HomeMy WebLinkAboutUntitled (2) NOTES: i 7------------�
ROUTIN� ACTION
1. CONCRETE fc'=3000 PSI 028 DAYS Date and I � zciti. �\0�,5 `See
Notes
2. REBAR ASTM 615-GRADE 60 Initials of ,PQ P/G�PQQP GoQP��' on Sheet#
fg=60,000PSI Checker „ --T--
3.
-T ___3. SPECIAL INSPECTION REQUIRED FOR Planning * _ t __ —. .
CONCRETE STRENGTH OVER 2500 PSI Eng. I% -
Building 3 • • , 1 ,
Fire
PWS-Water .
WELO ,
Trees ,
Rare m ex t/ rgy4 Minn*
20'-O"
r
1'-6" 17'-0" i, 1'-6"
1"CLR Az_'
..../.--W/# 5®6cmc 0 (T &B )4.
: ' • --^/ 24"
1"C ° A #4 DOWELS 018"O.C.
=° . i I I� 2- 5 24"
"' VIII , N
CONT.
I—
to si
18" .
C
/-------"----16C-Aj
.��oPRUEFSS/O
A-A SECTION \�-,�`�ONG p6,
Q S �.:'j
* Fxp o3g4` 1 / :t i
s� s
h►14
. ' 'cTU .\- J.,
CONC. SLAB (20' -0"SPAN X 7' -O" WIDE)
241 WHISPERING PINE SUMMIT
ARCADIA, CA
r 4
PETER LEE ENGINEERING, INC.
8748 VALLEY BLVD. #L
ROSEMEAD, CA 91770 (626) 280-9000
STRUCTURAL CALCULATION
PROJECT: CONCRETE SLAB
ADDRESS : 241 WHISPERING PINE SMT. ARCADIA
CITY OF ARCADIA
Development Services Department
�eri°ROVED
This set of plansloeriiieations must he kept
on the,job at all limo.al ii Iv,changes or alterations
shall he made e'cep► 1) the:wilding Division.
The Stamping 01 ihii l►h►n soul specification shall not
be held to p!.wrioi! to he in approval of the violation
of any pro,isi, res :►+r ordinance or state law
QROFESsio4,
��� DAG PETFFy,
S 3948 m ��
EXP.031311'Lv(q
j;
�'lsT�'UCT�c3/1.37
P
gTFCFG �'..�
Title 7Gck L)1
Yau can chang this area
using the'Settings'menu item
and then using the"Printing&
Title Block"selection.
Title Block Line 6
Concrete Beam File=C:\Users\Peter\DOCUME-1\ENERCA 111.ec6
ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver 1017.12.10
Lic.#:KW-06001739 Licensee:PETER LEE ENGINEERING INC.
Description: Concrete Slab
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
fc112 = 3.0 ksi 6 Phi Values Flexure: 0.90
fr= fc * 7.50 = 410.792 psi Shear: 0.750
W Density = 145.0 pcf 131 = 0.850 •
X, LtWt Factor = 1.0
Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi
fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi
E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3
Number of Resisting Legs Per Stirrup= 2
• __._._....._.
> 1)41e,
,r.r 11 1 r;L i ft('i I)l
r,trr, ��
oi
olk= i)
zo.o h ,;.s.(si
1)('.I/It).,1;r/ . 1 rr+cll►('�ltirl
12 w�: T21t' rtht"I if1�l' t� ;'h, ,r111;111r, hI
r.
dllf;IINI�'11, ;li i/;. rr1 ( � lilt'1>Ullrlil?,. IIIP►i!(II1r1.S
ht11 (r1,, Kral►.Illl; 1) t lsiu►t.
Cross Section & Reinforcing Details rlf 'I tr,ll,"_ a I,; hccllu;lliun
Rectangular Section, Width=12.0 in, Height=8.0 in `►►?t ,,;; ; ; i t;t •1► t` �ha11 nt)t
Span#1 Reinforcing.... •", , ;, I f)1 r/ ;.II"I the ►hit
2-#5 at 1.250 in from Bottom,from 0.0 to 20.0 ft in this span 245 at 1.250 in from Top,frbrhO'.t}t012Q,Q ftin this span!'In
Applied Loads Service loads entered. Load Factors will be ar ied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: L=0.10 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.806 : 1 Maximum Deflection
Section used for this span Typical Section Max Downward Transient Deflection 0.266 in Ratio= 900>=36
Mu:Applied 13.80 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360
Mn*Phi:Allowable 17.119 k-ft Max Downward Total Deflection 1.168 in Ratio= 205>=18
Max Upward Total Deflection 0.000 in Ratio= 999>=18
Location of maximum on span 9.982 ft
Span#where maximum occurs Span#1
Vertical Reactions Support notation:Far left is#1
Load Combination Support 1 Support 2
Overall MAXimum 1.967 1.967
Overall MINimum 0.580 0.580
+D+H 0.967 0.967
+D+L+H 1.967 1.967
+D+Lr+H 0.967 0.967
+D+S+H 0.967 0.967
+D+0.750Lr+0.7501_41 1.717 1.717
+D+0.750L+0.750S+H 1.717 1.717
+D+0.60W+H 0.967 0.967
+D+0.70E+-1 0.967 0.967
+D+0.750Lr+0.750L+0.450W+H 1.717 1.717
Title Block Line 1 f ',
You can change this area •
using the"Settings"menu item
and then using the"Printing&
Title Block"selection.
Title Block Line 6
Concrete BeamFile-C:\Users\Peter\DOCUME-11ENERCA-111.ec6
ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10
Lic.#:KW-06001739 Licensee:PETER LEE ENGINEERING INC.
Description: Concrete Slab
Vertical Reactions Support notation:Far left is#1
Load Combination Support 1 Support 2
+0+0.750L+0.750S#0.450W+H -_ 1.717 1.717
+D+0.750L+0.750S+0.5250E+H 1.717 1.717
+0.60D+0.60W+0.60H 0.580 0.580
+0.60D+0.70E+0.60H 0.580 0.580
D Only 0.967 0.967
Lr Only
L Only 1.000 1.000
S Only
W Only
E Only
H Only
Shear Stirrup Requirements
Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in
Maximum Forces&Stresses for Load Combinations
Load Combination Location(ft) Bending Stress Results (k-ft)
Segment Length Span# in Span Mu:Max Phi"Mnx Stress Ratio
MAXimum BENDING Envelope
Span#1 1 20.000 13.80 17.12 0.81
+1.400+1.60H
Span#1 1 20.000 6.77 17.12 0.40
+1.20D+0.50Lr+1.60L+1.60H
Span#1 1 20.000 13.80 17.12 0.81
+1.200+1.60L+0.50S+1.60H
Span#1 1 20.000 13.80 17.12 0.81
+1.200+1.60Lr+0.50L+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+1.200+1.60Lr+0.50W+1.60H
Span#1 1 20.000 5.80 17.12 0.34
+1.20D+0.50L+1.60S+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+1.20 D+1.60 S+0.50 W+1.60 H
Span#1 1 20.000 5.80 17.12 0.34
+1.20D+0.50Lr+0.50L+W+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+1.20 D+0.50 L+0.50 S+W+1.60 H
Span#1 1 20.000 8.30 17.12 0.48
+1.200+0.50L+0.205+E+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+0.90D+W+0,90H
Span#1 1 20.000 4.35 17.12 0.25
+0.90D+E+0.90H
Span#1 1 20.000 4.35 17.12 0.25
Overall Maximum Deflections
Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span
+0+L+H 1 1.1678 10.000 0.0000 0.000
WHISPERING PINES ESTATES HOA
ARCHITECTURAL REQUEST FORM
Return to:lnveServe,Corp.,123 S Chapel Ave,Alhambra,CA Q1801
Phone:626-4f58-3435 x 115 Fax:626-458-5321
Name: • 'er /, 4 k y hj WiDate:}. .;?-49
1i CP
J "` 111
Property Address: /._._.._l�l�S i/lid;is rE•iltt t 1
_._..
Home Phone: Cell Phone: tyb" ppj....k.r
I. Proposed Project Information
escribe the proposed i'iprovement in detai is . r: J • rOir itnt.
• .f� xfs9 ,�.� 1n a
2. Neighbor Advisement
You must advise your adjoining neighbors of any proposed improvement to your property.
Please have them sign below.If the unit is vacant,please indicate the address and leave the
signature blank.
a.Neighbor Signature Address:
b.Neighbor Signature Address:
3. Documents Required for Submittal
o One(I)set of detailed plans
ju,One(I)copy of this application form
o Names and Location of Plant Material
o Types of material used and Color Scheme U t
o All Satellite Dish requests must indicate location&have detailed plans for the installation
Architectural Review Use Only
Lr Approved u Denied
Conditions of Approval i Reason for Denial:
Date: ----7/1„75 7(E Signature:
E
fJ
LVED
'r
•
€,
w
a w is —
✓
A.'t7 E4
A
[ $ t it, ,( A
[€ G1 ice' Fri*Er1
� Z7 O f p, i
`3' as. „Ca)h W'
r� 3 2 1 t3 A..o i
S
„. -4.. M
"i v., . S 'RVSLs2 P xmt3 �
mU
�
� wE I- 1 A , }
da ,Ls
(iii tri
ms` I . % ,., w� ,47
iE
E/
i t ' � y C ,1x7 t `�
ua N f
Sy t , :zii
fi 9
is 4 X
Fr
to =0 (,'�� u.. 1
E 2
a , iuI 75 .
a
a
x
1
I ,, --
E
Mak 5&Associates Builder 2,+wnixaadny�( Summit RESIDENTIAL FRONT 1"" + °"""d6..'i`
° ?5.97 Segovia La Verne C3.91750 Arcadia CA a tE rn f( ._ i
�.i-cns�.bn 5 e r+c C27 YARD RENOVATION
,(,m ,. . . 5 Wong Residence
r
NOTES: ROUTING ACTION -
1. CONCRETE fc'=3000 PSI 028 DAYS Date and P o�'i\—. \0�,5 'See
2. REBAR ASTM 615—GRADE 60 Initials of �Q, ,6,,,,e()o/ heet#
�' Notes
fg=60,000PSI Checker 1/' P/CPP Gon S
3. SPECIAL INSPECTION REQUIRED FOR Planningl i_ -.
CONCRETE STRENGTH OVER 2500 PSI _EA. l 1 ,_
Building g (7 , ' --if-
Fire
Fre
PWS-Water ^
WELO
Trees I`--.
*psi' ►R Wcke ExkPr FRon Pour 4
20'-0"
/
17'-0" 1'-6"
1"CLRiA'-- /�8"CONC SLAB
W/#506"O.C.(T&B)
,( • • • • • • /
i�,C 1 //i(--w/ 24"
1"CLR A v #4 DOWELS ,.,18"O.C.
rt,
III III— 2-#5 24"
tx
,e___ 1 I I— —H -�M
18" 18" X .
TEMP. REBAR
#4012"O.C.(T&B)
/ #506"O.C.(T&B)
�pPGFcSS/p�
c�. Q'��0NG PF? e„N,
A—A SECTION a S3948 ''`.
* EXP.03/31//r z:
s * '-
cJT' c/o ,R A
v). \Q'
<(‘°,' I ,if s..
CONC. SLAB (20' -0"SPAN X 7' -0" WIDE)
241 WHISPERING PINE SUMMIT
ARCADIA, CA
r
PETER IEE ENGINEERING, INC.
8748 VALLEY BLVD. #L
ROSEMEAD, CA 91770 (626) 280-9000
STRUCTURAL CALCULATION
PROJECT: CONCRETE SLAB
ADDRESS: 241 WHISPERING PINE SMT. ARCADIA
1 ' 1 :1 9.E1('lhl.l
l'p:rrtrllcnl
4. i I'if.7‘i � 1'i1)
1
ttil.ns Inust hl•kept
' ': : i•,lr,rl ;it;iii irt'i,UIU,
r ,i. lit 1't; ' 1!/r'halhl'S IV:Iltly'
1< t't%et pi (11 !in'1{ dtiung
,tri •t,t.tu+ i' uildigg Uig isiun.
t n�.1.t"!ills blit!:Ma
he h�'lt!t„ specification shall not
! c t wit ui iii 111•.ia a ►
Of illy 1 /t rst.. 1 1H't/1i11 or the►1111
(s ri; ;011 dt10r1
If ritYlinillllg,t►1 stiltl'fall.
i-
'176
<zOFESSIpN9
NG PE�F� Fit
/c2 Oy lam ,
Q S 3948 rr`n.
* EXP. r3/31/�� *lit
ssT 11i,
�
e
.if 41 Wo
Title mock Lin, 1
You can change this area
Using the"Settings'menu item
and then using the Printing&
Title Block"selection.
Title Block Line 6
Concrete Beam T FIIe=CaUserslPeteADOCUME-11ENERCA-A1,ec6-'
ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10
Lic.#:KW-06001739 Licensee:PETER LEE ENGINEERING INC.
Description: Concrete Slab
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
fc1/2 = 3.0 ksi d Phi Values Flexure: 0.90
fr= fc * 7.50 = 410.792 psi Shear: 0.750
yf Density = 145.0 pcf p 1 = 0.850 • _ ,
X LtWt Factor = 1.0
Elastic Modulus = 3,122.0 ksi Fy Stirrups E 40.0 ksi
fy-Main Rebar = 60.0 ksi E Stirrups = 29,000.0 ksi
E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3
Number of Resisting Legs Per Stirrup= 2
1),, ( I I t (%i•' t
•,` t r1 i� s il� �.
1111 r 1 y Ri, I��rhttt nt
(1►)th, 'nh• r,',,;,, ��.j)
o bgmc3cr2rfx •<: aiax •
10
AteW n Irr 11,1ur/r,r . ; •, iin'Blip r,r'111eraIsofl
d#'11 rt . 111"1':.-
•-vi
rr,,,i,,` , dinrl)il
12�, a-n / ,,;; r,1% t'''uft. H
u�`,u,• ►/,„,; ,,,,1 t,; �, It .,,,1��1)�ilio aiiop.�h�11 no
1 ,f,a,l, 1,1 I r,l'(lillal)�1al 11�th1, IItlj� t
C ross Section&Reinforcing Details , `�r�0n
Rectangular Section, Width=12.0 in, Height=8.0 in state
Span#1 Reinforcing....
2-#5 at 1.250 in from Bottom,from 0.0 to 20.0 ft in this span 245 at 1.250 in from Top,from 0.0 to 20.0 ft in this span
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: L=0.10 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.806 : 1 Maximum Deflection
Section used for this span Typical Section Max Downward Transient Deflection 0.266 in Ratio= 900>=36
Mu:Applied 13.80 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360
Mn*Phi:Allowable 17.119 k-ft Max Downward Total Deflection 1.168 in Ratio= 205>=18
Max Upward Total Deflection 0.000 in Ratio= 999>=18
Location of maximum on span 9.982 ft
L Span#where maximum occurs Span#1
Vertical Reactions Support notation:Far left is#1
Load Combination Support 1 Support 2
Overall MAXimum 1.967 1.967 -
Overall MINimum 0.580 0.580
+D+H 0.967 0.967
+D+L+H 1.967 1.967
+D+Lr+H 0.967 0.967
+D+S+H 0.967 0.967
+D+0.750Lr+0.750L+H 1.717 1.717
+D+0.750L+0.750S+H 1.717 1.717
+D+0.60W+H 0.967 0.967
+D+0.70E+-1 0.967 0.967
+D+0.750Lr+0.750L+0.450W+H 1.717 1.717
Title Block Line 1
You can change this area
using the"Settings"menu item
and then using the"Printing&
Title Block"selection.
Title Block Line 6
Concrete Beam File=C'UlserstPeter100CUi "11ENERCA_111.ec6
ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10
Lic.#:KW-060D1739 Licensee:PETER LEE ENGINEERING INC.
Description: Concrete Slab
Vertical Reactions Support notation:Far left is#1
Load Combination Support 1 Support 2
+1J+0.750L+0.7505+0.450W+H 1.717 1.717
+D+0.750L+0.750S+0.5250E+H 1.717 1.717
+0.60D+0.60W+0.60H 0.580 0.580
+0.60D+0.70E+0.60H 0.580 0.580
D Only 0.967 0.967
Lr Only
L Only 1.000 1.000
S Only
W Only
E Only
H Only
Shear Stirrup Requirements
Entire Beam Span Length:Vu<PhiVcI2, Req'd Vs=Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in
Maximum Forces&Stresses for Load Combinations
Load Combination Location(ft) Bending Stress Results (k-ft)
Segment Length Span# in Span Mu:Max Phi"Mnx Stress Ratio
MAXimum BENDING Envelope
Span#1 1 20.000 13.80 17.12 0.81
+1.40D+1.60H
Span#1 1 20.000 6.77 17.12 0.40
+1.20D+0.50Lr+1.60L+1.60H
Span#1 1 20.000 13.80 17.12 0.81
+1.200+1.60L+0.505+1.60H
Span#1 1 20.000 13.80 17.12 0.81
+1.20D+1.60Lr+0.50L+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+1.20D+1.60Lr+0.50W+1.60H
Span#1 1 20.000 5.80 17.12 0.34
+1.20D+0.50L+1.60S+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+1.20D+1.60S+0.50W+1.60H
Span#1 1 20.000 5.80 17.12 0.34
+1.20D+0.50Lr+0.50L+W+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+1.20D+0.50L+0.50S+W+1.60H
Span#1 1 20.000 8.30 17,12 0.48
+1.20D+0.50L+0.20S+E+1.60H
Span#1 1 20.000 8.30 17.12 0.48
+0.90D+W+0.90H
Span#1 1 20.000 4.35 17.12 0.25
+0.90D+E+0.90H
Span#1 1 20.000 4.35 17.12 0.25
Overall Maximum Deflections
Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Deft Location in Span
+D+L+11 1 1.1678 10.000 0.0000 0.000
WEIISPERING PINES ESTATES HOA
ARCHITECTURAL REQUEST FORM
Return to: lnveServe,Corp.,123 S Chapel Ave,Alhambra,CA 91801
/. Phone:626-458-3435 x 115 Fax:626-458-5321
Name:fT n� ` J ate: 3JgJt c9
Property Address:_.L./.._131 S CJ "(t PILL 5,0101;4 ... yq `e..-,
Home Phone: _._ ._-- ,�/ Cell Phone:gx, d, `.ra
I. Proposed Project Information
)escribe the proposed improvement in detail. etrin, . J ,, r, 4.-ent
—
2. Neighbor Advisement
You must advise your adjoining neighbors of any proposed improvement to your property.
Please have them sign below.If the unit is vacant,please indieatc the addtccs and leave the
signature blank.
a.Neighbor Signature Address:
b.Neighbor Signature Address:
3. Documents Required for Submittal
One(1)set of detailed plans
ja.One(I)copy of this application form
u Names and Location of Plant Material
n Types of material used and Color Scheme U 5-4...t=K If + cc 1. .CG
U All Satellite Dish requests must indicate location&have deYailed plans fur the installation
Architectural Review Use Only
o‘proved a Denied
Conditions of Approval/Reason for Denial:
Date: —f,7}- l(.' Signature:
(e--11
r"pROVEO