,..68N/ft S21 //ft Hs 14 -- 1/2' Structural 11 Plywood with 10d rails 3 2's.c I edges ad 1219.c. 8 field.(Table 2SI 01-770#/ft 631 1/ft * USE Q w/ 16d S.P.N. a b o.c. ........ El** BASE SHEAR Vb = ZIK,CSW *** WIND CRITERIA: lxlxl.33x.14xW = 0.1862 W 70 MPH / EXP. C ;P =20 psf Ha 15 --1/2'Structural 1 Plywood will l01 Nils 3 e o.c 8 Ngts and 12.o.c. 8 field.lTaile 2SI UM:1..170 1/ft 713 flit (D Wall(s) @ Rear of Bed 3 Closet. L= 8 = 8 ft Distribution of Forces: Fx = Vb(Wxhx) / (sum Wihi) !Control. ROTES: Ust Cal, CC, or Std. r/tst.glove in-din of Structural it Plywood.The.*values are for In-.,6 Net fir only, LOAD =( 203 lbs/ft)(33.5 ft/2+ 0 )= 3400.25 lbs. Level Wi hi Wihi Fx Story Shear! Wind (plf) !Force other lumber species say require change. (plf) (ft) (f-lb) (plf) (plf) I P =20. psf 1 (plf) SIEAR PARR ON BOTH STIES: Mere plywood is applied on both facts of a wall and Nil 4a:i.J is loos SHEAR = LOAD/L = 3400.25 lbs / 3 ft. = 425.0 lbs/fit ..................................................... 1 ....., ... ....1 .. than P, refer to the'#H'main below. Roof 750 17 1R75O 183.9 -- 1 (14-4 )*P=203 1 203. Hs Use 31 sill plate or 2-ea's with staggered Niling. Stagger Nilinq:t 2-2: tap Plain- * U S E Q w/ 16d S.P.N. a 4 o.c. ........ a i I i Hs Use a 4s4 post at vertical panel splices and 1-20 block on eye at heria.paNl splices. 1 624 8 4992 72.0 256 1 (23-4 )*P=385 I 386 HOR I 2ON 1 AL: All roof .d floor sheathing to be Eaposrre ! or Exterior. Base 1374 0 17742 256 -, ROOFS Ill'A.P.A. rated sheathing, P11 24/0,with Bd Nils 8 6' o.c. at eyes 6 hesdarits, 12°e.c.at idol(. „ FLOORS S/B' A.P.A. rated sheathing, PII 32/16, with IN nails 16' o.c. at edgn 6 boundaries, 10'o.c. At field. j ... ...,. .,..a . . ,. .. ... .. .. . ..+......,.�:..•..S-...r r.,..»........ ,L...��r.....•�Y. r t' L 4 �b 5he-et., Shoot: I E.S.I. DESIGN GROUP, INC. Dare:SE, 2 5 1989 E.S.I. DESIGN GROUP, INC. Date: E.S.I. DESIGN GROUP, INC. Date: AN ENGINEERING AND CONSULTING CORPORATION 1N; lD1987P• 2 5 1989 AN ENGINEERING AND CONSULTING CORPORATION 01"7 2 SING 1974 4666 AN ENGINEERING AND CONSULTING CORPORATION �N; 4666 SING 1974 NI z 4 b 6 6 51Na 1974 -w-wMAX I MUM HE I GHT OF STUDS-- CRITERIA: *1985 UBC - West Coast Douclas Fir: �•• 2x4's; CONSTRUCTION GRADE r 6 Q 2x6's; No. 2 GRADE F'e .3E/(1/d)^2 (long column) { �- F'b - 1200 psi for 2x4's F'b = 1450 psi for 2x6's E = t.5 x 10`6 psi for 2x4's I S tom."i •Q-0%_ Qq^,M*I m g 8 r �rtC1(EN w 9XM e, E • 7 x 10-6 psi for 2x6's J *Formulas Compression = f'c = P/A Bending = f'b = M/S i A41'IN b rls� deflection = d 5wL^4/384EI *Properties: studs U 2x4 2x6 Area =. 5.25 8.25 Section Modulus = 3.06 7.56 1 I to Moment of Inertia = 5.36 20.80 These calculations are based on limiting the combined bending and s�O"' _ A compression stresses (f'b & f'c) to 1.32 and the maximum deflection to H / 120 1N,,rr.lwe TASL6 FOR EXT WALLS WITH WIND EXP C / 70 MPH - 20.3 PSF:c = T'c/F'c + f'b/F'b ...combined stresses check. LMWB d = actual deflection ...not to exceed H/ 120 nor 1/2 stud depth. ;1'./` �"` 6 •ws� o * * BEARING WALLS * * load = 300 plf S T U D S Max. Allowable d (in) :c(1.33: F'c Height H (ft) act. allow :allow): (psi) 2 x 4 2 24" o.c. s 8.2 : 0.52 0.82 s 1.33 563 1 II � N +aa .<• �� Via.1 't " >11�IR'''' aw�.:.•S 2 x 4 a 16" O.C. s 10.1 0.79 1.01 1.33 i 376 '� M-W'` '.. �( 2 x 4 a 12" o.c. : 1.17 _ ZZ - 11.7 1.05 1.33 282 I' �'�""'• +"a'�•c .,. ,_ .•• �� �' 2 x 4 2 8" o.c. 13.8 1.38 1.38 1.25 200 em2COM+ •8 2 x 6 51 24" o.c. s 14.6 s 1.18 1.46 1.33 502 N••' - + { a• e•r,� w R 2 x 6 2 16" o.c. 17.9 1.76 1.79 1.33 s 335 I •u �r�.-�:T.� ZoE A 2 x 6 8 12" c.c. s 19.8 1.98 1.98 1.2E 274 8 2 x 6 2 8" c.c. s 22.6 2.26 2.26 3 1.07 : 209 I U B 2MF LIMING qAN SECOND FLC- FUMING '1N ie i f Af t 11 ,t1 Q Sheer: Sheet:Sheet: I g E.S.I. DESIGN GROUP, INC. Date: 19 Sheer: E.S.I. DESIGN GROUP, INC. Dote: E,fS.l. DESIGN GROUP, INC. Dare: � SEP. 2 5 IN SEP. 2 5 1969 SEP. 2 51999 AN ENGINEERING AND CONSULTING CORPORATION JN: 989-4666 AN ENGINEERING AND CONSULTING CORPORATION JN: AN ENGINEERING AND CONSULTING CORPORATION 989-4666 SINCE 197a J JN' 989-4666 SINCE 1974 SINCE 1974 Y "Lake Elsinore"/MacLeod PLAN 2 'Lake Elsinore"/MacLeod FLAN 2 "Lake Elsinore"/MacLeod PLAN 2 Lake Elsinore, Ca. Lake Elsinore, Ca. Lake Elsinore, Ca. OWall(s) a Front of and Flour (@ Elev. A) L=5.25+4 = 9.25 ft O Wall(s) a Left of House & Garage L=16.5+19 = 35.5 ft 11 Wall(s) a Front of Family Room L= 5.75 = 5.75 ft LOAD =( 203 lbs/f1:)(15.5 ft/2+ 0 )= 1573.25 lbs. LOAD =( 345 lbs/ft)(25.5 ft/2+ 0 )= 4398.75 lbs. LOAD =( 386 lbs/ft)(19.5 ft/2+ 0 >= 3763.50 lbs. SHEAR = LOAD/L = 1573.25 lbs /9.25 ft. = 170.1 lbs/ft SHEAR = LOAD/L = 4398.8 lbs /35.5 ft. = 123.9 lbsift SHEAR = LOAD/L = 3763.5 lbs /5.75 ft. = 654.5 lbs/ft * U S E 10 w/ 16d S.P.N. a 10 o.c. ........ • U S E Q w/ 1/2" dia. x 10 " Anchor Bolts * U S E Q w! 1/2" dia. x 10 " Anchor Bolts UPLIFT: L (Wal = 4.00 ft.; Wall Ht. = 8.00 ft. LOAD = 680.3 lbs.; O.T.M. = 5442.6 ft-lbs a 72 o.c. NA a 8 o.c. .. .... i'0 ) R.M. = 1328.0 fit-lbs; NET M = 4114.6 ft-lbs UPLIFT: L (Wall)= 5.75 ft.; Wall Ht �8.00•ft. UPLIFT / 1.33 = NET M / L(1.33) = 773.4 lbs. O Wall(s) a Right of House & Garage L=7.5+5+5.5+14 = 32 ft LOAD = 3763.5 lbs.; O.T.M. - 30108.0 ft-lbs R.M. 5488.4 ft-lbs; NET M 24619.6 ft-lbs • NO HOEDOWN REQUIRED (773 < 1000 LBS. UPLIFT) LOAD =( 345 lbs/ft)(25.5 ft/2+ 0 >= 4398.75 lbs. UPLIFT / 1.33 - NET M / L(1.33) = 3219.3 lbs. * Provide (1) Simpson HPAHD22 Per Post (HD5A a Corners) G Wall(s7 a Front of 2nd Floor (a Elev. 6> L=b+3.75 = 9.75 ft SHEAR = LOAD/L = 4398.8 lbs / 32 ft. = 137.5 lbs/ft * w/2-N4 Bars T/B, Extend 5' Past E/S of Post LOAD =( 203 lbs/ft)(15.5 ft/2+ 0 )= 1573.25 lbs. * U S E rS ` w/ 1/2" dia. x 10 " Anchor a 72 o.c. .. NA 12 Wall(s) a Rear of Garage L= 13.5 = 13.5 ft SHEAR = LOAD/L = 1573.25 lbs /9.75 ft. = 161.4 lbs/ft UPLIFT: L (Wall)- 5.00 ft.; Wall Ht = 8.00•ft. LOAD - 687.3 lbs.; O.T.M. = 5498.4 fit-lbs LOAD =( 386 lbs/ft)( 28 ft/2+ 0 >= 5404.00 lbs. 52 * U S E /lm\ w/ 16d S.P.N. a 10 o.c. ........ ID R.M. = 4487.5 ft-lbs; NET M = 1 . ft-lbs - UPLIFT: L (Wal 3.75 ft.; Wall Ht. _ •8.00•ft. UPLIF"i / 1.33 = NET M / L(1.33) 152.0 lbs. SHEAR = LOAD/L = 5404.0 lbs /13.5 ft. 400.3 lbs/ft LOAD = 605.1 lbs.; O.T.M. = 4840.8 ft-lbs * NO HOLDOWN REQUIRED (152 < 1000 LBS. UPLIFT) * U S E © w/ 1/2" dia. x 10 Anchor Bolts R.M. = 1167.2 ft-lbs; NET M = 3673.6 ft-lbs a 24 " o.c. ......... O = UPLIFT / 1.33 = NET M / L(1.33) = 736.6 lbs. 9 Wall(s) a Rear of House L= 11.5 = 11.5 ft 1B * NO HOLDOWN REQUIRED (737 < 1000 LBS. UPLIFT) I LOAD =( 386 lbs/ft)( 10 ft/2+ fr] )= 1930.00 lbs. S Wall(s) o Front of Garage L=2.33+2.33 = 4.66 ft 0 lbs /11.5 ft.= = 167.8 lbs/ft bb Wall(s) a Front of and Floor (a Elev. C) L=7.5+3.5 = 11 ft SHEAR LOAD/L 1930. LOAD =( 386 lbs/ft)( 18 ft/2+ 0 )= 3474.00 lbs. LOAD =( 203 lbs/ft)(15.5 ft/2+ 0 )= 1573.25 lbs. * U S E Q w/ 1/2" dia. x 1 " Anchor Bolts - a s6 o.c. ...... . 14 SHEAR = LOAD/L = 3474 lbs /4.66 ft. 745.5 lbs/ft SHEAR = LOAD/L = 1573.25 lbs / 11 ft. = 143.0 lbs/ft /� . " 10 Wall(s) a Front of Kitchen L= 6.25 = 6.25 ft U S E /14\ w/( 2 )1/2x 10 AB/ PANEL - 24 * U S E Q0 w/ 16d S.P.N. a 10 o.c. .... 2� UPLIFT: L (Wal - 2.33 ft.; Wall Ht.= 6.67•ft. UPLIFT: L (Wall)= 3.50 ft.; Wall 10 _ ...00•ft. LOAD =( 386 lbs/ft)( 21 ft/2+ 0 )= 4053.00 lbs. LOAD - 1737.0 lbs.; O.T.M. - 11585.8 ft lbs R.M. 448.9 ft-lbs; NET M 11136.9 ft-lbs LOAD = 500.6 lbs.; O.T.M. = 4004.6 ft-lbs _ TENSION IN HOLDOWN / 1.33 = 3593.8 lbs. R.M. = 1016.8 ft-lbs; NET M = 2987.9 ft-lbs SHEAR = LOAD/L = 4053.0 lbs /6.25 ft. - 648.5 lbs/ft / 1.33 = NET M / L(1.33) = 641.9 lbs. S(req)=12/(1500*1.33)*OTM= 69.5 in^3.... USE 4x 12 UPLIFT * NO HOEDOWN REQUIRED 33 < 1000 LBS. UPLIFT) * U S E Q w/ 1/2" dia. x 10 Anchor Bolts * Provide (1) Simpson HD5A Per Post Hdr. Min. a 16 o.c. .... .. 19 * w/2-(r4 Bar T/B, L=5' Past E/S of Post UPLIFT: L (Wall)= 6.25 ft.; Wall Ht = 8.00•ft. * SEE DETAIL "U" LOAD = 4053.0 lbs.; O.T.M. = 32424.0 ft-lbs R.M. = 6484.4 ft-lbs; NET M = 25939.6 ft-lbs UPLIFT / 1.33 = NET M / L(1.33) = 3120.6 lbs. * Provide (1) Simpson HPAHD22 Per Post (HD5A a Corners) * w/2-N4 Bars TlB, Extend 5' Past E/S of Post { j .....-44 t