HomeMy WebLinkAbout2293 COSMOS CT; ; CB931299; PermitBUILDING PERMIT
12/17/93 14.37
Page 1 of 1
Job Address: 2293 COSMOS CT Suite:
Permit Type INDUSTRIAL TENANT IMPROVEMENT
Parcel No- 213-050-45-00 Lot#-
Valuation- 2,500
Construction Type NEW
Occupancy Group- Reference*•
Description- ADD WINDOW AT WALL
Appl/Ownr • AXIOM DEVELOPMENT COMPANY
3039 CRESTA WAY , -
LACUNA BEACH, CA 92651
Permit No: CB931299
Project No- A9301853
Development No.
5103 12/17/13 000.1 01 02
C-DPHT 193=50
Status. PENDING
Applied. 11/29/93
Apr/Issue.
Entered By DC
*** Fees Required **** **
714 385-4810
Fees Collected & Credits * * *
Fees
Adjustments •
Total Fees •
Fee description
Building Permit
Plan Check
Strong Motion Fee .
Additional Plan Check
* BUILDING TOTAL .
218 00
00
218 00
Fees'
. ;. Total Credits :
-•;..... To.tal Payments.
Balance Due .
Units ' Fee/Unit
f ' "••
• .''• / •.• - * : '"
o-/;
00
35 00
183. 00
Ext fee Data
54 00
35 00
1 00
128 00
218.00
FINAL APPROVAL
DATE
CITY OF CARLSBAD
2075 Las Palmas Dr , Carlsbad, CA 92009 (619) 438-1161
City of Carlsbad Building Department
2075 Las PaImas Dr., Carlsbad, CA 92009 (619) 438-1161
Jfl Tenant Improvement
1 PERMIT "IT HE
A - L) Commercial U New Building
B - D Industrial D New Building ' D Tenant Improvement
C - D Residential D Apartment DCondo D Single Family Dwelling D Addition/Alteration
D Duplex D Demolition D Relocation D Mobile Home D Electrical D Plumbing
D Mechanical D Pool D Spa D Retaining Wall D Solar D Other
2 PROJECT INFORMATION
PLAN CHECK NO.
EST VAL
PIAN CK DEPOSIT
VAIJD BY
DATE
4885 11/29/93 Or>01 01 02
35,00
FOR OFFICE USE ONLY
Address Building or suite No
Nearest Cross Street
LEdAL DESCRIPTION
*3e. L/\
Lot No Subdivision Name/Number
KO .
Unit No Phase No
CHECK BELOW IF SUBM11 ILU
D 2 Energy Calcs J&1 Structural Calcs
ASSESSOR'S PARCEL
D 2 Soils Report
4t*> OO
D ] Addressed Envelope
EXISTING USE PROTOSED USEDESCRIPTION OF WORK
SQ FT # OF STORIES
dJNlAL.1
NAME
CITY
(.it uillcrcnt trom applicant,)
STATE C^^
ADDRESS
ZIP CODE DAY TELEPHONE
4 APPLICANT LJ CON I RAC TOR UAGLN1 FOR CONTRACIOR QOWNLR >CJAGL-.N 1 KJK OWNtll
NAME CJAAJ^TEP. c-Tt3U=5A«rtMflfi*NODRESS
6"7|C)
CITY ZIP CODE DAY TELEPHONE
CITY --1
ADDRESS
ZIP CODE DAY TELEPHONE
•'6 (JUN'i'KAtJIUK
-iirNAME ~7 /
CI'IY ^~*~"'5STS^/^TATE
STATE LIC #
ADDRESS
ZIP CODE
LICENSE CLASS
DAY TELEPHONE
COY BUSINESS LIC #
ULSlCiNtK NAME
CITY
7 WORKERS' COMPENSATION
STATE ZIP CODE DAY TELEPHONE STATE LIC #
Workers' Compensation Declaration I hereby affirm that I have a certificate of consent to sell-insure issued by the Director ot Industrial
Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified
by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab C)
INSURANCE COMPANY POLICY NO EXPIRATION DATE
Certificate oFExemption I certily thai in (he performance ol the work lor which this permit is issued, I shall not employ any person in any manner
so as to become subject to the Workers' Compensation Laws of California
SIGNATURE DATE
8 OWNTR-BUIUJER DliOARAIlON
Owner-Builder Declaration I hereby aifirm that I am exempt Trom the Contractors License Law for the following reason
D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or
offered for sale (Sec 7044, Business and Professions Code The Contractor's I jcense law does not apply to an owner of property who builds
or improves thereon, and who docs such work himself or through his own employees, provided that such improvements are not intended
or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden
of proving that he did not build or improve for the purpose of sale )
D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions
Code The Contractor's License Law docs not apply to an owner of property who builds or improves thereon, and contracts for such projects
with contractor(s) licensed pursuant to the Contractor's License Law)
D I am exempt under Section Business and Professions Code for this reason
(Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the
provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code)
or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars [$500])
SIGNATURE DATE
COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and
prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Sulistance Account Act7
O YES D NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district7
D YES D NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
Q YES Q NO
IF ANY OF Tl IE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNIJ-SS THE APPLICANT
HAS MET OR IS MEETING THE REQUIRCMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT
9 tXJNS'l HUt.'lltJN LENDING ACiliNCY
I hereby attirm that there is a construction lending agency lor the pcrtormance ol the work tor which this permit is issued (Sec 3097(0 Civil CodcJ
LENDER'S NAME LENDER'S ADDRESS
10 APPLICANT CERTIFICATION
I certify mat Ihave read the application ana state that the above intormation is correct I agree to comply with all City ordinances and State laws
relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection
purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP I LARMIESS THE OTY OF CARLSBAD AGAINST MI. UABnJTIES, JUDGMENTS, COSTS
AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF HIE GRANTING OF THIS PERMIT
OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height
Expiration Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the
building eTwork authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by
such pernjij) is suspenp^d^ep abandoned at any time after the work is commenced for a period of 180 days (Section 303(d) Uniform Building Code)
DATE \
WHITE- File YELLOW Applicant PINK: Finance
ESGIL CORPORATION
9320 CHESAPEAKE DR . SUITE 208
SAN DIEGO, CA 92123
(619) 560-1^63
JR I 5 D CTI
JURISDICTION. C i l-i £?^V (^Xr^ks^A _ QpLV^i -i
I / CFIL2 CO?Y
PL-.N CHECK NO: d fcz) ^ b> - \^*VS SIT. HT _ D'U'?S
QDESIGMR
PROJECT ADDRESS: 3 a ^ 5 C>S^o6 ^.TL . _
PROJECT NAME:
The plars transmitted nerewitn nave been corrected where
necessary and substantially co.T-ply with the jurisdiction's
building codes.
The plans transmitted herewith will suostantially comply
with tr.e jurisdiction's building codes when minor deficien-
cies identified _ are resolved and
checked by building department staff.
The plans transmitted herewith have significant deficiencies
identified on the enclosed check list and snould oe corrected
and resubinitted for a complete recheck.
D The cneck list transmitted herewith is for your information.
The plans are being held ar Esgil Corp. until corrected
plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
Esgil staff did not advise the applicant, contact person that
plan check has been completed.
Ssgil staff did advise applicant that the plan check has
been comoleted. Person contacted:
Date contacted: Telephone r
Q REMARKS:
By: _ I A I \ t~>^ <A r^ _ Enclosures :
ESGIL CO
DGA Den
ESGIL CORPORATION.
•
ESGIL CORPORATION
9320 CHESAPEAKE DR , SUITE 208
SAN DIEGO, CA 92123
(619) 560-1^68
C ~.—JURISDICTION-
PLAN CHECK NO: Cfc?
PROJECT ADDRESS- ^
PROJECT NAME :__/^T>O
COCKER
_ .Z COPY
QUPS
QDESIGNER
The plans transmitted herewith nave been corrected where
necessary and substantially comply with the jurisdiction's
building codes.
The plans transmitted nerewith will substantially comply
witn the 3urisdicJ;ion1 s bailding codes wnen miror deficien-
cies identified are resolved and
checked by ouilding department staff.
The plans transmitted herewith have significant deficiencies
identified on the enclosed check list and should be corrected
and resubmitted for a complete recheck.
mi The check list transmitted herewith is for your information.
*ss The plans are being held at Esgil Corp. until corrected
plans are submitted for recheck. ""su^wwc?
D The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
p| The applicant's copy of the check list has been sent to:
U
Esgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff did advise applicant that the plan check has
been completed. Person contacted:
Date contacted:
REMARKS :
Telephone if
e..
ti^A V t t, yv\ tT^T<- A.
i JTVeTi vv_x__, V-aVTa,
By:
ESGIL CORPORATION
DGA DCM DPC
Enclosures
Date i Jurisdiction
Prepared byt
VALUATION AND PLAN CHECK FEE
Q Blag. Dept.
0- Esgil
?LA.N CHECK NO. £fc?-i3-
BUILDING ADDRESS 0.1-15
APPLICANT/CONTACT l<r,
BUILDING OCCUPANCY
PHONE NO.
TY?2 OF CONSTRUCTION
DESIGNER PhONE_
CONTRACTOR PKON3
rjj .LTjt-rVT+fp — T^fTWTTn M•<1rTlT r^T'r1 ' — « U.^ 1 1 U ; A
£ vTT.T 't, r ~P>i ,^ ^Jc
£i"p« >v > ^ *.
^^
Air Conditionins
Commercial
Residential
Res. or Comm.
Fire S-orinklers
Total Value
riITT-T^T>T> AT1T,\
1 -^ W*
V i 1 1 1 L TiTnM»rt i/UA 1 i UJl
•'ULTIPLIER
g"?.i^
@
(a
@
i
V AT 11^
l^^i-13 (^,\
1
Building Permit Fee $
Plan Check Fee $
COM HE NTS-
SHEET OF (Tj
12/87
PLAIMSSSSSMG/ENGBSMEERSNG APPROVALS
PERMIT NUMBER CB DATE
ADDRESS
RESIDENTIAL
RESIDENTIAL ADDITION MINOR
« $10,000 00)
TENANT IMPROVEMENT
PLAZA CAMINO REAL
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER - fat to MM
PLANNER J /x.rJL/ r ( ±/L\J (^DATE
ENGINEER DATE /
C \WP51\FILES\BLDG FRM Rev 11/15/90
City of Carlsbad 93208
Fire Department • Bureau of Prevention
Plan Review: Requirements Category: Building Plan Check
Date of Report Thursday. December 2.1993 Reviewed by H
0
Contact Name Larry Pappas
Address 924 Scott St
City, State San Diego CA 92106
Bldg Dept No 93-1299 Planning No
Job Name Charter Golf
Job Address 2293 Cosmos Ste or Bldg No
E3 Approved - The item you have submitted for review has been approved The approval is
based on plans, information and/or specifications provided in your submittal,
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes Please review carefully all comments attached, as failure
to comply with instructions in this report can result in suspension of permit to
construct or install improvements
D Disapproved - Please see the attached report of deficiencies Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards Submit corrected plans and/or specifications to this
office for review
For Fire Department Use Only
Review 1st 2nd 3rd
Other Agency ID
CFD Job# 93208 Rle#
2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121
KRAMER & ASSOCIATES
STRUCTURAL ENGINEERS, INC
Job No
Date
Page
11/15/93
T
STRUCTURAL CALCULATIONS
FOR
AXIOM DEVELOPMENT COMPANY
CARLSBAD, CALIFORNIA
NEW 6'-0" X 6'-0" OPENING IN PANEL
FOR
PAPPAS DESIGN GROUP
?/<•/* ff
KRAMER & ASSOCIATES
STRUCTURAL ENGINEERS, INC
Job No
Date
Page I
ZH'-O"ZM -o 2M'-0"
V 4-
i
3"
N
VM -^
s
'
•f •
<-»
1111
R<:
M
?C»F *
EZt*
WALL-
1
r^
V
V
V
~
>" ryp.
,tJ^a^— I
21 .M
£ — ^EvAf
^
M i jf i ' ',' /' C'fe> t, =>^
i
6'
J-
'•
i
A
1
7'
K X 2.H.A7 = 52.7 9 * ^
— ^?>A 5~ K^
- 38,7 K
x z i
x 2
2.' - M7I.5 '••*-
,6 K /53I.5
153) 5"85
-TOT
r 12 PSF x 24 |5 x IS i/5"5
(p.
STRUCTURAL ENGINEERS, INC
Job No.KZO
Page
OF
V-
u>
\-OTVlS
4
4
Kramer & Associates
STRUCTURAL ENGINEERS, INC
Job No 93 -K20
Date 11/15/93
Page
up to 2 door openings v 2 1/jwiTILT-UP PANEL SHEAR WALL DISTRIBUTION
PANEL FLEXIBILITY
Shear is distributed proportionately to each panel's and pier's individual stiffness "K" Stiffness is the inverse of
flexibility Individual piers are based on fixed-fixed flexibility, except the top of the panel is considered free
FLEXIBILITY FORMULAS (includes flexural and shear deformation)
Fixed-Free Flexibility(F)= PHA3/3EI + 1 2PH/GA, where G=E/2 3 & E=57*f cA0 5
Fixed-Fixed Flexibility(F)= PHA3/12EI + 1 2PH/GA, where G=E/2 3 & E=57*fcA0 5
K(panel) = 1/(F5*+1/(1/F1+1/(F4+(1/(1/F2+1/F3))))), where F# is the individual pier flexibility
and F5* includes flexural flexibility for the overall panel height
SHEAR CHECK 1988 UBC Sec 2611 (b), 2625(c)3, 2625(f), 2625(h)3
Vu < 0Vn where 0 = 06 EQ 11-1
Vn = A(cv)*[a(c)*sqrt(fc) + p(n)*fy] EQ 25-7
a(c) = 20 (default) or 2 0 < a(c) < 3 0 FOR 2 0 > h/l > 1 5
p(n)= A(sv)/A(cv) = p(v) > 0 0025 Transverse and Longitudinal req'ts
A(sv) = total vertical steel area, A(cv) = total concrete shear area
Vn < 8*A(cv)*sqrt(f c) upper limit allowed
Vu < 2*A(cv)*sqrt(f c) otherwise 2 curtains of steel required
JAMB REINFORCING
Jambs of each pier are checked for bending moment tensile reinforcing Bending moments are based upon
the fixities assumed for the flexibility computations Where a pier jamb occurs at a panel edge, the steel required
for the individual pier is combined with that required for the overall panel's bending moment The tensile steel
areas are reduced for the effect of compression loads
As(Mu)=[0 9*Fy*d-sqrt[(0 9*Fy*d^2-4*Mu*0 9*FyA2/(0 85*f'c*b*2)]]/(2*0 9*FyA2/(0 85*f'c*b*2))
As(Pu+Mu)= accounts for the reduction in tensile force due to existing axial compression U = 0 9D + 1 4E
As(min)= b*d*200/Fy or 1 33*As(req'd), whichever is less
BOUNDARY MEMBER CHECK 222
Pu/Ac + Mu/S < 0 2*f'c , otherwise boundary members are required
Pu considers all input roof loads and panel self-weight Loads are divided on openings' tributary widths
Where a pier boundary occurs at a panel edge, the boundary stress of the individual pier is combined with
that of the overall panel for the panel edge check
OVERTURNING
Overturning M = Panel Force * Roof Height
Resisting M = 0 85*Resistmg moment from panel self-weight and roof loads
Uplift Reinforcing = Uplift force/fs, where fs=24 ksi (Fy=60 ksi) or 20 ksi (Fy=40 ksi) UBC 2626(d)
WALL PANEL SUMMARIES
Wall Height 275 ft Typ Wall Thk= 725 inch E= 3122 ksi
RoofElev 1585 ft f c = 3000 psi
Umf Roof= 455 plf Fy= 60000 psi
Panel
Type
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
No
3
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Stiffness
Each
4815
5552
642
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Stiffness
Total
14444
5552
642
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Force
Each
2254
2599
301
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
20639 966
Kramer & Associates Job No
STRUCTURAL ENGINEERS, INC
PANEL '
Jamb
Reinforcing
Boundary
Member'
Uplift
Reinforcing
FYPE 1 NUMBER OF
Wall Thickness 7 3 inch
Wall Height 28 feet
Roof Height 16 feet
Roof Loads Uniform =
Point =
PIER1
WIDTH ft 3
upir»LJT n
Date 11/15/93
Page H
PANEL OPENINGS 2 (0,1,2) Panel K= 481482
Deflection= 0 00021 * P
Panel Force= 22 54 kips
455 plf
0 kips at x= 0 ft from Pier 1 side
TALLER SHORTER
OPENING PIER 2 OPENING PIERS
6663
6 A
Pier ID 1
Pier thick in 725
Pier width ft 3
Flexural 0 00035
Shear 0 00024
Flexibility 0 0006
Pier Force k 4 03
V(u) k 5 64
p(n) 0 0025
a(c) 2
0V(n) k 41
shear check OK
2 curtains'? NO
M(u) Pier "k 203
As(Mu) Pier mA2 0 12
As(Mu)edge mA2 0 51
As(Pu+Mu)jamb mA2 0 00
As(Pu+Mu)edge mA2 0 39
As(mm) mA2 0 77
Interior jamb mA2 000
Panel edge mA2 0 52
SPier mA3 1566
Mu/S Pier jamb psi 130
Mu/S edge psi 189
P(u) roof k 38
P(u) cone k 187
P(u) k 22 5
Ac Pier mA2 261
Pu/A Pier psi 86
Pu/A+Mu/Sjamb psi 216
Pu/A+Mu/S edge psi 276
Intenorjamb mA2 NO
Panel edge mA2 NO
Overturning M 'k 357
Resist M(pier1) 'k 655
Resist M (pier 4) 'k 655
Uplift-Pier 1 edge k No uplift
Uplift-Pier 4 edge k No uplift
Pier 1 edge mA2 —
Pier 4 edge mA2
2345*
725 725 725 725
6 3 15 24
442E-05 000035 0 51E-05
0000122 000024 0 5E-05
0000166 00006 0 00001
1448 403 1851 2254
20 27 5 64 25 91 31 55
00025 00025 N/A 00025
2 2 N/A 2
81 41 N/A 325
OK OK N/A OK
NO NO N/A NO
730 203 N/A 3729
020 012 N/A 024
N/A 051 N/A 024
000 000 N/A 000
N/A 039 N/A 000
1 64 0 77 N/A 6 86
000 000 N/A N/A
N/A 052 N/A 000 <r— (2) #5
6264 1566 N/A 100224 (/x<, = ,tZ)
117 130 N/A 37
N/A 189 N/A 37 OY^.
76 38 N/A 153
373 187 N/A 655
449 225 N/A 808
522 261 N/A 2088
86 86 N/A 39
203 216 N/A 76
N/A 276 N/A 76
NO NO N/A N/A
N/A NO N/A NO
i\ramer & Associates
STRUCTURAL ENGINEERS, INC
PANEL '
Jamb
Reinforcing
Boundary
Member?
Uplift
Reinforcing
FYPE 2 NUMBER OF
Wall Thickness 7 3 inch
Wall Height 28 feet
Roof Height 16 feet
Roof Loads Uniform =
Point =
PIER1
WIDTH ft 7
HEIGHT ft
Job No q 5 — K.ZO
Date 11/15/93
Page S
PANEL OPENINGS 2 (0,1,2) Panel K= 555213
Deflection= 0 00018 * P
Panel Force= 25 99 kips
455 plf
0 kips at x= 0 ft from Pier 1 side
TALLER SHORTER
OPENING PIER 2 OPENING PIERS
3563
7 6
Pier ID 1
Pier thick in 725
Pier width ft 7
Flexural 4 4E-05
Shear 000012
Flexibility 000017
Pier Force k 1318
V(u) k 1845
p(n) 0 0025
a(c) 2
0V(n) k 95
shear check OK
2 curtains' NO
M(u) Pier "k 775
As(Mu) Pier mA2 018
As(Mu)edge mA2 0 63
As(Pu+Mu)jamb mA2 0 00
As(Pu+Mu)edge mA2 0 45
As(mm) mA2 1 93
Interior jamb mA2 0 00
Panel edge mA2 0 60
S Pier mA3 8526
Mu/S Pier jamb psi 91
Mu/S edge psi 160
P(u) roof k 54
P(u) cone k 28 3
P(u) k 33 7
Ac Pier mA2 609
Pu/A Pier psi 55
Pu/A+Mu/S jamb psi 146
Pu/A+Mu/S edge psi 215
Intenorjamb mA2 NO
Panel edge mA2 NO
Overturning M 'k 412
Resist M (pier 1) 'k 680
Resist M (pier 4) 'k 658
Uplift-Pier 1 edge k No uplift
Uplift-Pier 4 edge k No uplift
Pier 1 edge mA2 —
Pier 4 edge mA2 —
2345*
725 725 725 725
5 3 14 24
763E-05 000035 1 61E-08 51E-05
0000146 000024 871E-06 4 5E-05
0000223 00006 8 73E-06 9 6E-05
933 348 1281 2599
1306 487 1793 3638
00025 00025 00025 00025
2222
68 41 190 325
OK OK OK OK
NO NO NO NO
470 175 108 3864
016 010 001 025
N/A 055 029 025
000 000 000 000
N/A 043 001 000
1 35 0 77 3 96 6 86
000 000 000 N/A
N/A 058 002 000 <; (Z.) $ 5~<.
4350 1566 34104 100224 fr =_ ^r ,„*-
108 112 3 39 *
N/A 181 46 39 OK
61 38 99 153
295 187 421 624
356 225 520 777
435 261 1218 2088
82 86 43 37
190 198 46 76
N/A 267 89 76
NO NO NO N/A
N/A NO NO NO
Kramer & Associates Job No -K.ZO
STRUCTURAL ENGINEERS, INC
PANEL '
Jamb
Reinforcing
Boundary
Member?
Uplift
Reinforcing
FYPE 3 NUMBER OF
Wall Thickness 7 3 inch
Wall Height 28 feet
Roof Height 16 feet
Roof Loads Uniform =
Point =
PIERS
WIDTH ft 811
I ILZIVjil 1 1 L
Date 11/15/93
Page fe
PANEL OPENINGS 0 (0,1,2) Panel K= 642049
Deflection= 000156*P
Panel Force= 3 01 kips
455 plf
0 kips at x= 0 ft from Pier 1 side
[Pier ID 1
Pier thick in 725
Pier width ft 811
Flexural 0
Shear 0
Flexibility 0
Pier Force k N/A
V(u) k N/A
p(n) N/A
a(c) N/A
0V(n) k N/A
shear check N/A
2 curtains? N/A
M(u) Pier "k N/A
As(Mu) Pier mA2 N/A
As(Mu)edge mA2 N/A
As(Pu+Mu)jamb mA2 N/A
As(Pu+Mu)edge mA2 N/A
As(mm) mA2 N/A
Interior jamb mA2 N/A
Panel edge mA2 N/A
S Pier mA3 N/A
Mu/S Pier jamb psi N/A
Mu/S edge psi N/A
P(u) roof k N/A
P(u) cone k N/A
P(u) k N/A
Ac Pier mA2 N/A
Pu/A Pier psi N/A
Pu/A+Mu/S jamb psi N/A
Pu/A+Mu/S edge psi N/A
Interior jamb mA2 N/A
Panel edge mA2 N/A
Overturning M 'k 48
Resist M (pier 1) 'k 82
Resist M (pier 4) 'k 82
Uplift-Pier 1 edge k No uplift
Uplift-Pier 4 edge k No uplift
Pier 1 edge mA2 —
Pier 4 edge mA2 —
2
725
0
0
0
0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
345*
7 25 7 25 7 25
0 0 811
0 0 000132
0 00 00024
0 0 000156
N/A N/A 3 01
N/A N/A 4 21
N/A N/A 0 0025
N/A N/A 2
N/A N/A 110
N/A N/A OK
N/A N/A NO
N/A N/A 800
N/A N/A 016
N/A N/A 016
N/A N/A 0 00
N/A N/A 0 00
N/A N/A 2 26
N/A N/A N/A
N/A N/A 0 00
N/A N/A 114443
N/A N/A 70
N/A N/A 70
N/A N/A 5 2
N/A N/A 28 3
N/A N/A 33 5
N/A N/A 705 57
N/A N/A 47
N/A N/A 117
N/A N/A 117
N/A N/A N/A
N/A N/A NO
Kramer & Associates
STRUCTURAL ENGINEERS, INC
Job No
Date
-K2Q
4/19/91
Page
TILT-UP CONCRETE WALL LOADING CASES:
(SEE FOLLOWING PAGES FOR DESIGNS)
-X Ecc
-DESIGN WIDTH
12" FOR
TYP DESIGN
X
TYPICAL PANEL DESIGN CASE
It -T-. , » /Thick —
/
"P2"
A/2-)-
11
\
2
— 1
\
1T
3
— *
— •
„
i_
"o
^f
-Eff d"
:
-I-*o^-^
^iT
TYPICAL PANEL LOADING
X
DESIGN WIDTH
ACTUAL
CM
It
'_B2" I
-X
PANEL DESIGN AT OPENINGS
X
DESIGN WIDTH'
ACTUAL
IL X
PANEL DESIGN AT OPENING
Kramer & Associates
STRUCTURAL ENGINEERS
3-0 PlELR
Job No
Date
Page
11/16/93
TILT-UP CONCRETE WALL 1991 UBC 2614(i), Ch 23 part II and v471/jwl
:KT i
725 in
27 5 feet
11 feet
36 in
325 in
075 in
Remf
temf
STU «= 5
fc =
fy =
Bar size =
# of Bars
As =
H/T =
00025
00025
\\" O.c.e
3000 psi
60000 psi
5
5
1 55 mA2
182
Mm Honz Remf = #
Mm Vert Remf = #
II
1 2-5
48 feet
12 psf
165 plf
1875 plf
6 625 in
26 28 psf
4
6 32 feet
20 7 "k
29 0 "k
MATERIALS V
Thick =
L(tot) =
L(clr) =
Width =
Eff d =
Reveal
Mm % Hon:
Mm % Vert
VERTICAL LOADS
Roof Bay Width =
Roof (DL) =
Floor (DL) =
(LL) =
Ecc = t/2 + 3 =
LATERAL LOADS & MOMENTS
SEISMIC V=ZICpWp
Seismic Zone
Height of M(max)
M(max) seismic
Mu (seismic) =
SECTION PROPERTIES
Ec= 3122 ksi
n = 929
NOMINAL MOMENT STRENGTH
As(eff)= [P1 (ult)+P2(ult)+As*fy]/fy=
a= [P1(ult)+P2(ult)+As*fy]/[0 85*fc*b]=
0=0 9-2[P1 (ult)+P2(ult)]/[f c*Ac]=
Mn= As(eff)*fy*(d-a/2)=
FACTORED ACTUAL MOMENT
l(cr)=n*As(eff)*(d-c)A2+[b*cA3]/3=
defl(u) based on SEAOC Green Book method
defl(u)=5*LuA2/(48*Ec)*[Mcr/lg+(Mu-Mcr)/l(cr)]=
Mu= 1 5*q(ult)*LuA2+ P1(ult)*e/2 + [P1(ult)+P2(ult)]defl(u)
290+648 + 37
DEFLECTION CHECK (@ service loads)
Mcr= 5*sqrt(fc)*lg/(thk/2)
defl(cr)=[5*M(cr)*LuA2]/[48*Ec*lg]
Ms= 1 5*q*LuA2 + P1*e/2 + [P1+P2]defl(s)
207 + 4627 + 09
defl(s)=defl(cr)+[(Ms-Mcr)/(Mu-Mcr)]*[defl(u)-defl(cr)]
004 + -010 (uncracked)
lg =
Ac =
P1 (floor/roof DL)=
P1 (floor LL)=
P2(wall above DL)=
P1 (ultimate)=
P2 (ultimate)=
WIND p=CeCqQsl=
Speed (70,80,90)
Exposure (B or C)
M(max) wind
Mu (wind) =
1143 mA4
234 mA2
214
1 40
0800
327 0 "k
1044 mA4
ADJACENT OPENINGS
Opening #1
B1 = 6 feet
H1 = 6 feet
Opening #2
B2 = 0 feet
H2 = 0 feet
5 @ 17 1 " o c (single layer)
5 @ 17 1 " o c (single layer)
Load factors
2718 Ibs DL= 1 4
11250 Ibs LL= 1 4
11134 Ibs
19555 Ibs
15587 Ibs
16 0 psf (approx)
70 MPH
C
175 "k
22 3 "k
0Mn =261 6 "k
c=a/0 85
Use l(eff)? Y/N
011m (iterates) Fixity?
97 5 "K
86 4 "k
= 0 044 in
(iterates) = 68 "k
= 0 03 in
1 64
N
n (at base)
DESIGN CHECK
Mu =
defl(s)=
fa =
Mcr =
rho(p)=
DESIGN SUMMARY
97 5 < 0Mn =
00 <L/150 =
1073 < 04fc=
864 < 0Mn =
00132~6p(b)=
261 6 "k
09m
120 psi
261 6 "k
00128
Wall Thick =
Vert Remf=
Honz Remf
725 in
5-#5
#5@17
WALL
1"oc
Seismic Governs Stress & Seismic Governs Deflection
Kramer & Associates
STRUCTURAL ENGINEERS, INC
- o PlE-R
Job No 95- K2.O
Date 11/16/93
Page
Concrete Wall Analysis
width b= 36 in
thick h= 7 25 in (net)
depth d= 3 25 in
length Lu=
Steel Astl=
Steel As=
fc =
fy =
P(TL)=
Moment=
M factor=
r=03h=
KLu/r =
Ag =
11 ft
1 55 mA2 total
1 55 mA2 tension
3 ksi
60 ksi
25 1 kips
20 7 m-kips
1 7 conserv
2175
6069
261 mA2
1% steel
261
< 0 01 Ag
P(TL)ult =
Mult =
Pult =
E(conc) =
Kg) =
UBC2610(d), 2610(1), 261 4(c,d,e) ver 0 6/jwl
mA2
(no ties req'd)
35 14 kips
35 19 m-kips
35 14 kips
3122 ksi
1143 mA4
K = 1 0 conservative
phi(mom)= 0 9
phi(axial)= 0 7
phi*Pn = 0 80*phi*[0 85*fc*(Ag-Astl)+fy*Astl] = 423 kips
phi*Mn = phi*As*fy*(d-a/2) = 230 m-kips
where a = As*fy/(0 85*fc*b) = 1 01 in
Pc(euler) = piA2*E*l/(KLu/r)A2 = 3826 kips
where E*l = [E(conc)*l(g)/2 5]/(1 +Beta(d))= 1,427,680
Moment Magnification = d(b) = Cm/[1-Pu/(phi*Pc) 1 013
Magnified Moment = M ult * d(b) = 35 66 m-kips
Summary
P(ult) +
phi*Pn
008 +
M ult * d(b)
phi * Mn
016
KLu/r
1 0
0 24 < 1 0 OK
6069 < 100 OK
Kramer & Associates
STRUCTURAL ENGINEERS
5'-o" Pl£R
Job No <? 3> - « z<
Date 11/16/93
Page /Q
TILT-UP CONCRETE WALL 1991 UBC 2614(i), Ch 23 part II and v471/jwl
MATERIALS VE.R.T 6TL- # 5 @
Thick = 7 25 in f c =
L(tot) = 27 5 feet fy
L(clr) = 11 feet Bar size =
Width = 60 in # of Bars
Eff d = 3 25 in As
Reveal 0 75 in H/T =
Mm % Honz Remf 0 0025
Mm % Vert Remf 0 0025
VERTICAL LOADS
Roof Bay Width = 48 feet
Roof(DL) = 12 psf
Floor (DL) = 165 plf
Floor (LL) = 1875 plf
Ecc = t/2 + 3 = 6 625 in
LATERAL LOADS & MOMENTS
SEISMIC V=ZICpWp 26 28 psf
Seismic Zone 4
Height of M(max) 6 25 feet
M(max) seismic 32 2 "k
Mu (seismic) = 45 1 "k
SECTION PROPERTIES
Ec= 3122 ksi |g =
n = 929 Ac =
NOMINAL MOMENT STRENGTH
As(eff)= [P1 (ult)+P2(ult)+As*fy]/fy=
a= [P1(ult)+P2(ult)+As*fy]/[0 85*fc*b]=
0=0 9-2[P1 (ult)+P2(ult)]/[f c*Ac]=
Mn= As(eff)*fy*(d-a/2)=
FACTORED ACTUAL MOMENT
I (cr)= n*As(eff)*(d-c)A2+[b*cA3]/3=
defl(u) based on SEAOC Green Book method
defl(u)=5*LuA2/(48*Ec)*[Mcr/lg+(Mu-Mcr)/l(cr)]=
Mu= 1 5*q(ult)*LuA2+ P1(ult)*e/2 + [P1(ult)+P2(ult)]defl(u)
451+1200 + 96
DEFLECTION CHECK (@ service loads)
Mcr= 5*sqrt(fc)*lg/(thk/2)
defl(cr)= [5*M(cr)*LuA2]/[48*Ec*lg]
Ms= 1 5*q*LuA2 + P1*e/2 + [P1+P2Jdefl(s)
32 2 + 85 68 + 16 (iterates) =
defl(s)=defl(cr)+[(Ms-Mcr)/(Mu-Mcr)]*[defl(u)-defl(cr)]
0 04 + -0 09 (uncracked) =
3000 psi
60000 psi
5
7
217 mA2
182
Mm Honz Remf = #
Mm Vert Remf = #
P1 (floor/roof DL)=
P1 (floor LL)=
P2(wall above DL)=
P1 (ultimate)=
P2 (ultimate)=
WIND p=CeCqQsl=
Speed (70,80,90)
Exposure (B or C)
M(max) wind
Mu (wind) =
1905 mA4
390 mA2
318
1 25
0796
501 6 "k
1572 mA4
ADJACENT OPENINGS
Opening #1
B1 = 6 feet
H1 = 6 feet
Opening #2
B2 = 3 feet
H2 = 7 feet
5 @ 17 1 " o c (single layer)
5 @ 17 1 " o c (single layer)
Load factors
4304 Ibs DL= 1 4
21563 Ibs LL= 1 4
17587 Ibs
36212 Ibs
24621 Ibs
160 psf (approx)
70 MPH
C
27 6 "k
35 2 "k
0Mn =399 3 "k
c=a/0 85
Use l(eff)? Y/N
016m (iterates) Fixity?
1747 "K
1439 "k
0 044 in
120 "k
0 04 in
1 47
N
n (at base)
DESIGN CHECK
Mu =
defl(s)=
fa =
Mcr =
rho(p)=
DESIGN SUMMARY
174 7 < 0Mn =
00 <L/150 =
1 1 1 4 < 04f c=
143 9 < 0Mn =
00111 < 6p(b)=
399 3 "k
09 in
120 psi
399 3 "k
00128
Wall Thick =
Vert Remf=
Honz Remf
725 in
7-#5
#5@17
WALL OK
1"oc
Seismic Governs Stress & Seismic Governs Deflection
Reagan & Kramer
Structural Engineers, Inc.
3002 Dow Avenue, Suite 136
Tustm, California 92680
(714) 838-6222 FAX (714) 838-2023
Job r
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Structural Engineers, Inc. Date
3002 Dow Avenue, Suite 136 .
Tustin, California 92680 Page '~
(714) 838-6222 FAX (714) 838-2023
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