HomeMy WebLinkAbout _ 340-89 (15) Mc(,1,0U1) PC# 340-89 14/21
TRACT# 19358-1 ,2,3
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E.S.I. DESIGN GROUP, INC. Date: E.S.I. DESIGN GROUP INC. Date.
E.S.I. DESIGN GROUP, INC. Sheet: 8 i SEP. 2 5 t98? /
AN ENGINEERING AND CONSULTING CORPORATION IN; 61987 Dote: SEP. 2 51989 AN ENGINEERING AND CONSULTING CORPORATION 01987 SEP.2 5 1880
.14
ANTE�q�4 4 6 6 AN ENGINEERING AND CONSULTING CORPORATION JN;
66 ;N: 466u
SINCE 7974 �'.. �J � � I SINCE 1974 P+ A+•, i
-W40MA X I MUM HEIGHT OF STUDS+F•aa• s
CRITEkIA: *1985 UBC - West Coast Douglas Fir: =J1sie
2x4's: CONSTRUCTION GRADE R 4 r�•..
2x6'si No. 2 GRADE
F'c = .3E/(l/d)^2 (long column)
F'b 1200 psi -for 2x4'9 Q fw 1
F'b = 1450 psi for 2x6's Fg,.
E - 1.5 x 10^6 psi for ax4's
E = 1.7 x 10^6 psi for 2x6's A.
. pj � I K ;c..
f.
*Formula*: 1 OR <� t _ .o•..
Compression = f e = P/A e, ► ti
F�.17f�1DObA*(y r rr':'r xrf e A L 1 �t
Bending f b = M/S •� rss.
f a d@ lection � d = 5wL^4/384EI .� �.; ��#� � z � .^•,� +y f., a71� ! '
� 4w .�*Properties: studs 2x4 2x6 } � t" � w•+�.i
Area =. 5.25 8.25
Section Modulus 3.06 7.56 y L
Moment of Inertia = 8.36 20.80 -- n. 6 c 6 W� Vell .
4µ
Thesr +.alculatians are based on limiting the combined bending and Ci
compression :stresses (f'b & f'c) to 1.33 and the maximum deflection �RO°i4 I � � w•;: b
t0 :1 1$0 A LIVI 1E +Y 'r+..i+cHo
4srr M
TABLE FOR EXT WALLS WITH WIND EXP C / 70 MPH = 20.3 PSF:
c Q f'c/F" c + f'b/F'b ...combined stresses check. ,�w,� g L
d - actual deflection .,.not to exceed H/ 120 nor 1/2 stud depth.
+► w BEARING WALLS . * load - 300 plfa tat
_
K
STUDS Max. Allowable s d (in) :c(1.33s F'c I' I•"" Wei
mat,Height H (ft) act. allow sallow): (psi) �-_ fllr
2 x 4 9 24" c.c. s 8.2 0.52 0.92 s 1.33 563 Lr4ki2s�w '� I K f
2 x 4 0 16" o.c. 10.1 s 0.74 1.01 1.33 376 L
• A A`Ai c
ur+c
2 x 4 2 1 .11 o.c. _ 11.7 1.05 1.17 1.33 s 2B2
A A
DRGOM�3
2 x 4 a g" o.c. . 13.8 s 1.38 1.38 1.25 200 !� t
}
2 x s 1.18 1.46 1.33 502 6 a 24" o.c. 14.6 : •'; `i r r; '' IS1' �' ... .� j°l
1.33 s 33� i•� r a 1r arii.i M�r1.+ j irr: .:, +�
2 x 6 .1 16" o.c. s 17.9 s 1.76 1.79 _ +""'
x 6 1.2w 274 Pj pyr. ✓ ;. .�t '� 4 r
'a 12" O.C. 19.8 1.98 1.9E r
• keels a aanw
2 x 6 .1 all o.c. 22.6 11 2.26 2.26 : 1.07 209 t•rfua '' I ti•/.
ca.rr• ra...r a+w
.• `h/e w7c0Mnonl � U ri .
P-COWD FLOOR RAM4fJcaPLA►1J
iO•Im'•� •j�• 1.Allow two and one hall feet t
Inches on one side t e foot a run remaining
service and of unit,lour teal 02tet above nits sixor RATINGS 8 PERFORMANCE(Con'1) t SPECIFICATIONS
(S2i,one loot 13051!In remalnlnp sides,and two feel(670)between units for
prow arflow. OUTDOOR INDOOR EVAP.AIR TOT SEER SEER MODEL _ SBIA014 591A018 59/A024 SOIA030
2.Minimum outdoor operating ambient of 55°F(unless Low Ambient(:Ontrol is used).Maximum 125°F a MODEL 518COes MODEL CFM CAP WRDR WIO TDR BELS SERIES A A
3.Dln*nalona In parentheess are In millimeters. r� B A
51BOD40 177M all 9.10 9.00 7.8 r^ COMPROTEC-
„� S18C507J048W 170D 48500 9.10 9.00 7.6 313988751
5t8C048C 48'J00 9.10 9.00 7:8 Oulck•StartCa aclto1111 1 Kit
313065751
519DW 1700 48AW 9.20 ROD 7.8 Low-Pressure Switch Kit 313OW751 313985753
1700 9.20
519�Aa8W 1700 46,000 9.20 9.00 7.8 HI h•Pressure Switch Kit 3139N 751
" $190040 180D 47,000 9.30 9.10 7.8 Com tosser Crankcase Heater 313904 751
519EW8 1709 48,000 9.40 9.20 7.8 PTC Start Assist
,r313957-751
1000 46AM 9.20 Su rt Fast Kit-4 Inch
•r• } a 1� 47� 8l 9.100 7'9 indoor Fan Time Dsla Rsla 313918.701
nga wra .ter 170D 47,000 9.30 7.8 312990 751
•a at•.r t"r i'i�w •,»rr r-B 59Tn•V18 S17FJGgi018 1700 47,000 9.30 ti.10 7.6 313902.751 312991.751
700
\ } / 'd[E .49=.G.'w.•'a,"w I 517EIGN049 1700 17R00 92p 90p 78 I doorThermoatafantlSubbase
7.8 ) HMOTAT193
S1 J057C t700 '909 9.30 9.10 7.8 I Low Ambl11 Controller NIA
r'aasna rw.as 170D 47,500 g,4q� C•20 7.9 Low Ambient Motor NIA MC34GE230
518CW?J080313917-401
.wr a.m.m•rs 5+5 �C 1700 48M 9.40 9�3 7.8
•a..a°+..r a 51$sADet 77gp 4�800°D y:� s.50 7e SPECIFICATIONS
a'a'a�Rm� A 1700 48,000 9.40 917M .20 7A MODEL
fees us1° F 0 51170FJB(iN080 170D 447� 9'� 90 7:8 SERIES �A f9 691AON 59/A080
AW
E D 51 17 49C 9.00 &W 8.70 7.8 Unit Volts-Hertz-Phan 20L230-90-1 A A
fii!Y'
J UNIT NUUN'INu PATTERN S19COB0 1800 920 ROD 7J1 I O ratio V011areRan • -�1 1B7-269 �-7 299/p0-60-1
„ya 57OD0 900 9.00 700 .8 1 Compressor-Rafed-LoadAm 20.6 187-253 187-253
20R 22.8 30.8
518CI507JODD 2000 LoeIW RolorAm a 0 110.0 127.0 1420
2000 549011 9.30 9.OD 79.30 9.00 .8 Contlenesr Fan Motor-Full L12ad Am s 0.9 1.1
Ikm126 519DI5p9A057C
591A4160 S19DI509A061• 2000 SBnfip�C 9.30 9.00 7b Total Unlls Am s 21.1 21.9 2�,2 322
5191ld80 2000 59 m 9.50 9.20 7.8 Min Unll Am cR for Wln SIZI
2000 57AM WID 9J70 7b Min Wiro Slzin 5°Co AWG• 25.2 29.9 39.9
506808/ 200D s9AW 9.50 9.10 7.8 10 10 10
8.0 9500 7,8
9 Max Branch Circuit Fuse Site � � 50 8
DIMENSIONS siTE°Bo°NDfio2000 r4 -
517FJGN082 200D21x10 DODO 9.00 870 7.8 7R.Mg
reaw-T 8 RPM Ht1lthNlo 3450
A 0 e E 6 s n 517EIGN063 9 307.8 m tun 8 Current Protection
• SiG R.�. Ir fT./N. .. IN. r ./U. r rt./N. r M.1 Ir) (al. J rl *Tested Combination nfarrtalUc Bleak
Ott t••913/t6" nfa 1•10t/t" S7t.S Z•lLIP 1191 4�41
179.7 t'•IL4" 350.e 1.33/P 495.6 S'e IS.G 23/e" 59.9 and-T BAmount R22-5.371De R22-6.37Ibs R22-.".00IE6 erant Unas(In.ODF) R2Z-10.621bs
an r t3/u" sst.e r to yr 1. Lt 1 1 r•1 4" 320.Er e ve 4e6.6 ve I.m 2 vs s9.eBYSTEAti DlSION Vapor 8 U uld u to 60 R.ONY•1/LIE" 636.1 t'101'2" S71 Ltr' tMY 1'•31 IP q12 1••I03/r' SeT.2 5/e 1$." 2315l %9 '� 1.IntefidedfordutdoorInstallationwithfreeairnMIsldoutlet.Outdoortanextemalstatk � 9/4A3I8 7211aam 1.1g83I8•tw1F le.1 r•lOt/F 1 •tLtP 1 I1 .7 f••3t t 40.2 r•103:P 56. lIl
05 23/C' S9.9 2 Minknumoutdfaotxretinpelr IxeseureavalleblelsleeslhanO.Ot-inclvsswatercolumn.e39 n1 137 t66.t r e o i tL1P s s" :n. 9 Le" s.0 t'•3 t3ltF 401.2 r-tO Le" SA.t 2 2 7/e' 73 4 3 Maxlltaxn outdoo t�Peretun without low ambient operation accessory Is 55°F(128°C} Coll-Het ht z Wlift F 12A 150 15 0
a1LtF sees ri" 0 ri1Lt 3 S" t2.9 9 t15.0 1.91571F 561.6 Yr3/e•• 719.Ez2 27/L" r3.. 1.ForrNiaDle o trgairtwltperaturelsl2S•F(St.7°C) Rows 3FinaPerineh 18� 15.0
tLtF aa.e r3" 4f 1L1 .5 Y• Iry 95/f." t4s.a 1••q t tr• SSbe r-4 vr' n962z 2 /e^ n. 33 OPxatbn,unK shook bs level n Ut halzonW planes, Fan Motor-HP T 8 RPM t82&20
Y3" m.0 Y•e tvtF 5 5" tne 9 L ' • SSa6 ?'•4 vr• 719.E22 2 r/r' 73.4 5.Maximum elevation of indoor coil above or below bass of outdoor unit is:Indoor toll above w%feet.Indoor coil below=150•feeI.(see Items 6 and Volts-Hartz-Phase 1/8 PSC 8820 111 PSC 81100 114 PSC 81100 111 PScall
j 71ulIOw4rtg) 20&230-80-1
7 For Int rca heats ng mklge nt tube Ien9tM greeter than 50•feet consult Ill tube application bulletin avalhiMe tram equipment distributor. � FCondenser low Cfm � 2
roqulrad wltan n1MCclslactlrp rohgsnm tube length sotcaeds ofifeot ` 2800 3000 9 09 30299
S Not more than?.•feet of refApsunt tubs should be bused in the ground.If necessary to bury,tubes under a sidewalk,provide a minimum 6- vert4 inch p COMPROTECa
1t oi rise A l the wive connections;at the unK O I'll ckShR Ca cl..... a Kit 3130*751
RATINGS oil PERFORMANCE 9.Use only copper wire for electric cMOMIon at unfl.Aluminum and clad aluminum are riot acceptable for the type of connector provided. 313981Y754 913965 755 313986755 NIA
10.Mixmatehes of Indoor coil CgrdW y more than ono sits larger than outdoor unt capacity may result n Ina "I -Puro Switch
Klt 313966 751
OUTDOOR
INDOOR Ell AIR TOT SEER SEER dequate indoor comfort. Low-Press h•Preesuro Switch KitMODE 313968•751
CFY CAP WRDR W/O TOR BELS + SPECIFICATIONS Su rt Fest KII-4 inch 313918701
518C015 S20 13100 9.10 Indoor Fan Time Dsla Mla 3139026701
31900/5• g� 99.00 7.8 ( MODEL I 312994751 312997.751
516C907Jfn0 520 13.t�00 930 9.00 7.8 r 591AO14 591AOIS S9tA021 591A030 ( Sound Blanket Kit 31289&T51 312994761
S9/A-014 519ECII I7.8 f 8ERIES LowAmbiantController HH07AT183
020 13400 9.30 9.00 7.8 A A B A Indoor Thermostat and Subbase
51"MM I SZD 13r200 9.30 9.00 7.8 Unit Volts-Hertz-Phase Low Ambient Moto 313917-401
ST3COt8 520 132W 9.00 6.80 7.8 2U8/230-80-1 2061x10-80-1 2061230-60-1 208M-60-t HC38GE230 HGOCiE230
5:fiA0tB 529 13,21p ' BJ10 800 7,8 0 tin Volta Ran 187-253 187-253 187-253 187-253 NOTE Use copper wire only between disconrlecl switch and unit
513B018 S20 13,100 9.39 9.00 7.8 ? Compressor-Rated Load Am s S20 / 9.00 8.70 7.8 B 8 9.6 11.5 15.3 i See unit Installation Instructions for proper Installation.
S18C/SOTJ018 - q Loekad Rotor Am a
519DI509A01p• 800 920
117,1111111) 9 30 9 8.0 Condenser Fan Motor-Full Load Amps 0•5 37.0 520 81.0 ltg,p }Consult Low Ambient Installation Inattuctlone for application.
51901609AD19 I ,� ,,,, 95Q 8.0 Total Units Am s 0.5 0.8 If other than 75°C 6.8 1 capper wire is used,site an be determingd from unit apacity 9Nan In above fable and applicable table of National Electric Cade.
9.00 7.1 18.1 it Wire size selected must have eument capacity not leas than that of copper wire specified ill must not create a voltage drop between services
S17E078 9.70 B:a a Min Unll Am It for Wlrs Sitln 8.75 ti5 15a 27 t and unit In excess of 2°h of unit rated voltage. Danes
5130018 Min Wire Size 5°Co AWG° 14 11 12 10 1tUse only i!8 liquid line on capillary tube toile
171010 930
St3C018 17,600 7,1100 &90 8.70 8.0
518A016 800 1SA0 9.50 9.0 I so8. Max Branch CIreW t Fuse Size 15 20 3Jr
513Bo16 Soo 16eoo 8e0 95p Bg ACCESSORY USAGE AND DESCRIPTION
S190MM 024 800 to 000 9.60 9.30 g.p Compressor- 8 RPM Hermetic 3150
597A418 519EO24 02t SOD 9.50 y Tam rsture 8 Current Protection I.Compressor Short Cycle Protector
519E02t
SOBA021 800 19,0�Q7 9.50 9.20 8.0 Rel7 Brant-T 8 Amount Internal Llne Break Solid slate timingdevice which prevents compressor rapid recycling.SOBA024 am 18,000 9.50 9.10 8,0 R22-2B71bs R22-3.00Iles R22-3.501bs R22-4.12 Ibe D ecye ng.Control provides an approximate 5-minute delay alter 9.40 Rafrl Brant Unes In,OD has been interrupted for an reason,Including nomal room thermostat cycling. Y power to the compressor
5517EN0 600 19,000 9.t0 6.0 9 ( flf I SUGGESTED USE: nstal'�do a In areas where power interruptions p
17EN025 800 18 N 9.20 8.90 8.0 Va r 8 LI uid u to 50.t. SIB 81T4 314 8 318 Ptlons are frequent.
All co.-nerclel Installations.
5t3CO24 9.10 8.0 1 Co1i•Hei hf x Width Fit 7.2 7 2 i Installations where Interconnecting tube length exceeds%fol
S18A02t 8 a 9.00 8.90 8.0 Rows gee 8 Fins Per Inch 8.7 8.7 Where user Is likely to"play"with room thermostat.
513802t9.20 8A 1 81S 1 8 25 1111,25 1 8 25 2.Compressor Start Assist-fill Type
9.30 9.00 8.0 1 fan Motor-HP.Type-GRPM 1/12 PSC 811 v0 1/12 PSC 6 1110 1/10 PSC 81075 Ill PSC 8 1075 Solid state electrical device gives a"Solt"boost to the compressor motor at each startup.
� �ComtNnatlon 9 Volts-Hartz-Phase 208,230= -1 SUGGESTED USE: Installations with marginal power supply,
Fon Diameter
-Condenser-Airflow(Clm) 18 18 1B 18 rigerent tubes.
Replacement installations with rapid pressure balance(HPS)axpanslon valve. !
1800 1900 Replacement installations with undersized ref
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Sheer• Sheer: I D
E.S.I. DESIGN GROUP, INC. Dare: hear:
01987 SEP. 2 5 1989 E.S.I.EI DESIGN GROUP, INC. Dore: -P 2 5 1989 E.S.I. DESIGN GROUP, INC, Dore:
f
AN ENGINEERING AND CONSULTING CORPORATION
SINCE 1974 P A�! I '"` 4666 AN ENGINEERING AND CONSULTING CORPORATION 1N: •- e 1
sEP•2 51ee9
AN ENGINEERING AND CONSULTING CORPORATION
SINCE 1:e'6 7d SINCE 1974 1N 989-4666
"La Elsinore ac.Leo
Lake Elsinore, Ca. "Lake Elsinore"/MacLeod PLAN 1 k
�•, I -r Lake Elsinore, Ca.
lO High Hdr. 8 Right of Dining Room
! Length = 6 ft. ( 3 ) Hdr, @ Rear of Nook
w: Roof _t 31 psf)( 29.5/2 + 2 ) = 519.3 plf Length = 6 ft.
2.0
AnaAr w Floor =( 52 psf)( 0 + 0 ) = 40.0 w, Wall =( 14 psf)( 11 + 0 ) = 154.0 plf 1
D. L. of Beam... ................ = 10.0 w _
w '.._ w 571.3 if IIIII ' I ; ' I ( '
p D. L. of Beam........... + ) _
52 psf)(
15 5/2 ki 403 0 j
�+._..; .,....... 10.0
IFb= 1200 psi. � -------
I P-` i,P r-I. a~'.» q1' ''" M = 2570.62 ft-1b=30.84 in-k Fb= 1250 psi.
w = 567.0 if
S = Moment /FL P c r-r = 25.7 in"3 M = 2551.5 ft-lb=30.6 1 in-k
y j.li •.h% z; >•�':� , tiro Reactions: 9 = Moment /Fb = 24.5 in^3
r: -.•• - t my 1t Fv= 85 psi ; d = 5.5 in. *R = 1714 lbs Reactions:
V = w (L/2 - d) = 1451. lbs.
.s :r i Fv= 95 psi ; d = 7,25 in. *R = 1701 lbs
A = 1.5 V / Fv = 25.62 sq.in. Req'd Sec. Properties: V = w (L/2 - d) = 1358. lbs.
I rl *S = 25.7 in-3 A = 1.5 V / Fv = 21.44 sq.in. Req'd Sec. Properties:
I I Allow deft=L/240= 0.3 in, *A = 25.6 sq. in. *S = 24.5 in^3
I=5*w*L"4/384*E*d= 34,7 in '
I I E = 1,6 x 10**6 psi *I = 34.7 in^4 Allow deft=L/240= 0.3 in. *A = 21.4 sq. in.
I ``4 E = 1.7 x 10**6 psi *I = 32.4 in-4
I=5*w*L"4/384*E*d= 32.4 in^4
U S E b x b W.C.D.F. # 1
U S E 4 x 8 W C D F # 2
_M•rF_� ' O Roof Beam 8 Left of Porch
Length = 8.5 ft. I O Drop Beam @ F.A.U.
-'-' w: Roof =( 31 psf)( 12/2 + 2 ) = 248.0 plf Length = 4.5 ft.
Wall =( 14 psf)( 0 + 0 ) = 0.0 w: Roof =( 31 psf)( 0 + 0 ) = 0.0 plf
,:s I . . ��•I'•"iLX. N� IIIIItW' IIIII Floor =( 52 psf)( (9 + 0 ) = 0.0 Wall =( 10 psf)( 8 + 0 ) = 80.0
° D. L. of Beam................... = 10.0 w Floor =( 52 psf)( 17/2 + 0 ) = 442.0
D. L. of Beam................... = 10.0
�. w =Fb= 1500 psi. 258.0 plf -------
t. r..,
n mum ial..
w 532.0 plf
,•.•_,. '� ( � � M = 2330.06 •ft-1b=27.96 in-k Fb= 1250 psi.
r., + S = Moment /Fb = 18.6 in-3 rt. r I^ •j. S = Moment2/Fb-lb_112.9 in 3
ft
Reactions: ,
Fv= 95 psi ; d = 11.25 in. *R = 1097 lbs Reactions:
V = w (L/2 - d) = 854.6 lbs. Fv= 95 psi ; d = 5.5 in. *R c ].1s: lbs
ry ..,,F A = 1.5 V / Fv = 13.49 sq.in. feq'd Sec. Properties: V = w (L/2 - d) = 953.1 lbs.
uTm,w. Ho f,�'
*S = 18.6 in^3 A = 1.5 V / Fv = 15.05 sq.in. Req'd Sec. Properties:
. was )A•.vv rowe- Allow deft=L/240= 0.425 in. *A = 13.5 s in.
q' *S = 12.9 i n^3
•+u•a} „ ; (� E = 1.8 x 10**6 psi *I = 39.6 in^4 Allow deft=L/240= 0.225 in. *A = 15.1 sq. in.
•�a I=5*w*L^4/384*E*d= 39.6 in^4 E = 1 .7 x 117**6 psi *I = 12.8 in^4
U S E 4 1
I=5*w*L',4/384*E*d= 12.8 in^4
CDF '
M�.°e U�CSIs"W.n.xls•enrour ns,�o-sn•r) \
* * * x 2 W # 1
_* * * U S E 4 x b W.C.D.F. # 2
e j •
t I '
4
At ! 4 � i � � Gam •-��Q 3a
• J
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J.H. Sheer
989-4666
�_ �' ! • • ; , � , , - - i lii } 2oE•E.S.I. DESIGN GROUP, INC.NC• fz
Z
P Dare:SE . 25 1989
- i •r i AN ENGINEERING AND CONSULTING CORPORATION
} !I){ 1 SINCE 1974 1N:
{ !II :' {`. 989-4666
} :� (I : - DESIGN LOADS: Slope: Tile FLOOR: w/o Conc.
t' e: >4:12
i• �: t I;
I- - Y
U.
}° l J ' Live Load = 16.0
� i ,
O ' psf Live Load =
Z ............. � :e � a t(f EeSeI* DESIGN P 40.0 psf4t
O �• A Roofing aMtl. = 10.0 DLaof LFinsFl = 3.0
QLL. 1 o e , ;•. Sheathing 1.5
GROUP,
'�� Sheathing = 1.4 Roof Framing 3.0 Flr Joists = 3.0U 'I 1.:'s°� Drywall - 2.5 Drywall - 2.5
N s
i .MlaC _
�- Total D.L. = 12.0
w - "'„"'•"' ' n T �f] AN ENGINEERING AND CONSULTING CORPORATION Total D.L. - 18.0
I 34.0 Total Load = 52.0 psf
a � �li lA�e Design Load LL/1125o+tlDL - 31.0 sf
1 }s p (Design Load)
s�,►f ias`•) STANDARD SPECIFICATIONS FOR -
tl• ''!j� '.8 ';(` i I STRUCTURAL CALCULATIONS
I PROJECT DESCRIPTION:
"Lake Elsinore" for MacLeod
1. Sketches of details in calculations Development Company
are not to scale and may not represent in Lake Elsinore, Ca.
? s i true conditions on plans. Architect or PROJECT ENGINEER Ro p
designer is -esponsible for drawing CALCS COMP. HY KE7KI DATES/2�/89
(• i 3 i SINCE details in plans which represent true ST CHECK Y
Q
} •. framing conditions and scale. Enclosed PRINC CHECK AT j
z 1 -• � details are intended to complement BACKCHECK BY DATE
2 y I t
• M � i ,
PROJECT, Structural calculations on 'Lake Elsinore" used by experienced and standard construction practice o be
qualified PLAN CHECK BY DATE
�- Tract 19358 in Lake Elsinore, contractors.
Z California for Macleod Development Co. 2. The structural calculations included A SHT5s
here are for the analysis and design DA
TE
E_U I -r r + + 3 \ � P L y e SHTS: INIT.
A P4 1 of primary structural system. The B
T DATE
attachment of non-structural //���� NIT
elements is the responsibility of (C)SHT5: DATE
Q j! a,lliJ� V,.`I the architect or designer, unless vv INIT.
IC { s I� I I CLIENT: DATE, 24-8e specifically shown otherwise. OSHTSs DATE
►- y 1 ? (°�it' p-89 3. The drawings, calculations, INIT
Z -�a $ 1 L.C. Major g
'L 1 3 '� "y °' ? .� i:-sJ-I �'� iL- Associates
specifications, a:1d reproductions OE SHTS: DATE
s.:: are instruments of service :o be used INIT
CLIENTJ.N.: only for the specific project covered E.S.I. *-
+ REVISIONS:
DES.CN GROUP, INC.
2973 by agreement and cover sheet. Any (This signature is to be a wet
s other use is solely prohibited. signature, not a copy.)
i I 4. All changes made to the subject APPROVED BY:
project shall be submitted to E.S.I.
9 +I I SHIPPED: Design Group, Inc. in writing for ofESS/p
SEP 2 6 1989 their review and comment. These �o Nqi .
S ' •.;I 6.1
calculations are for a "builders"
j9 1 I package, omissions are intended.
5. Copyright c0-1988 by E.S.I. Design
i s III 1 Graup, Inc. A1! rights reserved. W T xp.31339 I"1
Exp.3/31/JO 201
t •
a=� This material may not be reproduced sl UD u P�'\
_ in whole or art without
i1- _ - I : i :iI P Prior �tq 9 •r A gyp,
...
• permission of E.S.I. Design DATE:
j ! � t`'I 1921 EAST CARNEGIE AVENUE, SUITE 3K SANTA ANA,CALIFORNIA 92705•(714)261-S 811 written t pen p tF of Cpt.(foa
If _ .»........... _ _ .,I �, Group, Inc.
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E.S.I. DESIGN GROUP, C Dare; E.S.I. DESIGN GROUP INC. Dare:
SEP. 2 5 1989 Ste• 2 51989 E.S.I. DESIGN GROUP, INC. ire:AN ENGINEERING AND CONSULTING CORPORATION JN: AN ENGINEERING AND CONSULTING CORPORATION SEP. 2 5 1080
5IN[E JN:989-4666 AN ENGINEERING AND CONSULTING CORPORATION J
Lake@ lsinor,re ac erg SINCE1974 SINCE1974 JN'989-4666
Lake Elsinore. Ca. "Lake Elsinore"/MacLeod FLAN 1 "Lake Elsinore"/MacLeod PLAN 1
Lake Elsinore, Ca. r
Lake Elsinore, Ca. f
( ) Main Beam 3 Garage
L.J
Length = 20.5 ft. LATERAL ANAI_.YS I S
IN: Roof =( 31 psf)( 5/2 + 0 > _ 77.5 plf LATERAL ANALYS I S
Wall =1 14 psf)( 9 + 3 ) = 126.0 /!\ LONGITUDINAL ____\
w Floor =( 5E psf)( 13.5/2 + 2 ) = 455.0 TRANSVERSE
D. L. of Beam................... - 30.0
W = 688.5 pif I
Fb= 1350 psi. !-=====-!<;----F2 DL Roof: ;
M = 36167.7 ft-lb=434.0 in-k Roof =(18 )( 54 ) = 972 plf ----F2 DL Roof:
Wall =(14 )(11/2 )(2 )= 154 Roof =(18 )( 28 ) _ 504 plf
S = Moment /Fb =321.5 in^3 ! ! _ ! ! e �
_ Reactions: I ! ! (10 )(8/2 )(2 )= E30 ! ! Wall (1D )(8/2 )(2 )= 112
=====--' --------
v- 85 psi ; d = 17.5 in. *R = 7057 lbs .-------,�--F1 Ih
80
V = w (L/2 - d) = 6053, lbs. I TOTAL DL = 1206 plf !<--F1 Ih --------
A = 1.5 V / Fv = 106.8 I TOTAL DL = 696-plf
sq.in. Req'd Sec. Properties: ! � !
*S = 321.5 in'3 Vb ! DL Is.. Flr:
Vb ! DL 1st Flr:
Allow dell=Li240= 1.025 in. *A = 106.2 sq. in. -----%! _ ____'__ .....v.. Floor=(12 )( 38 ) = 45.5 -----. '
E = 1.6 x 10 *6 psi *I =1668.2 in`4 //////////// Wall =(14 >( 8 )(2 )= 224
__ __ .....v.. Floor=(12 ?( 18 ) = 216
//// )( )=
I=5*w*L^4/384*E*d= 1668 im`4 :D(min) (10 )( 8 ) (2 )= 160 Wall =(14 B )(2 224:D(min) (10 )( 8 )(2 )= 160
= •
±� * • USE x W C D F TOTAL DL 840 plf < >:
x1 # 1 i h= 17 ft. h= 17 ft. TOTAL DL = -600 plf
A L T 6 3/4 x16.5 24F-V4 DF/DF GLB D= 54 ft. D= 21 ft.
( 6 ) Post @ Right of Dining Room 1983 UNIFORM BUILDING CODE:Length 17 ft. 1985 UNIFORM BUILDING CODE:
= ** ZONE 4; Z=1 **
w: Wind =( 20.3 psf)( 6/2 + 0 ) = 60.9 pif ** Bldg. Importance; I = 1 ZONE 4; Z=1
** Bldg. Importance; I = 1
Natural Per. T = .05h/sgrt.D ** Natura'" Per. T = .05h/sgrt.D
_ if Site Resonance S = 1.5------- = 0.12 sec. _
W - 60.9 ** - 0.19 sec.
w - p ** Site Resonance S = 1.5
(when Ts is unknown) (when Ts is unknown)
M = 1663 psi. * C=1/(1.12 *.1. = 0.20 (Cmax = ..1 ** C=1/(15*sgrt.T) = 0.15 (Cmax = .12>
-II< M = 220vJ.01 ft-1b=26.40 in-k ** CS = 0.12 * 1.5 0.18 (CSmax = .14> ** (CSmax .14)
=
S = Moment /Fb = 16 in-3 ** K Factor K = 1.33 (Box System) CS = 0.1?_ * 1.5 = 0.18** K Factor K = 1.18 (Box System)
Reactions:
Fv= 126 -psi ; d = 5.5 in. *R = 518 lbs *** BASE SHEAR Vb = 'ZIKCSW *** WIND CRITERIA:
V = w (L12 - d) = 490 lbs. = 1r,1x1.33r..14xW = 0.1862 W 70 MPH / EXP. C ;P =2!%I psf *** BASE SHEAR Vb = ZIKCSW *** WIND CRITERIA:
A = 1.5 J / Fv - 6 sq.in. Req'd Sec. Properties: = lxlxl.33x.14xW = 0.1862 W 70 MPH / EXP. C ;P =20 psf
*S = 15.9 in"3 Distribution of Forces: Fx = Vb(Wxhx) / (sur, Wihi)Allow. d L/120 Distribution of Forces: Fx = Vb(Wxhx) / (sum Wihi)
= = 1.7 in. *A = 5.8 sq. in. !Control.
E = 1.7 x 10**6 psi *I = 39.6 in-4 Level Wi hi Wihi Fx Story Shear! Wind (plf) (Force !Control.
I= *w*L'"4,334*E*d= 40 in^4 (plf) (hi) (Wihi (plf) (plf) P =20, psf I (plf) Level Wi hi Wihi Fx Story Shear! Wind (plf) !Force
(plf) (ft) (f-lb) (plf) (plf) I F =20. psf ! (plf)
USE 4 x 6 W.C.D_F. # 2 •Roof....12GJ6•••••• •17••2CJ502••••286.9••••••••--••••• I (11-4•)*P=142• ••287• """"""""""""..............•.•..•....•..... , • .1 .
Roof 696 17 11832 171.7 -- 1 (14-4 )*P=203 ! •203•
1 840 8 672VJ 94.(9 381 I (20-4 )*P=324 ! 381 I 600J 8 4800 69.6 241 1 (23-4 )*P=385 1 386
Bases 2046 0 27222 381 Base 1296 0 16632 241
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E.S.I. DESIGN GROUP, INC. Date; E.S.I. DESIGN GROUP INC. o�►. sheer:
SEP. 2 5 1969 P E.S.I. DESIGN GROUP INC. t
AN ENGINEERING AND CONSULTING CORPORATION SEP.2 5 1999 Dote: 2 5 19M9
jN' 4666 AN ENGINEERING AND CONSULTING CORPORATION jN` 6 6 6 AN ENGINEERING AND CONSULTING CORPORATION jN,
��7974 .4666
ANCE 1970 SINCE 1974
DESIGN CRITERIA SHEET ,n
FOR RESIDENTIAL CONSTRUCTION _GENERAL SPECIFYCA7IONS
CODE:1983 UNIFORM BUILDING CODE
FOR STANDARD RESIDENTIAL CONSTRUCTION
/ LOS ANGELES BUILDING CODE (1983 Uniform Building Code) S PAN 7 A H L E S '
In all cases calculations will supersede this desion criteria Sheet,
West Coast Douglas Fir Larch - 19% max. moisture content. A. All beams to be supported with full bearing unless noted otherwise. IS SS t CEILING ROOF RAFTER/JOIST FLOOR JOIST t FLOOR T 'S IS
4x or 2x: No. 1: fb-1500.psi/1750.psi; fv-95.psi; E-1800000.psi S. All isolated posts and beams to have Simpson PH's and PC's min., I1 tP 1 JOIST SLOPE<4s12 (TILE) LL - 40 osf ' IL = 40�u�sf sp iI
Z No. 2: fb-1250.psi; fy-85.ps ; E-1 000 E-1700000.psi unle%.s noted otherwise. t1Z IA E IC 1 _w/d*vwaII w/o w/drywall w/o conc. w/ conc �q 12
WAI 6x or qr: No. 1: tb-1350.psi; tv-85.psii E-1600000.psi C. All walls on woad floors are to be supported with double joists or a ode arade
S.S. t fb-1600.psi; fv-85.psi; E-1600000.psi : arade or-ado 'C iz !
s=i It is recommended that lumber be free of heart center. solid blocking unless noted otherwise. 1 16 _- No.2 , No.1 , No 2 t No 2 1 No 1 I No 2 1 No 1 1 No ' No 1 IG i I
D. All Simpson Hd, PA and CB holdowns to be fastened to 4x4 post min. 12 112 112 0 1 12 3 t t ' 12 i2 t r
Glued LaminateE Beamst West Coast Douglas Fir '
Industrial ape grades fb-2400 psi: E. All hardware is to be Simpson or equivalent. I ix :16 1 11 0 1 11 3 _ I '
fv-163 eat: E-1800000 Mai F. All shop drawings are to be reviewed by the contractor and the '4 124 I 9-0 t 9-9 !
t16 Ix t
I. Drypack shall be composed of one part Portland Cement to not more '2 Ile 1 I I t I '24 '4 1 +' architect prior to submittal for engineers review. �� ' ,x t16 L3 9 20 13 3 1 12-6 1 13-0 ' 10-9 ' 11 0 t 10 9 ' it-0 i 2 2
V than three parts sand. 1 `
Z 2. All structural concrete .... .. G. All exterior walls are to be secured with 1/2" diameter x 10 1 18 0 1 18-3 11_6 1 11-0 t 11-3 ' 9-9 1 10-0 1 9-3 1 10-0 ! 16 Ix 1 j
p •........••••.........f c - 3000 psi anchor bolts at 72" o.c., unless noted otherwise. (Redhead WS 1270 + I24 1 15-6 f 16 0 I ,
ti All slab-on-grade/continuous footings/pads ..........t'c - 2000 9-0 t 8-b S 8-9 18-6 8-9 7 6 9 I24 16 i
All cone-rate shall reach minimum eomoressiv strength a - flo-a-..-psi Anchor may be used in-lieu of anchor bolts) I2 i12 126 0 26 9 1 17-6 t 17-0 1 17-3 114-3 14-6 i 14-0 i 14 3 I12 2 r'H. All interior walls to be secured with shot ins tx I16 ; 23-9 24-a t
Y. All reinforcing shall be A.S.T.M. A-615-40 for 05 bars and smaller. P per manufacturer 15-6 t 13-0 , 15-3 : 13-0 t 13-3 t 12-� +a-a 11.E Ix i recommendations unless noted otherwise, calculations govern in all 124 go-�21-0 1 12-0 ! 11- 1 11-9 11 0 1 11 b 110 0 11 0 2� !G II
J All reinforcing shall be A.S.T.M. A-613-60 for N6 bars and larger.
W Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. cases. Recommend Ramset M3348 at 36" c.c. shear walls and 48"o.c, 12 .112 133 3 1 34 0 22-6 22-0 ' 22 3 ,
at non shear walls. (Alternate Omark 047067 or equal) Ix 18 3 18 9 i 18 0 t 18 3 2 i2 1 'h
16 1 30 3 131 0 20-0 ' 19-6 1 19-9 1 16-6 1
F B. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all I. All conventional framed portions of structure are to be constructed 1 110124 1 26-0 1 27-0 t 15-6 1 15-0 ' 15-3 1 14-0 1 14-9 t 12-9 1 14-0 I24 Ix I
co continuous concrete reinforcement (30 dia. for compression). per section 2516 and 2517 of the Uniform Building Code, unless 12 Ile t 1 ' 27 6 26-6 ' 27 0 ' 22 3 ' 22 9 ' 22 0 22 3 ' 12 I201
= Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This noted otherwise, :x !16
1 24-b 123-6 124-0 120-3 20-6 19 3 20 3 I16 ix 1
is in all cases unless otherwise noted. J. All nailing is to be per table 25-0 of the Uniform Building Coder 112124 , 1 119-0 t 18-6 1 18-9 117-0 ' 18-0 1 1S 6 1 17 3 116:24 ti I
3. All reinforcing bars shall be accurate) and secure) i2 I12 t l
Y y placed before unless noted otherwise. 1 26-3 126-9 126-0 1 26-6 '12 t2 I
Pouring concrete, or grouting masonry. Ix t16 ' I -9 1 1 0 4. Concrete protection for reinforcement shall be at least equal to the T I14t24 t ! 1 e3 24-3 , 22-6 24-0 ! 16 Ix 1
diameter of the bars. Cover shall be as follows: (U.O.N.) 20 0 el—3 18-3 ! 20-3 124 1141
sr A. Poured against earth............................ 3" 1 16d Sole PL Nailing at 12"o/c 7
B. Poured a ainst form below 2 16d Sole PL Nailing at 10"o/c
Z 0 grade................. 2 3 9 AL
C. Slabs on grade (from top of slab)........ 1" 16d Sole PL Nailing at 8"o/c4 16d Sole 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 „ 5 16d Sole PL Nailing at 4"o/c
W1. Fabrication and erection of structural steel shall be in accordance 16d SolePL Nailing at ello/cDouglas Fir-Larch: No.l 6 Appearance - Fb-1750 psi
with "Specifications for the Design, Fabrication and Erection of F N p
N Structural Steel for Buildings", AISC, current edition. Steel to con- ° Fv=95 psi, E-1.8x10^6 psi
W form to ASTM A-3ts. Pipe columns shall conform to ASTM A539 Grade H. 13 1/2"xlO" Anchor Bolts at 64"o/c �9 No.2 - Fb-1450 psi, Fv-95 psi
J 2. All welding shall to performed by certified welders, using the Elec- 14 1/2"x10" Anchor Bolts at 56"o/c E=1.7x101^6 psi
C tric Shielded Arc Process at licensedq 15 1/2"x10" Anchor Bolts at 48"o/c Defection Criteria:
Max of 19/, moisture content 1
shops or otherwise approved by 16 1/2"x10" Anchor Bolts at 40"o/c Max defl. of L/240 at time of installation and
the Bldg. Dept. Continuous inspection required for all field welding. 17 1/2"xl0" Anchor Bolts at 32"o/c 33 at total load.
F 3. All steel exposed to weather shall be hot-di installed crown up. i
p galvanized after fabri- 18 1/2"x10" Anchor Bolts at 24"o/c 4 `
U cation, or other approved weather proofing method. 19 1/2"x10" Anchor Bolts at 16"o/c 3 1983 Uniform.8uilding Code - May 19 1985
4. Where finish is attached to structural steel provide 1/e" bolt holes 20 1/2"x10" Anchor bolts at 8"o/c 361
2 4'-0"o.c. for attachment of nailers. See architectural drawings for ;, ;
21 1/2"x12" Anchor Bolts* at 24"o/cM.
finishes (Nelson st ds 112 x 3" CPL may be used to replace bolts). 22 1/2"x12" Anchor Bolts. at 1611o/c 1. Concrete block shall be of sizes shown on architectural- drawings
drawin s e3 1/2 x 12" Anchor bolts* at 8"o/
" c 9 and/or called for in specs. and conform to A.S.T.M. C-90, grade "N" 24 (2) 1/2"xifl" Anchor Bolts 40
X lightweight units with max. linear shrinkage of 0.06%. 25 (3) f/2"x10" Anchor Bolts
ZZ 2. All vertical reinforcing in masonry walls not retaining earth shall 26 (A) 1/2"xl2" Anchor Bolts*
be located in the center of the wall, retaining walls are to be as "27 (e) 1/2x12" Anch':r Bolts*
43
shown in details. A
3. All cells with steel are to be solid grouted (except retainingwalls 8 (2) projection
Anchor o • 441
where all cells are to be solid grouted). * 4" projection from top of slab.
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