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Page.- G -1
George McCurdy job Name: Nielsen
Structural En ineer
job "
2Date: 20 Mar 07
117 -A South Main Street, Lake Elsinore, California 92530 -4108
951/674-9543 (Voice & Fax)
e -mail: litehousegeorge @yahoo.com
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a o u = ( *) 1997 UBC Section 1626.1 (noted here for public awareness onh )
O p n
L v e "The purpose of the earthquake provisions herein is primarily
o a .° a a structural failures and loss of life,
y Cr/ O r OAK tom+
r mtain function."
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z ct• LJ ZJ g
a c M a c
description on this sheet voids the "wet" signature and stamp.
RMIT # i
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j ROVEDQ (6 N
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b A v STRUCTURAL CALCULATIONS
r Rod Nielsen Residence Storage Room Roof SlabG
O u 1604 Lakeshore Drive
Lake Elsinore, California 92530
APN 375 - 350-039
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c > TABLE- OF CONTENTS Calc Sheer
v v uco Design Loads G -2
o Calc Design Info G -3
N E > ° ° Roof Framing RF 1 thru RF 4
r
Floor- Framrr e FF- 1- thr-u -FF-2
ti c Foundation Design F -1
v -7 Retainirtg -WaI - Design R- W- i- thru -RW-
u U Wall Design W -1 thru W -2
w c c c Q L tera{ kt7al sis L-- 1- thru -L--
Miscellaneous- Design M- -L- thru -M-
c»Cr:
N Q=
a o u = ( *) 1997 UBC Section 1626.1 (noted here for public awareness onh )
O p n
L v e "The purpose of the earthquake provisions herein is primarily
o a .° a a structural failures and loss of life,
y Cr/ O r OAK tom+
r mtain function."
N o N.5.
j
p AD Vj31 lilSdfl ' 1I 1Ga'1F e to the job Site Address and /or legal
z ct• LJ ZJ g
a c M a c
description on this sheet voids the "wet" signature and stamp.
RMIT # i
U aZI
C v [///`
j ROVEDQ (6 N
Y a' 1.. V a L'
O Gca 'd
CD
V7 •d W
MAk 2 4 iu6l
George McCurdy
Structural Engineer
117 -A South Main Street, Lake Elsinore, California 92530 -4108
951/674 -9543 (Voice & Fax)
e -mail: litehousegeorge @yahoo.com
DESIGN VERTICAL LOADS
TYP ROOF
DL = 0.0 psf (See Concrete Slab Design)
LL = 50.0 psf (assumed)
E TL = 50.0 psf
Page ,= G -2
Job Name: Nielsen
Job a 07 -55
Date: 20 Mar 07
Page # G -3
George McCurdy + + Job Name: Nielsen
Structural: Engineer I u I Job # 07 -55
Date: 20 Mar 07
117 -A South Main Street, Lake Elsinore, California 92530 -4108
951/674 -9543 (Voice & Fax)
e -mail: litehousegeorge @yahoo.com
CALCULATION DESIGN INFORMATION & NOTES
Minimum Material Specifications (Typical UNO)
Building Code:
Uniform Building Code, ICBO, 1997 Edition (UNO)
Concrete:
No "special inspection" required, F'c = 2,500 psi (@ 28 Days)
Maximum slump: 3 -4 inches ( +/- 1 inch)
Note: Concrete in walls must be mechanically vibrated
Reinforcing Steel:
ASTM A615 or equal, Grade 40 ksi for #4 & #5, Grade 60 ksi for #6 & larger
Calculation ReferenceCalculation Reference Drawings: Notes & Abbreviations
1) "(E)" denotes existing construction or condition.
2) "(N)" denotes new construction or condition.
3) "(min)" denotes minimum required size. A larger size may be shown on the plans.
4) Items "'lilI ed -lei' are not applicable to the design under consideration.
5) Beam Size Notations
2) 1.75x12 NlicroLams
t t — Indicates size & type of member (ie: 4x12 #2, 6x16 =1, etc)
Indicates the number of members required at this Location
6) Calc reference symbols on talc sheets RF -1, FF -1, L -3, etc:
LEGEND
Denotes Beam or Header
Denotes Girder Truss location (to be verified w/ Truss Manufacturer)
Denotes Framing Direction
Denotes Shear Wall Line
P -4 Denotes Pad Footing location
7) "LINO" denotes "Unless Noted Otherwise ".
8) "Ave" denotes a weighted average used in the design.
9) "S /W" denotes "shear wall ", see the Lateral Analysis & Shear Wall Schedule.
XOXO
Page r RF -1
George McCurdy. ,Job Name: Nielsen
job ±,07 -55Structural' Engineer t t I
Date: 22 Afar 07
117 -A South Nlain Street, Lake Elsinore, California 92530 -4108
951/674 -9543 (Voice &'Fax)
e'. mail: liteh(Dusegeorge@yahoo.com
ROOF FRAMING
Design Loadings (please see talc sheet G2)
Roof Floor Deck Wall Wt Misc
DL 78 k0 -13 14 10 psf
LL 50 40 60 - - - -- - - - -- ;psf
Roof Framing Plan (nw
Notes for this drawing:
1) Please see Calc Sheet G -4 for the notes & symbols used on this dra%Ning.
2) Please- see- Calc h e i -for- the as =L -RB-
IN George McCurdy:
Page # RF -2
Job Name: Nielsen
Job = 07 -55
Date: 22 Mar 07
I 1,17 -A South !Main Street, Lake Elsinore, California 92530 -4108
i V Y 951/674 -9543 (Voice &:Fax)
e; mail: litehousegeorge @yahoo.com'
j
ROOF DESIGN (cont)
Design Loadings (see calc sheet G-2)
Roof Hoar Deek Wall Wt Misc
DL 0 1-0 1-3 14 10 psf
LL, 50 40 60 psf
Typ Roof Slab
Beam Plan Dimensions & Tributary Areas
L Rf TA Flr TA '
4.00 4 0
ft sq ft sq ft
Service loads
Tributary Widths & Areas
Roof Floor Deek Wall Misc
1.0 0-0 O:E) 0.0 0.0
ft ft ft ft
Uniform Service Loads Slab- (- if -an} ) -info: W
Conc Beam Wt Slab -t lab -w TL 128
150 78 0:00 0:00 DL 78
pcf # /ft in ft ft
Concentrated Loads
P a >(a b ! b
TL! 0 000 400
DL 0 ft ft W
Flexure Analysts M(ser) _ 256 ft
Uniform ! M(dl) _: 156 ft L
Load lI 0 R(L) R(R)
M(tl)i. 256 - 6 J6 ft from TL 256 256
M(dl): 156 0 1-5-6 R(rj DL 156 156
ft # ft # ft
Factored loads
LL DL w(u) P(tr} R(L) R(R)
1.70 1.40 TL' 194 0 389 389
Flexure Analysis M(u) _ 389!, ft R(gov) _ 389
Uniform max)
Load MAP Mme:? 00
389 0 3-89 ft from-"
ft # fF# ft
Beam Dimensions &Material Specs
b h d fc n_ Fy Flexure o
12.00 6.25 3.25
d'
3.00 2,500 10 40,000 ! 0.90
in in in in psi psi
Flexural Design USE44 @ 12" oc
F K(n) p A(s) Abar Space Slab thk = 6.25"
0.0106 37 0.0012 0.05 0.20 51.28
Flex 2) sq in sq in in oc
Page? RF -3
George McCurdy tt- Job Name:: Nielsen
Structurat' En ineer Job ',07 -55
Date:.22 Mar 07
117-A SouthMain Street, Lake Elsinore, California 92530 -4108
951/674 -9543 (Voice &',Fax)
e =mail: litehousegeora „e @} ahoo.conr
ROOF DESIGN (cont)
Tvn Roof Slab (cont)
Shear Design
Stirrups are req'd if V(u) > 0.5oV(c)
Shear o V(u) 0.5oV(c) oV(c) oV(s) MinoV(s)' oV(s)
0.85 336 1,658 3,315 2,979 1,658 -2,979
9 "T)
USE larger of MinoV(s) or oV(s)
MaxoV(s)',L MinoV(s) USE beam size is
13,260 1,658 adequate
I
rsUrrup- Spacing
V(-gov) s
i'65 USE lab K
see Shear 5.1) in (max spacing T 2)
Deflection Check
Reinforcing Steel
bar r A(s) K(cr) M(cr) p K(il)
0 0 00 0.05 0.20 2,441 0.0012 0.015
sq-tn sq in ft r Def'n 2)
Cracked Section Properties
I(cr) I(g) ! I(cr) /I(g) Mcr /Mu K(i3) I(e)
6 244 0.025 6.280 241.447 ! 58,947
in(4) in(4) fDef =n-5. in(4)
Cracked Section_ Properties (cont)
Mcr /Md I(ed) K(a3)__ K03) --
15.625 3718.175 907,758
K(al)
0.20 5.00
in(4)- - Def'n 6.1)'
Deflection Summary
A(tl) L/ A(dl) L/
0.000 # # # # #r # 0.000 rt # #! USE (Deflection OK)
in
i I
i
I
in
117 -A South 'Main Street, Lake Elsinore, California 92530 -4108j951/674-9543 (Voice &:Fax)
email: litehousegeorge @yahoo.comj
ROOF DESIGN (cont)
Design Loadings (see calc sheet G 2)
Roof Floo Dee k Wall Wt Misc
DL. 78 0 13 33 10
LL 50 46 60 psf
Lintel L -1
Beam Load Analysis
Tributary Widths &Areas L =: 2.50': ft a =.
Roof Floor Dee k Wall Misc
4.0 0-0 0:0 1.5 0.4
ft t t ft
Design Loads W P
TL 566 ft 0
DL 3_66 ft 0
Flexure AnalysisY Mgov =, 442 ft #
M =i 442ift#
M— 4 -4-2 ft @ 1-.5, ft-from -R(R
P— 0_ t # tfpeirtt-
TRY. (E) (2) L2x2xl /8
Section Properties
I S Member. F(y) E
0.19 0.131 2 36,000 29.0
in(4) in(3) psi x 10(6) psi
Iviember Analysis
f(b) <:: Fb L/
20,238 24,000 0.0451 665
psi psi in
XOXO
psf
psf
Page _ RF -4
Job Name: Nielsen
Job 07 -55
Date: 22 Mar 07
0.00 €+a -l< }
Rf TA F1r -T-A
10 0
2 -50
W
L
R(L) R(R)
TL. 707 707
DL 457 457
USE (F) (2) L2x2x1/8
George
I II IIU )jlll' 117 -A South Main Street, Lake
Y
tp
1 I,Y r 91/674 -9543 (Voice &!Fax)
e mail: litehousegeorge @yahoc
FOUNDATION DESIGN
Design Loadings (see talc sheet G-2)
Roof Floor Deese
DL; 78 1-0 1-3
LL! 50 40 60
psf psf psf
oils /Foundation Investigation Report:
By:: NONE
Address:
Dated:',
job I
Telephone:
Signed by:',
Soils /Foundation Report Notes:
California 92530 -4108
Page s.
Job Name:. Nielsen
Job #,07 -55
Date: 22 Mar 07
Wall Wt Mist Design
68.8 10 ASP
1,000
psf - psf
If the word "None" appears above, this Engineer has not reviewed and /or incorporated the
Soils/ Foundation Report's (if any) minimum requirements and recommendations into the
drawings. The foundation design and detailing has, therefore, been done to the minimum
requirements and recommendations of Chapter 18 of the 1997 UBC.
Continuous Footings
Design Note: Uniform, continuous footing loads must be less than 2,000 . /ft w /out a Soils
Report per 97 UBC Section 1805.
Typical Perimeter (Line "A" see talc sheet L -3 for location)
T ' :
Tributary Widths
Roof Floor Deck Wall Alisc
3.5 0-.0 0.0 8.0 0.0 _..
ft ft €t ft
Uniform Loads & Footing Width
W Ftg W Ftg W
998 1.00 11.98 - - - -> USE: 12" Wide Footing
ft ft in (min) field verify
i George
117 -A SouthMain Street, Lake Elsinore, California 92530 -4108
951/674-9543 -(Voice &(Fax)
e= mail: litehousegeorge @yahoo: corm
Design Loadings (see calc sheet G2)
Roof Floor Deek Wall W NHsc
DL', 78 1-0 -1 -3 6-8:8 -1-0
LL 50 40 60
psf psf psf psf
Concrete Wall Design h =, 8.33 ft
Design Vertical Loads Parapet- 0.00 ft
Roof Floor Deek WaiHh't
4.0 0.0 0 0
ft ft t ft
Wall Dimensions & Section Properties
b t d Aga
12 5.50 2.75 66.00
in in in in(2)
Material Properties
rc fy E n
2,000 40,000 2,549,117, 11
psi psi psi
Wind Loading
C(e) C(4) 4(s) I
1.06 0.80 12.6 1.0
Seismic Load Analysis (Formula 32 -3)
Design Loads & Factors
W(p) a(P) R(p) C(a)
68.8 1.00 3.00 0.40
psf ;Table 16- UTable 16 -0!
@ Roof Level
h(x) =h(r) {P)_. , i._... F(p) .. Ffp)
8.33 +9-2 36.7 1 -1E} 0
ft psDErni?r} psf (32-3): psEnz
i@ Base Level (h(x) = 0)
h(x) F(P) F"
0.00 19.2 9-.2 1100
ft psf (min) ps€-F32`3r PsfimaX-)
Average Design. Load
F(p) Roof F(p) Base Average
367 192 280
psf psf psf
Governing Wall Design Lateral Loads
on
mew.
Page r W -1
job Name:' Nielsen
Job 1h07 -55
Date:' 22 Mar 07
USE (F) 5 -5" Thick
So Ig e h/t
6050 166 0700 18.2
in(3) in(4) Ln_fc+WaiLto- el-L-oad -)
fr Mcr
224 1,127
psi ft
Wind
10.68
psf
N(a) I(P)
1.00 1.00
F(p) gov
36.7
psf
F(p) gov
19.2
psf
A ® ® George McCL
Structural En i
1'17 -A SouthMain Street, Lake
951/674 -9543 (Voice &.Fax)
California 92530 -4108
Page # W -2
Job Name:; Nielsen
Job # 07 -55
Date: 22 Mar 07
Maximum Axial Service Load Check
A(u) _', 0.00 in (assume)
Po =_. 512; # /ft (TL) {
A(1) 0.673in Convergence
P(dl) _', 312: # /ft (DL)
A(2) -, 0.7161 in -13.85 :%
Pw =', 286' # /ft (wall wt @ mid -ht w/ parapet)
A(3) =j
Po +Pw =' 798' # /ft < 5,280' # /ft -- OK to Use Slender Wall
Design Nominal Loads_
0.718', in -0.06 %
94 UBC Sec 1914)
3,472: in #
w(u) _ 39 1 # /ft
M(u6) _; 3,472i in #
P(u) =I 1,118:#
M(u) 3,472:: in # < oM(n) _
TRY' #4 Vert @ 16" oc
20,150, in # (from above)
By Comparison A(n) =
A(bar) _', 0.200 :sq in @ 16.00 in oc As = 0.15 sq in /ft
Reinforcing Ratio Check
p - 0.0045',< 0.6pb= 0.0148 (94 UBC Sec 1914) > 200 /fy = 0.0050
Minimum Wall Reinforcing', (Maximum Spacing = 18" oc) A(bar) Space
Vert = 0.002!* A(g) = 0.132sq in /ft 0.200 18.2 in oc
Horiz ='. 0.002:* A(g) = 0.132sq in /ft 0.200 18.2 in oc
Panel Properties
P(u) A(se) a ---- c I(cr) A(cr) D;n)
838 0.22 0.433 0.510 13.15 0.033 0.695
ft sq in m(4) in in
w/ I(g)) w/ I(cr))
Nominal Capacity o = 0.9a ( -) numbers are Height sensitive
M(n) _ 22,389in #
oM(n) -' 20,150jin #
Service Load Deflection A(1) _ 0.00:im (assumed)
M(s) _ 2,910 in # A(s) _! - 0.760in
Service Load Deflection Iteration Convergence
M(1) _: 2,455!, in# A(1) _ - 0.794.in 15.63 %
M(2) _, 2,435', in # A(2) =1 -0.796 in 0.83 :%
M(3) 2,434 :in # A(3) -0.7961n 0.04 %
A(s) - 0.796in = L/ 126
Factored Load Deflection Iteration A(u) _', 0.00 in (assume)
Kul) 4,074 in # A(1) 0.673in Convergence
M(u2) 3,510;in # A(2) -, 0.7161 in -13.85 :%
M(u3) 3,475: in # A(3) =j 0.718 in 1.01
M(u4) _; 3,472!in # A(3) _ 0.718', in -0.06 %
M(u5) _ 3,472: in # A(3) =1 0.718:in 0.00
M(u6) _; 3,472i in # A(3) _: 0.718 in -0.00 %
M(u) 3,472:: in # < oM(n) _ 20,150, in # (from above)
By Comparison A(n) = 0.695 in from above)
M(u) 4,6574n # (w /out iterating) < oM(n) 20,150.in # (from above)
USEi #4 Vert @ 16" oc
XOXO