HomeMy WebLinkAbout _ 340-89 (19) McCI.ODU PC# 340-89 18/21
TRACT# 19358-1,2,3
Sheer: 12_ Sheer: , ¢ Sheer: I }
E.S.I. DESIGN GROUP, INC. Dare: -� E.S.I. DESIGN GROUP, INC. Dare: E.S.I. DESIGN GROUP, INC
SE?. 2 6 1989 SEP. 2 6 1989 . Dare:
gip.2 61989
AN ENGINEERING AND CONSULTING CORPORATION 1N: o AN ENGINEERING AND CONSULTING CORPORATION
9>3:-466e, JN: AN ENGINEERING AND CONSULTING CORPORATION
SINCE 1074 989-46tia JN:989-4666
SINCE 1974 SINCE 1974
"Lake Elsinore"/MacLeod PLAN 4 "Lake Elsinore"/MacLeod PLAN 4 "Lake Elsinore"/MacLeod PLAN 4
Lake Elsinore, Ca. Lake Flsinore, Ca. Lake Elsinore, Ca.
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0Fast @ Left of Living Room LAT°'-RAL- ANAL-YS 10 LATERAL ANAL_YS I S
Length = 17 ft.
w: Wind =( 20.3 psf,( 5/2 + IU > = 50.2 plf LONGITUDINAL \ TRANSVERSE
w = w = 50.8 olf
Fb= 1663 psi. ------" ---• %_______"----F2 F2 DL Roof: � •. DL Roof:
M = 1333.34 fit-1b=22.00 in-k %
Roof =(13 l( 57 ) =1026 plf % % ; Roof =(18 )( 32 ) = 576 plf
S = Moment /Fb = 13 in"3 % i Wall =(14 )(10/2 )(2 )= 140) % % Wall =(14 )(8/2 )(2 )= 112
Reactions: i (10 )(8/2 )(2 )= 80 % (10 )(8/2 )(2 )= 80
Fv= 126 psi ; d = 5.5 in. *R = 431 lbs -- �<•------- -F1 %h =_____- -
% ;! -
F1 ;h
V = w (L/2 - d) = 408 lbs. - ; TOTAL DL = 1246 plf % % % TOTAL DL = 76S plf
A = 1.5 V / Fv = 5 sq.in. Req'd Sec. Properties: ( 1i
*S = 13.2 in-3 ) Vb ; ; ; DL 1st F1r:
Allow. d = L/120 = 1.7 in. *A = 4.9 sq. in. --- D 1st Flr;
Vb
_______ __ --" ; .....V.. DL
)( 20 ) = 240
-----" . ....V.. Floor=(12 )( =►4 ) = 528 �-_-___-- _-
E = 1.7 x 10**b psi *I = a3.0 in-4 Wall =(14 )( 8 )(2 )= 224 i //////////// Wall =(14 )( 8 )(2 )= 224
I=5*w*L 4i384*E*d= 33 in-4 :D(min) (10 )( 8 )(2 )= 160 :D(min) (10 >( 8 )(2 >= 160
* * U S E 4 x b W.C.D.F. 8 2 h= 171ft. TOTAL DL = 912 plf h= 17 ft. TOTAL DL = 624 plf
L= 39 ft. D= 21 ft.
1985 UNIFORM BUILDING CODE: 1985 UNIFORM BUILDING CODE:
** ZONE 4; Z=1 ** ZONE 4; Z=1
*x Bldg. Importance; I = 1 ** Bldg. Importance; 1 = 1
** Natural Per. T = .05h/sgrt.D ** Natural Per. T = .05h/sgrt.D
0.14 sec. = 0.19 sec.
1 ** Site Resonance S = 1.5 * Site Resonance S = 1.5
(when Ts is unknown) (when Ts is unknown)
** C=1/(15*sgrt.T) = 0.18 (Cmax = .12) ** C=1/(15*sgrt.T) = 0.15 (Cmax = .12)
** CS = 0.12 * 1.5 = 0.18 (CSmax = .14) ** CS = 0.12 * 1.5 = 0.18 (CSmax = .14)
** K Factor K = 1.33 (Box System) * K Factor K = 1.33 (Box System)
j *** BASE SHEAR Vb = ZIKCSW *** WIND CRITERIA: *** BASE SHEAR Vb = ZIKCSW *** WIND CRITERIA:
= 1x1 :l.33x.14xW = 0.1862 W 70 MPH / EXP. C ;P =20 psf = ixlx1.33x.14xW = 0.1862 W 70 MPH / EXP. C ;P =20 psf
Distribution of Forces: Fx = Vb(Wxhx) / (sum Wihi) Distribution of Forces: Fx = VbtW::hx) / (sum Wihi)
:Control. %Control.
j Level Wi hi Wihi Fx Story Shear; Wind (plf) :Force Level Wi hi Wihi Fx Story Shear! Wind (plf) !Force
I (plf) (ft) (f-lb) (plf) (plf) ; P =20. psf ; (plf) (plf) (ft) (f-lb) (plf) (plf) P =20. psf I (plf)
. . ................... .... .......... .............. %..... .. .... ... .... ......... ... ........... ..... . ... .... •
Roof 1246 17. 21182 292.9� -- ; (12-4•)*P=162�; 299• Roof 768 17. 13056 187.5• -- 1 (15-4 )*P=213 1 213
1 912 8 7296 102.9 402 :(21-4 )*P=345 ; 402 1 624 8 4992 71.7 259 ; (24-4 )*P=395 1 396
Base 2158 0 28478 402 Base 1392 0 18048 259 ,
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Sheer: Sheet: S E.S.I. DESIGN GROUP, INC. Dar:
E.S.I. DESIGN GROUP, INC. Iire: E.S.I. DESIGN GROUP INC. Dore: SEP.2 51969
$EP.2 1519 SEP. 2 6 1989 AN ENGINEERING AND CONSULTING CORPORATION
AN ENGINEERING AND CONSULTING CORPORATION JN: 4 B G u AN ENGINEERING AND CONSULTING CORPORATION 1iJc 4666
SINCE tv7a
'N 4666
SlrrcEtv7a SINCErv7a -M-'MAXI MUM HEIGHT OF STU053-
GENERAL SPECIFICATIONS CRITERIA: *1985 UBC - West Coast Douglas Fir:
FOR STANDARD RESIDENTIAL CONSTRUCTION 2x4's; .CONSTRUCTION GRADE
(1995 Uniform Building Code) SPAN T A S L M S 2x6's) No. 2 GRADE
A. All beams to be supported with full bearing unless noted otherwise. 1S IS CEILING 1 Rey F RAFTER/JOIST 1 FLOOR JOIST i FLOOR JOIST '.S IS I F'c = .3E/(1/d)^2 (long column)
B. All isolated posts and beams to have Simpson PB's and PC's min., :I 1P I JOIST 1 rl_OPE:4:12 (TILE) 1 LL = 40 osf 1 LL = 40 osf IP 1I 1 F'b = 1200 psi for 2::4's
unless rated otherwise. 1Z IA : w/drywall : w'u ! w/drywall w/o conc. : w/ conc. :A 1Z : F'b 1450 psi for 2x6's
C. All walls on wood floors are to be supported with double joists or IE :C 1 arade I +arade grade. : orade :C 1E I E = 1.5 x 10^6 psi for 2x4's
solid blocking unless noted otherwise. 1G : No.2 1 No.1 1 N0.2 No.2 No.1 ' No.2 1 No.l : No.2 : No.l 113 1 : E 1.7 x 10^6 psi for 2x6's
D. All Simpson Hd, PA and CB holdowns to be fastened to 4x4 poet min. 12 I1 : 12 12 I2 : 12-0 132-3 : 16 : *Formulas:
: :x
E. All hardware is to be Simpson or equivalent. 1x 116 : 11-0 111-3 1 : : 1 : 16 :4 : Compression = f'c P/A
F. All shop drawings are to be rvviewvd by the contractor and the 14 :24 : 9-0 : 9-9 : i : : Bending f'b = M/S
architect prior to submittal for engineers review. :2 112 1 19-9 1 20-3 : 13-3 1 1_ 2-66 113-0 1 10-9 : 11-0 110-9 11-0 :12 12 I deflection ' d = 5wL^4/384EI
G. All exterior walls are to be secured with 1/2" diameter x 10" 1x :16 : 18-0 : 18-3 1 11-6 1 11-0 11- : 9-9 1 10-0 1 9-3 1 10-0 116 :x :
anchor bolts at 72" o.c., unless noted otherwise. (Redhead WS 1270 16 :24 : 15-6 1 16-0 1 9-0 : 8-6 I 8-9 8-6 : 8-9 : 7-6 ; 8-3 :24 16
Anchor may be used in-lieu of anchor bolts) 12 :12 1 26-0 126-9 : 17-6 : 17-0 : 17•-3 1 14-3 1 14-6 1 14-0 1 14-3 :_12 12 1 *Properties: studs 2x4 2x6
H. All interior walls to be secured with shot pins per manufacturer :x 116 : 23-9 : 24-3 1 15-6 115-0 1 15-a : 13-0 1 13-3 : 12-3 1 13-0 116 :x 1 Area = 5.25 8.25
56
recommendations unleve noted otherwise, calculations govern in all � 124 : 20-6 1 21-0 : 12-0 1 11-6 1 11-9 1 11-0 1 11-6 : 10-0 1 11-6 124 18 1 Section Modulus = 3.36 7.80
I 1 1 I Moment of Inertia 5.36 20.80
cases. Recommend Rr_mset 03348 at 36' o.c. shear walls and 48"o.e. 12 12 33-3 � 34-0 22-6 22-0 22-3 8-3 18-9 18-0 1 19_3 :12 2
at non shear walls. (Alternate Omark N47067 or equal) :x 116 30-3 31-0 120-0 1 19-6 119-9 1 16-6 : 17-0 : 15-9 : 16-9 116 Ix
I. All conventiunal framed portions of structure are to be constructed :10' 4 26-0 27-0 1 15-6 15-0 ' 15-3 ' 14-0 1 14-9 1 12-9 1 14-0 124 1101_ These calculations are on limiting the combined bending and
per section 25;6 and 2517 of the Uniform Building Code, unless 12 :12 :I ' 27-6 26-6 ' 27-0 ' 22-3 : 22-9 : 22-0 1 22-3 I12 :2 1 compression stresses (f'b&6 f'c) to 1.33 and the maximum deflection
noted otherwise. 1r. I16 1 1 24-6 1 23-6 : 24-0 1 20-3 1 20-6 1 19-3 1 20-3 116 :x 1 to H / 120 .
J. All nailing is to be per table 25-0 of the Uniform Building Code, '12124 1 1 19-0 1 18-6 1 18-9 1 17-0 1 18-0 1 15-6 1 17-3 :24 112:
26-6 :12 12 1 TABLE FOR ExT WALLS WITH WIND EXP C / 70 MPH 20.3 PSF:
:2 I12 : 26-3 1 26-9 1 26-6 124-0 : 16 :x : c = f c/F'c + f b/F b ...combined stresses check.
unless noted otherwise. ,
1x :16 1 ' I 1 : 23-9 : 24-3 1 22-6 I FRAMINGT 114'24 20-0 21-� 18-3 20-3 124 114I
d - actual deflection ...not to exceed_H/ 120 nor 1/2 stud depth.
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1 16d Sole PL Nailing at 12"o/c 7 * * BEARING WALLS * * load - 300 plf
2 16d Sole PL Nailing at 10"o/c
3 16d Sole PL Nailing at B"o/c 9 S T U D S Max. Allowable : d (in) :c(1.33: F'c
4 16d Sole PL Nailing at 6"o/c 10 SPAN TABLES: As per 1985 Standard Grading Rules for Western Lumber
Height H (ft) : act. allow sallow): (psi)
5 16d Sole PL Nailing at 4"oJc
l6d Sole P ilinc at 222-15Douglas Fir-Larch: No.l 6 Appearance - Fb-1750 psi 2 x 4 2 24" o.c. : 8.2 s 0.52 0.82 1.33 : 563
T SC._ NOTES: Fv-95 psi, E=1.Bx10^6 psi
13 1/2"X10" Anchor Bolts at 64"o/c 9 No.2 - Fb=1450 psi, Fv-95 psi `
2 x 4 a 16" o.c. s 10.1
14 1/2"x10" Anchor Bolts at 56"o/c 30 E-1.7x10^6 psi 0.79 1.01 3.33 a 376
15 1/2"x10" Anchor Bolts at 48"a/c . 1 Delection Criteria: Max of 19% moisture content
1e 1/2"x10" Anchor Bolts at 40"o/c Max defl. o! L/240 at time of installation and 2 x 4 a 12" o.c. 11.7 1.05 1.17 1.33 s 282
17 1/2"x10" Anchor Bolts at 32"o/c 331 at total load. installed crown up. 2 x 4 a 8" o.c. 13.8 1.38 1.38 s 1.Ie5 s 200
18 1/2"x10" Anchor Bolts at 24"o/c 341
19 1/2"x10" Anchor Bolts at 16"o/c 1985 Uniform-Building Code - May 19 1985
20 1/2"wlV Anchor- bolts at 8"o/c 36 2 x 6 2 24" o.c. : 14.6 s 1.18 1.46 1.33 : 502
21 1/2"x12" Anchor Bolts* at 24"o/c '`7
22 1/2"x12" Anchor Bolts* at 16"o/c JR. 2 x 6 0 16" o.c. s 17.9 1.76 1.79 1.33 335
23 1/2"x12" Anchor bolts* at 811o/c 39
s
24 (2) 1/2"x10" Anchor Bolts 40 2 x 6 a 12" o.c. : 19.8 1.98 1.99 s 1.22 274
25 (3) 1/2"x10" Anchor Bolts 41 _
26 ( ) 1/2"x12" Anchor Bolts* 4 2 x b a 8" o.c. 22.6 s 2.26 2.26 s 1.07 : 209
27 (3) 1/2"xi2" Anchor Bolts* 4
( ) /4" " Anchor Bolts* 44
* 4" projection from top of slab.
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Sheer: I Sheer: . 2 E.S.I. DESIGN GROUP INC, Sheer: 18
E.S.I. DESIGN GROUP, INC. ire; E.S.I. DESIGN (,ROUT'/ INC. Dore: / Dore:
SEP. 2 6 1989 SEP. 2 61989 SEP. 2 61989 -
AN ENGINEERING AND CONSULTING CORPORATION )N: AK ENGINEERING AND CONSULTING CORPORATION JN: AN ENGINEERING AND CONSULTING CORPORATION
SINCE 1974 4666 989-4666 �N: 989-4666
SINCE 1974 SINCE 1074
"Labe Elmore"/";,::L.eod PLAN 4 "Lake Elsinore"/MacLeod PLAN 4
LATERAL SHEAR NOTES troy. B/BIT Q o lake Elsinore, C,
Lake Elsinore, Ca.
VERTICAL a AMIINIEOM lOWall(s) @ Left of loath 1 & Dressing L=9.5+7.33 =16.83 ft OWall(s) 8r Front of Loft L= 10 = 10 ft
1 - (2) LAYERS 3/8'Blocked ll IIIIB FIR MEN FIN
I6'S.C. 161o.c. 1
with cooler veils i III ac D edges and field at wee layer LOAD =(2/3*299 lbs/ft)( Sul ft/2+ 0 )= 2990.00 lbs. LOAD =( 213 lbs/ft)(43.5 ft/2+ 0 )= 4632.75 lbs.
with N cooler NLIs 171 S.0 i eyes end field at face layer.................................2S1 tHt 2501/it SHEAR = LOAD/L = 299Gt lbs /16.8 ft. = 177.7 lbs/ft SHEAR = LOAD/L = 4632.75 lbs / 10 ft. = 463.3 lbs/ft
2 - 112'"It with SI cooler Sails 111 S.0 1 edges and field. (Table 47-1 TAN:)......... If$I/tt 100 I/it * U S E G w/ l6d S.P.N. is 8 o.c. ........ � * U S E 2'• w/ 16d S.P.N. @ 2 o,c. ........ 6❑
3 -5/1'kywall with bd cooler Sails i 7' S.0.1 edges and field. ITable 47-I MI......... 1/0 lift !00 lift
O Wall(s) d Left of Bed 2 L= 13.5 = �3.5 ft ( 7 Wall(s) a Front of End Floor (D Elev. A) L=3.5+4.5 = 8 ft
1 - 1/2' Drywall with Sol cooler nails i 4'S.0 1 eyes and/Isis. Diable 17-1 INC1..,...... l25 1/it 125 1/it \�
S -5/8' Drywall with W cooler Sails B 1'S.0 I edges and field. ITelle 17-I WC)......... 125 0/ft 125 1/ft LOAD =(1/3*299 lbs/ft)( 21 ft/2+ 0 )= 1046.50 lbs. LOAD =( 213 lbs/ft)(22.5 ft/?+ 0 )= 2396.25 lbs.
A -- 1/3'Blocked Drywall ritA N cooler wile O 41 S.0 g ayes and fielQ. liable 47-1 IIiCI......... ISO Iltt ISO I/ft
SHEAR = LOAD/L = 1046.5 lbs /13.5 ft. = 77.5 lbs/ft SHEAR = LOAD/L = 2396.25 lbs / 8 ft. = 299.5 lbs/ft
-- • • t +► U S E 2, w/ 16d S.P.N. a 16 o.c. ........ NA * U S E Q1 w/ 16d S.P.N. a 4 o.c. ........ 5�7 S// Blocked Drywall rlti W cooler Sells O 1 •.c I dlges hood fieid. (Table 47-i UDC)......... 11i Ilft 173 I/tt
1 -7/1'Slrcco ever SWIVW lath oil&pop staples O&'S.c.at tap �'� 7a Wall(s) a Front of End Floor (S Elev. B) L=3.5+6 = 9.5 ft
and buttes plates,Wpm of star wall, and field. ( 3 ;Wall(s) � Right of End Floor L= 23 = 23 ft
I.I.C. Table 47-I ........................................................................ IN lift 145 lift \J 3812.25 lbs.LOAD 299 lbs/ft)(25.5 ft/2+ LOAD =( 213 lbs/ft)(22.5 ft/2+ 0 )= 2396.25 lbs.
=( 0 >=
I -7/N Itoca over approved 1316 NM VW staples i 30s.c.at tap SHEAR = LOAD/L = 2396.25 lbs / 9.5 ft. =
e:M bottes Plates,edges of dear sell, ad 6'S.C.at field. SHEAR = LOAD/L = 3812.25 lbs / 23 ft. = 165.8 lbs/ft E52.2 lbs/ft
II90 reports des. 12St I er opal) .......................................................I 2N 0/ft 213 lift s * U S E Q8 w/ 16d S.P.N. a 10 O.C. ........ * U S E 10\ w/ 16d S.P.N. 51 6 o.c. ........ 4a
10 -3//'Strsctwrsl II Plywood with N Nils 16'S.0 1 edges east lt's.c.I fteld.(Tille Is WI...26/1/ft 216 1/ft 1
Il -3/1' Structural II Plyreed rill N noils O 4'e.c B ayes end 12•a.c.1 fiel/.ITalle 2Y INC)...3N 1/i! 311 Iltt
0
Wall(s) a Rear of End Floor L=10+5.75 =16.75 ft 7b Wall(s) a Front of End Floor (D Elev. C) L=2.83+7.25 =10.08 ft
12 -3/8'Structural II Piym/With N Nils I3•S.0 B eyes and 12's.c. I fiel/.(Table 2SN INC)...412 lift 40 lift 9 LOW) =c 213 lbs/ft)( 15 ft/2+ 0 1= 1597.50 lbs. LOAD -•( 213 lbs/ft)(22.5 ft/2+ 0 )= 2396.25 lbs.
ass 13 --3/I1 Structural II Plywood with N Nils B 2' S.0 B eyes and 12'e.c. O field.(Table 22 MC)...61W/ft S21 I/ft SHEAR = LOAD/L = 1597.5 lbs /16.7 ft. = 95.4 lbs/ft SHEAR = LOAD/L = 2396.25 lbs /10.0 ft. = 237.7 lbs/ft
- 121 * U S E 8Q w/ 16d S.P.N. a 16 a.c. ........ NA * U S E 10 w/ 16d S.P.N. 0 6 o.c. ........ 4�
s+s 11 1/2 Structural II Plywood with IN Nils S.0 D eyes and 12 o.c. D field.ITable 2S1 IDC)..710 1/it 631 1/ft
ass 15 --1/2'Structural I Plywood Sit►IN Nils 121 S.0 a edges and 124e.c. B field.(Table 2511 NC)..M Wt 713 I/ft �}Wall(s) @ Front of Bath 1 Closet L= 12 = 12 ft
NOTESt Use C11, CC, or Std. r/eat.giro in-live of Structural 11 Plywood. These values are for leog i Moo Fir only, v LOAD =( 213 lbs/ft)(35.5 ft/2+ 0 )= 3780.75 .lbs.
other lumber species my repire cheap.
MM PANEL Or BOTH S11ESt Mere plyaW is applied to bath faces of a veil and Nil spacing is less than 6% refer to the'ass'notes below. SHEAR = LOAD/L = 3780.75 lbs / 12 ft. 215.1 lbs/ft
ass Use A 411 Post at vertical awl splices and 1-20 block on +► U S E 11 w/ lbd S.P.N. a 4 o.c. ........ a
P / sp eye at Aori:. panel splices. j
HOR I ZON I AL s All roof and floor sheathing to be Exposure I or Exterior.
I
ROOF: 112•A.P.A. rated sheathing, Pit 24/0, with N Nils 3 6' S.C. at edges I boundaries, 12'S.C.at field.
FLOOR: 5/8' A.P.A. rated sheathing, PII 32/16, rich IOd Nils 16' o.c. it edges 6 boundaries, 10'S.C.at field. 1
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E.S.I. DESIGN GROUP, INC. Date: E.S.I. DESIGN GROUP, INC. Dore: , 2
01987 SEP. 2 6 1989 01987 SEP. 2 61989 01987 SEP 61989
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E.S.I. DESIGN GROUP, INC. Dare: E.S.I. DESIGN GROUP, INC. Dare: E.S.I. DESIGN GROUP, INC. Dare:
SEP. 2 5 1989 SEP. 2 61989 SEP. 2 61989
AN ENGINEERING AND CONSULTING CORPORATION 1N: 989-4666 AN ENGINEERING AND CONSULTING CORPORATION 1N: AN ENGINEERING AND CONSULTING CORPORATION
9R9-466t, 1N: 989-4666
SINCE 1974 SINCE 1974 SINCE 1974 _J
"Lake Elsinore"/MacLeod PLAN 4 La "Lake Elsinore"/MacLeod FLAN 4
Lake Elsinore, Ca.
"La): i
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:e Elsnore"/MacLeod PLAN 4 Lake Elsinore, Ca.
S
keElsinore, Ca.Wail(s) Left of House &• Garage L=15+7.33+1E• =38.33 ftWalls) 3 Front of Kitchen 14 Family Room L=7+7.5 = 14.5 ft Walls) 2 Front of Garage L=2.33+2.33 = 4.66 ft
LOAD =( 402 Ibs/ft)(25.5 ft/2+ 0 )= 5125.50 lbs. O
LOAD =( 396 Ibs/ft)(35.5 ft/2+ fJ )= 7029.00 lbs. LOAD =( 396 lbs/ft)( 18 ft/2+ 0 )= 3564.00 lbs.
SHEAR = LOAD/L = 5125.5 lbs /38.3 ft. = 133.7 lbs/ft SHEAR = LOAD/L = 7029.0 lbs /14.5 ft. = 484.8 Ibs/ft SHEAR = LOAD/L = 3564 lbs /4.66 ft. = 764.8 lbs/ft
+► U S E w/ 1/2" dia. x 10 Anchor Bolts * U S E 12`. w/ 1/2" dia. x 10 " Anchor Bolts U S E /14\_ w/( 2 )1/2x 10 AB/ PANEL .... 24
a 16 " o.c. ......... 19 UPLIFT: L (Wall = 2.33 ft.; Wall Ht.= 6.67 ft.
a 72 o.c. ....... NA `
UPLIFT: L (Wall)= 7.33 ft.; Wal!. Ht = 17.910 ft. UPLIFT: L (1)all)= 7.tJk1 ft.; Wall Ht = 8.lDIO ft. � LOAD = 1782.0 lbs.; O.T.M. - 1;885.9 ft-lbs
LOAD = 98GJ.2 lbs.; O.T.M. = 13015.7 ft-ibs LOAD = 3393.3 lbs.; O.T.M. = 2'7146.5 ft-lbs R.M. = 448.0 ft-lbs; NET M = 11437.0 ft-lbs
R.M. = 13647.1 ft-lbs; NET 1" = 3309.3 ft-lbs
UPLIFT / 1.33 = NET M / L(1.33) = 3f79.3 lbs. � R.M. = 7987.GJ ft-lbs; NET M = 19159.5 ft-lbs TENSION IN NOLDC�%.� / 1.53 = 3699J.7 lbs.
* NO HOEDOWN UPLIFT
(33 < T M / L(S. UPLIFT) UPLIFT / 1.33 = NET M / L(1.33) - 2057.9 lbs. 5(req)=12/(IS00#1.'::3)*OTM= 71.3 iq-3.... USE 4Y 12
* Provide (1) Simpson HPAHD22 Per Post * Provide (1) Simpson HD7A Ps: lost Hdr. Min.
* w/2-84 Hars T/B, Extend 5' Past E/S of Post * w/2-M4 Bar T/8, L-S' Past is/P of Post
SWall(s) a Right of House L=7+5.5+6+1'r:.5 = 32 ft +► SEE DETAIL "U"
LOAD =( 402 lbs/ft)(25.5 ft/2+ OJ )= 5125.50 lbs.
12 Wall(s) 3 Front of Bed 4/Opt. Den L= 10.5 = 10.5 ft
SHEAR = LOAD/L = 5125.5 lbs / 32 ft. = 160.2 Ibs/f'-
LOAD 396 lbs/ft)( 26 ft/2+ 0 )= 5148.00 lbs.
* U S E 8\ w/ 1/2" dia. x 10 " Anchor Bclts SHEAR = L3AD/L - 5148.0 lbs /10.5 ft. = 490.3 lbs/ft
a 64 " o.c. ......... 13 * U S E 2 w/ 1/2„ dia. x 10 Anchor Bolts
10 Wall(s) a Rear of House L=2.83+2.67 = 5.5 ft ib o.c. .........
LOAD =( 396 lbs/ft)( 15 ft/2+ fd )= 2970.00 lbs.
13 Wall(s) 3 Rear of Garage L=5+5.5 = 10.5 ft
a
SHEAR = LOAD/L = 2970.0 lbs / 5.5 ft. = 540.0 lbs/ft
LOAD =( 396 lbs/ft)( 24 ft/2+ 0 )= 4752.00 lbs.
w U S F_ Q w/ 1/2" dia. x 10 Anchor Bolts
SHEAR = LOAD/L = 4752.0 lbs /10.5 ft. = 452.6 lbs/ft
s
2 16 " o.c. 19 * LI S E 12 w/ 1/2" dia. x 10 Anchor Bolts
UPLIFT: L (Wall)= 2.83 ft.; Wall Ht = B.OJGJ ft. x 16 " o.c.
Anchor
19
LOAD = 1528.2 lbs.; D.T.M. = 12225.6 ft-lbs UPLIFT: L (Wall)- S.GJfJ ft.; Wall Ht = 8.GU ft.
R.M. = 13GJ5.5 ft-lbs; NET M - 12901.1 ft-llbs. � LOAD = 2262.9 lbs.; O.T.M. = 18102.9 ft-lbs
UPLIFT / 1.33 = NET M / L(1.33) = 291�1.3 lbs. R.M. = 4300.0 ft-lbs; NET M = 13802.9 ft-lbs
+► Provide (1 ) Simpson HPAHD22 Per Post UPLIFT 1.33 = NET M / L(1.33) = 2C975.6 lbs..
* w/2-A4 Bars 1'/B, Extend 5' Past E/S of Post * Provide (1) Simpson HPAHD22 Per Po,t
* w/2-54 Bars T/B, Extend 5' Past EIS of Post
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E.S.I. DESIGN GROUP, INC. Dare: lO Shaer:
E.S.I. DESIGN GROUP, INC. Date: E.S.I. DESIGN GROUP, INC. Date:
SEP. 2 6 1989 AN ENGINEERING AND CONSULTING CORPORATION I SEP. 2 61989 SEP.2 61989
AN ENGINEERING AND CONSULTING CORPORATION 1N: ggq_4666 I 1N: 989-466h
AN ENGINEERING AND CONSULTING CORPORATION �N;
989-4666
SINCE 1974 SINCE 1974 SINCE 1974 i
"Lake Elsinore"/MacLeod PLAN 4 "Lake Elsinore"/MacLeod FLAN 4 "Lake Elsinore"/MacLeod PLAN 4
Lake Elsinore. Ca. Lake Elsinore, Ca. Lake Elsinore, Ca.
0Hdr. :D Right of Loft (DFlush Beam 7 Front of Family Room 5 Main Beam 3 Garage
Length = 6 ft. Length = 3.5 ft. Length = 20.5 ft. r
w: Roof =( 31 psf',( 29.5/2 + 2 ) = 519.3 plf w: Roof 31 psf)( fJ + 0 ) = 0.0 plf w: Roof =( 31 psf)( 10/2 + 0 ) = 155.0 plf
Wall =( 14 psf)( 1 + 0 ) = 14.0 Wall =( 14 psf)( 0 + 0 } 0.0 Wall =( 14 psf)( 9 + 0 ) = 126.0
w Floor =( 52 psf)( 0 + 0 ) = 0.0 w Floor =( 52 psf)( 17.5/2 + 0 ) = 45:jr.0 w Fluor =( 52psf)( 14.5/2 +
10.
D. L. of Beam..... .............. = !'I D. L. of Beam.. .... ............. - 30.0 i
III � It � 11 ; 1 � D. L. of beam................... - iGJ.r3 I ' � " -------
^ w = 543.3 plf w = 465.0 plf w = 792.0 plf
Fb= 1250 psi. Fb= 1250 psi. = Fb= IJ50 psi. y
M = 2444.62 ft-1b=29.33 in-k M = 712.031 ft-lb=8.544 in-k M = 41604.7 ft-lb=499.2 in-k
S = Moment /Fb = 23.5 in-3 S = Moment /Fb = 6.8 in-3 S = Moment /Fb =369.8 in^3
Reactions: Reactions:
Reactions:
Fv= 95 psi d = 7.25 in. *R = 1630 lbs Fv= 95 psi ; d = 11.25 in. *R = 814 lbs Fv= 85 psi ; d = 17.5 in. *R = 8118 lbs
V = w (L/2 - d) = 1301. lb.. V = w (L/2 - d) = 377.8 lbs. V = w (L/2 - d) = 6963 lbs.
A = 1.5 V / Fv = 20.55 sq.in. Req'd Sec. Properties: A = 1.5 V / Fv = 5.965 sq.in. *S = Sec. Properties: A = 1.5 V / Fv = 122.8 sq.in. *S= Sec. Properties: b
*S = 2 .6 in-3 *A = 6.0 sq. in. Allow deft=L/240= 1.025 in. *A = 122.9 sq. in.
Allow deft=L/240= 0.3 in. *A = 20GJ.6 sq. in. Allow deft=L/240= 0.175 in. *I = 5.3 in"4
E = 1.7 x 10+*6 psi *I = 31.1 in-4 E = 1.7 x 10*->o psi E 1.6 x 10**6 psi *I =1919.0 in^4 t
I=5*w*L^4/384*E*d= 31.1 in-4 I=5*w*L-'4/384*E*d= 5.3 in/4 I=Q�*w*L-4/384*E*d= 1919 in^4
r'
+► * * U S E 4 x 8 W.C.D.F. # 2 * * * U S E 4 x 12 W.C.D.F. # 2 * * * U S E 8 x 18 W.C.D.F. # 1
A L T 6 3/4 x 16.5 24F-V4 DF/DF GLB
O Hdr. a Rear of Family Room O Cant. Floor Joists8 Middle of House 6O Cant. Floor Joists as Middle of Garage '
Length = 6 ft. L2 6 ft.
L1 8.5 ft; Li = 14.5 ft; L2 2 ft.
w: Roof =( 31 psf)( 2 + rl ) = 62.0 plf P = 0 lbs. P = 560 lbs. from Girder Truss
Wall =( 14 ps >( 10 + 0 ) = 140.0 w:Roof =( 31 psf)( 0 + 0 ) = 0.0 DL =18 w:Roof =( 31 psf)( 0 + 0 ) = 0.0 DL -ie
w Floor =t 52 psf); 17.5/2 + 0 ) = 455.0 w IP Wall =( 14 psf)( 0 + 0 ) = 0.0 psf w IP Wall =( 14 psf)( 0 + 0 ) = 0.0 psf
D. L. of Beam = 10.0 tlllillllillly Floor =( 52 psf)( 1.33 + 0 ) _ 69.2 DL =12 „ _ + ) = n DL =
------------- -.................. __ D. L. of Beam....... psf ------------- D. L. of Beam................... psf
` " " " " 'v Floor ( 52 psf)( 1 33 0 69 2 12 '
^ Fb= 1250 psi. w = 667.0 plf <__L1--><-L2-> w = 69.2 plf <--L1--><-L2-> w = --74.2 plf
M = 3001.5 ft-lb=36.01 in-k Fb = i250 psi. Fb = 1250
S = Moment /Fb = 28.2 in-3 Mmx= 1245 ft-lb=14.93 in-k Reac:tions(max cond): psi.
*RL 294 lbs Mmx= 1949 ft-1b=23.38 in-k Reactions(ma>: cond):
Reactions: S = Moment /Fb = 12.0 in^3 = . S = Moment /Fb = 18.7 in^3 *RL= 538 lbs.
*RR= 855 lbs. *RR= 1333 lbs.
Fv= 95 psi ; d = 7.25 in. *R = 2001 lbs .
V = w (L/2 - d) = 1;9I3. lbs. Fv= 95 psi ; d = ?1.25 in. Fv= 95 psi ; d = 11.25 in.
V = Vma>: - (w*d)= 350.1 lbs. *Max Uplift V = Vmax - (w*d)= 638.7 lbs. *Max Uplift
A = 1.5 V / Fv = c': .r3 sq.in. Req'd Sec. Properties: A = 1.5 V / Fv = 5.528 sq.in. = 79 lbs. A = 1.5 V / Fv = 10.08 sq.in. _ -64 lbs.
*S = 28.8 in-3 (neglect if < 0)
Allow deft=L/240= 0.3 in. *A = 25.2 sq. in.
E = 1.7 x 10**6 psi *I = 38.1 in^4 Allow deft=L1/240= 0.43 in. (neglect if < 0>
I=5*w*L-'4/384*E*d= 38.1 in-4 or L2/240 = 0.30 in. Req'd
Sec.
Properties:
o3erties: Allow deft/240 0= 0.10 in. ;
or L2/240 = tt1.10 in. Req'd Sec. Properties:
E = 1.7 x 10**6 psi E = 1.7 x 10**6 psi *S = 18.7 in^3
* * * U S E 4 x 8 W.C.D.F. # 2 Imax: 5*w*L-4/384*E*d ; *A = 5.5 sq. in.
Imax: 5*w*L^4/384*E*d ; *A = 10.1 sq. in.
or (Mw/4+Mp/3)*L"2/E*d = 38 in''4 *I 38.0 in"4 or (Mw/4+Mp/3)*L''2/E*d = 60 in^4 *I = 59.8 in^4
* * * U S E 2 x 12 W C Q.F. # 2 * * * U S E (2) 2 x 12 W.C.D.F. # 2 . '
Floor Joists a 16" o.c.
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