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APPROVED
PLANNING DIVISION
MASTER\.D. 1*'4- //3533 _-„
G.P.__-_ C. - - Zone 02
PLANNER 350. DATE <0-/
TRANSFERRED BY DATE
PLANNING INSPECTION REQUIRED:ROUGH FINAL 'NONE 2%_
NAME (714) -
RETAIN PLANS FOR FUTURE REVISIONS.3UBJECT TO ITEMS CHECKED AND CONDITIONS3ELO\Al:
O INTERIOR 11 ONLY
O NO EXTERXOR ALTEmATIONS;'MODIFICATIONSCl ALL WATER?Al.STO MATCH EXISTiNG20'SCREEMiNG REQUIRED
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STRUCTURAL CALCULATIONS
Proiect datat
1. Project name:7-11 # 13783
2. Project description :NEW A/C UNITS
3. Proiect address:1425 W WARNER AVE,SANTA ANA.CA
4. Project number:14-025
5. Date:03-28-14
APR 0 2 2014
City of Santa Ana
L
ille<#tw.:e,m„-em
MARY.8 1 2014
FADY HAKIM, PE TEL: 310-422-1536 EMAIL:FADYFREDERIC@YAHOO.COM 101910«J
Design Maps Summary Report http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?templa...
ZUSGS Design Maps Summary Report
User-Specified Input
Report Title seismic
Fri March 28, 2014 18:54:54 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.7163°N, 117.88751°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
. P _. -l 2 Garden :,t_. 0- -- 17-1 - limlom " ·- ,--ive -2-1LL
'
)al Beach Nkit -o,kiyar Rity
1„ 1 H,untingt,on - J
91 Beach :
i 4 mapquest h.' ..
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4
LA.77e.SMO;
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An Relpci
i T 1:17 - - 1
1.9,7. b :. 3.1
MERICA
®M#Quert
USGS-Provided Output
S=1.508 g S =
S MS
Irvil
tita Mesa -
®2014 I %4
508 g S = 1.005 g
DS
S=0.558 g S = 0.836 g S = 0.558 g
1 Ml Dl
For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCE,t Response Spectrum Design Response Spectrum
1.7G-
1.GO-1.10-
1.44- 0.93 -
0.08 -
1.12-l 0.77 -
01 0. GG -Z
m 0. eD 11 0.55
0.64 -0.44
0.48 -0.33 -
0.32 -0.22 -
0.16-0.11-
o.oclillittl 0.00 It 1 1 1 1
0.00 0.20 0.40 0-GO 0.00 1.00 1.20 1.40 1.GO 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.GO 1.80 2.00
Period, T (sec)Period, T (sec)
For PGA T.C , and CR1 values, please MinJLkthe_detailed--[egad.M L RS
Although this information is a produd of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of
1 of 2 3/28/2014 11:54'AM
DESIGN LOADS:
1-DESIGN CODES AND REFERENCES:2013 C.B.C
2012 I.B.C
2012 N.D.S
AISC-360-10
ACI318-11
2- LATERAL DESIGN DATA:FROM USGS SEISMIC HAZARD MAPS :
SS =1.508 SMs =1.508
Sl = 0.558 SM1 =0.837
FOR SITE CLASS: D SDS =1.005
Fa = 1 SD1 =0.558
Fv =1.5
3- GRAVITY DESIGN LOADS:
ROOF LOAD
MAX ROOFING MATERIAL WEIGHT 5.00 psf
Sheathing. 15/32"pw 1.50 psf
Framing for roof 2.50 psf
Insulation 0.50 psf
framing for cl'g 0.50 psf
Finish, 1/2" dw 2.00 psf
Mech.,Elect. & Sprinklers 2.00 psf
Allowance 0.50 psf
Adjustment for slope 0.50 psf
Total Dead Load 15.00 psf
Live Load 20 psf
Total Load 35.00 psf
0.1 i r t.: 2
I
.
*s c E ti 96 4 ri d *:ti361til lii@ If 14@21 i;,&i 6fi'<1 ·4<. fi}Zj- tf 414¥!iftz>,13;jA@ R ' P rUP : P:\Uspid\fadi\Desktop\FAQ)'\2014\14.025- 1\14-022.ec6- : 5'.--..Ab -+ -lw-,1.. 1.2*t»*94. ¥4A'A»Nth.3.zi»..A. . t....'„r•*.4.-AD.b,+g -4 .'L 2'< f.e?;0'2«*44.63,4:..45·R,diI ENERCALC; INd. 1983=2014, Build.6.14.1 23, Vet:6.14.1.2i
tic:# : KW-06008950· : ·- ·-'*.r. ··· 1 4.-·.U f.,..%.4:·C . .44.2: :,4.-• 3. 4 -r#.4.1.65-·94·24.1.175:5244'··':·44#'.4.:'7*:teR·4:· Licensee·: FADY. HAKI
Live Load.Reduction Per ASCE 7-05, Section 4.8 & 4.9
Reduced
Description Load Type Lo AT: Trib Area K LI. Roof Pitch Rl R2 L -or- Lr
LIVE LOAD Roof Live 20.0 psf 500.0 sq ft Flat 0.70 1.0 14.Opsf
,-1'j : tt
PAGE #
BEAMS DESIGN
BEAM DATA :
BEAM NUMBER
BEAM LOCATION
BEAM SPAN
: ROOR RARTER&-@ EQUIRMERi
: ·11.5'
BEAM LOADING :ROOF DEAD LOAD = .·15 2 :psf
,;% f ;r;,;
.#74 VAROOF LIVE LOAD = :7201 psf
DEAD LOAD = ,1.33*15 : it
LIVE LOAD =1:33*20
c. ,-= 4 20 PLF
.= 27. PLF
POINT LOAD FROM A/b UNIT=650/4=162.5 LBS
(56*fibi659 - ---.=.t'-I.z 4-' :'.4.'14·,;.:,figk 0-i-:
SELECTED SECTION : (2) 2X6
LUMBER GRADE :DF # 2
BEAM DATA :
BEAM NUMBER
BEAM LOCATION : GLULAM BEAM n
BEAM SPAN :4246
/4
BEAM LOADING :ROOF DEAD LOAD =..15 : psf
ROOF LIVE LOAD = 14- psf (PLEASE SEE LIVE LOAD
REDUCTION PAGE
DEAD LOAD = 11/.5*.153:-,2.f·: : j '173' PLF
LIVE LOAD =34?664*39..921= 96-Ai PLF
POINT LOAD PROM;A/EONIT.@56 LBS 'r 9.*ti
44¢ATION@isi ·2 ift¢, . , 3'. ' t > 1: AKA
SELECTED SECTION :(E) 51/2 X 22 1/2
LUMBER GRADE :GLULAM
Multiple Simple Beam 3 File = C:\Users\fady\Desktop\FADY\2014\14-025-1\14-022.ec6
ENERCALC, INC. 1983-2014, Build:6.14.1.23, Ver:6.14.1.23
1 Lic. #: KW-06008950 Licensee : FADY HAKIMd
Description : ROOF RAFTERS,GIRDER BEAMS
Wood Beam Design : ROOF RAFTERS
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
BEAM Size :2-2x6, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir - Larch Wood Grade : No.2
Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- =1,600.0 ksi
Fb-Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - A 580.Oksi
Density 32.210 pcf
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.020, Lr = 0.0270 k/ft, Trib= 1.0 ft
Point: D = 0.1630 k @ 4.0 ft
Design Summary
Max fb/Fb Ratio =0.571 · 1 D(0·020) Lr(0.0270)fb : Actual :948.64 psI at 4.638 ft in Span #1 ''
Fb : Allowable :1,660.95 psi
Load Comb:+D+Lr+H
Max fv/FvRatio =0.152: 1
11.50 ft. 2-2x6fv : Actual :34.22 psi at 0.000 ft in Span # 1
Fv : Allowable .225.00 psi
Load Comb:+D+Lr+H Max Deflections
Max Reactions (10 D L 2 3 2 E H Downward L+Lr+S 0.161 in Downward Total 0.420 in
Left Support 0.24 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in
Right Support 0.19 0.16 Live Load Defl Ratio 859 >360 Total Defl Ratio 328 >180
Wood Beam Design : GLULLAM BEAM
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
BEAM Size:5.5x22.5, GLB, Fully Unbraced
Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending
Wood Species : DF/DF Wood Grade : 24F - V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- ¤1,800.Oksi
Fb-Compr 1,850.0 psi Fc - Perp 650.0 psi Ft. 1,100.0 psi Eminbend - =930.0 ksi
Density 32.210 pcf
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.1730, Lr = 0.1540 k/ft, Trib= 1.Oft
Point: D = 0.650 k @ 25.0 ft
Design Summary
Max fb/Fb Ratio =0.831 · 1
fb : Actual :2,167.71 psf at 21.700 ft in Span # 1
Fb : Allowable :2,610.06 psi
Load Comb:+D+Lr+H
k
Max fv/FvRatio =0.263: 1
fv : Actual :87.15 psi at 40.180 ft in Span # 1
Fv : Allowable :331.25 psi
Load Comb :+D+Lr+H
Max Reactions (k) D L k[ s w E H
Left Support 4.48 3.23
Right Support 4.60 3.23
D(0.1730) Lr(0.15*8 +
42.0 ft, 5.5<22.5
Max Deflections
Downward L+Lr+S 1.153 in Downward Total
Upward L+Lr+S 0.000 in Upward Total
Live Load Defl Ratio 436 >240 Total Defl Ratio
2.833 in
0.000 in
177 >150
, ROJECT: UNIT # 1 (650 LBS)PAGE:
CLIENT: DESIGN BY:
JOB NO. : , .DATE:REVIEW BY:
E¢iflifim®f*158.1**gattiEYM¢R[dIR®fil :..:i.hi,#:184:-14*Z'·5· .·.1' f·jrj "'-r 79···p·-
INPUT DATA & DESIGN SUMMARY
LAG SCREW DIAMETER
4 ft,· i
b
1/2 " lA, i ·p,· 4·:S i
Long 4 in,I.1/3 Fb LAG SCREW LENGTH 6FP
kipsEQUIPMENT WEIGHT W = 0.65
CM HEIGHT H = 1.50 ft, 2/3 total height I
ANCHORAGE LENGTH , LAG SCREWS ALONG L EDGE
LAG SCREW SPACING L I
L 4 ft
NL 3 per line
L/(NL-1)=24 in
B 4 ft
NB 2 per line
:B/(Ne -1)=48 in
ELEVATION
ANCHORAGE WIDTH
LAG SCREWS ALONG B EDGI
LAG SCREW SPACING Se .
L
/4-• eons per l,™
[THE ANCHORAGE, USING 1/2" x 4" LAG SCREWS, IS ADEQUATE.]t +++++++4+
-§44
mANALYSIS +
ALLOWABLE TENSION & SHEAR VALUES +
Zll' = Co Cd Cg ZII =252 lbs +++++++++t
where Co =1.6 (NDS Tab 2.3.2) .
Cd=(8D) =0.814 - PLAN
p =S+ (T-E) - (Diaphragm Thk) -ts=3.256 in
S + (T-E) =3.688 in (NDS Appendix L2)
Diaphragm Thk = '0.298 ' in (0.298 for 15/32,0.319 for 19/32, UBC Table 23-2-H, page 3-420)
ts.0.134 . in (10 gage, NDS Tab 11 K)
Cg = 0.92 (NDS 10.3.6)
Zii = 210 lbs (NDS Tab 11 K)
Zp' = CD Cd Cg ZY 168 lbs
Z¥ =140 lbs (NDS Tab 11 K)
(W' p) = CD W (T-E) =1323 lbs
where W =378 lbs / in
(TIE) =2.188 in ·
DESIGN LOADS
FH=F p = (KH) MAX{ 0.3SDS'p\AL MIN[ 0.4apSos'p(1+2z/h)/Rp
= 1 MAX{ 0.45W, MIN[ 1.OOW, 2.40W ]}
= 1.00 W, (SD)
= 0.71 W , (ASD) =0.46 kips
W, 1.6Sos'PW ]} 1
where SOS = 1
4- 1.5
ap = 1
Rp = 1.5
Fv=Kv W =0.14 W , (ASD) =0.09 kips, up & down Z=9 R
h=12 ft
KH = 1
Kv= KH 0.2 Sos/ 1.4 =0.14
MAXIMUM OVERTURNING MOMENT AT ANCHOR EDGE
MoT = PH=0.70 ft-kips
MRES,l - (09W - Fv) (0.58) = 0.98 ft-lips >
MRES,8 - (0·9\Af - Fv) (O.58) = 0.98 ft-kips >
Mw no tension anchors.
MoT no tension anchors.
TENSION LOAD AT CORNER LAG SCREW
TL = (Fv -0.9 W) / A +Mory/I=
where A = 2(NL + NB) -4 =
1 =Exi2= 2304 inK
5 lbs / bolt TB = (Fv -0.9 \AD /A+ MoT y/I=
6 (total bolts)where I = EYi2 =3456 in
·bolts y = 0.5 B = 24 in
0 lbs / bolt
2-bolts
y = 0.5 L = 24 in
SHEAR LOAD AT EACH LAG SCREW
V=FH/A= 77 lbs / bolt
CHECK CORNER SCREW CAPACITY AT COMBINED LATERAL AND WITHDRAWAL LOADS
Zo' = Zii'(W p) / (Zo'sirfa + Wp cosa)(NDS 11.4-1)
= 252 lbs / bolt >[12 + V 10.5 = 78 lbs /bolt [SATISFACTORY]
where a = tan-1(TL / V) =372 0
Zo' = Z.r'(W p) / (4'sinG + Wp Cos2a)(NDS 11.4-1)
= 168 lbs /bolt >rr82 + 9 1°·5= 77 lbs/bolt [SATISFACTORY]
0where 0 =tan-1(Ta / V) =0.00
t
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ARCHITECTURALSTRUCTUJRAL ACCEPTED FOR CONSTRUCTION .
SEPARATE PERMITS ARE REQUIRED FORELECTRICAL, PLUMBING 8 MECHANICAL PLANSThis set of plans and specifications must bo kept on me jobat all times and it is unlawful to make any changes oralterations on same without written permission from the iCity of Santa Ana.
(E) 2•Xe@ 1 CO.C.(ED 2,9 0 / MO.C. ,(E) 29(G• @ 1 00.C. TA 01 (0 29(G' @ 1 00.C.(0 276' 9 100·C..Wleld to permit nor be an approval of t#e violation of any
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11 /KNY TI-UNE WALL BELOW
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CONC. TILE ROOF -1 LEBERE-#E .CITY OF SANTA ANA 2 92
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MECH GRADING
PERMiT#10 0 1,6 1/0/2 )
OCC.GROUP ·' 1j
CONSTR. TYPE 116 -
CODE EDITION 520 \26
FLOOD ZONE
/
42
GO
12'
.f CHANNEL PER MFR
W/ SIMP. SDS(*XG°)
@ 8'0.C.
4 X G MEMBER W/
(3) #01.AGS XIO"
LONG @ EACH SIDE ·
4'-G" MIN
5Q. PLATFORM L
'limiliJ'#1 1
- MECHANICAL
EQUIPMENT
-4XG MEMBER
PLYWOOD SHEATING
ROOF DIAPHIU\GM
I /
/ I
DATE
03/31/14
PROJECT
14-025
REVISIONS
1.
PROJECT / TrrLE
AC UNIT REPLACEMENT
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RADIANT BARRIER @ ROOF YES Nd mV/%0773,u-0,0 1 1
RESIDENTIAL DEV. FEE YESNO \5 Exp. 6.30-/4/*/
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