HomeMy WebLinkAboutCOLLIER AVE 18295 (4) Ilk
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STRUCTUIRAL TECHNOLOGY CONSULTANTS INC.
1821 CONVOY COURT, SUITE 406,SAN DIE-GO, CA (32111 PHONE (858)218-2400 FAX (858) 218-2424
PROJECT: WACWOVIA BANK, 18295 COLLIER AVE., LAKE ELSINORE, CA SWEET: 1 OF 3
PROJ, NO.: V03S-111 DESIGNER: LR DATE: 08-22-01
CLIENT: DIEBOLD INCORPORATED
CLIENT: Diebold, Inc.
CODE: 1997 UBC/2001 CBC
LOCATION: Lake Elsinore , CA Y
_ I
WALLS (Outside dims) 1
Wall Thickness - 5.0 in 60.4 psf [
Top Thickness - 5.0 in 60.4 psf l APPROVED
Clear ht - 8.5 ft -/- +------------------+ FOR PERMIT ISSUANCE
D - 9.8 ft L 10.2 ft [ 1(3) (z) t D I (4) ( SCOTT FAZEKAS & ASSOCIATES, INC.
DOOR I 1 (1) 1
Width - 5.0 ft Height - 7.3 ft -/- +-------------------+ --> X BY DATE
Weight - 4500 lbs in wall 11 1 0,0 /--------L---------/ These plans have been reviewed for adherence to the
Dist from axis to CL door - 5.1 ft
Design max superimposed load - 40 psf applicable codes and ordinance. Authorization is
CONCRETE PLANK hereby granted to issue a building permit pending
Thickness 5.00 inches Bar size 4 4 approval by -0 applicable City agencies.
d to bars 3.50 inches Bar spacing 5.0
f'c 11500 psi As - 0.480 The issuance or granting of a permit based on
Fy 60000 psi Steel % - 0.0114 approval of these plans shall not be construed to
Span 9.75 ft Insert spacing - 117.00 in
ASTM A36 steel inserts Q7errt��( Or approve any violation of the applicable
omega - 0.0114 * 60000 / 11500 - 0.0596 codes or ordinance. No permit presumed to give
Ku - .9 * 11500 * 0.0596 * (1 - 0.59 ' 0.0596) authority to violate or cancel the provisions of such
595 ads shall be Valid.
F - 12*3.50^2/12000 - 0.012
Mu - Ku*F - 595*0.012 7.294 ft-ku/ft - Wul^2/8
Wu - 614 psfu
W dl - 60 psf - 65
Wu li - 529 pafu - 311
Plank can support 311 psf superimposed load SS1(,}y
Design superimposed load - 40 �(
Deflection F �� E`
Ncr - 7.5*(11500pai)^.5*(12in*(5.00in)^3 /12) /2.50in Z
= 3351 ft-lb r^
Me - SOOpsf * (9.75ft)y/8 - 718 �
(Her/ma) - 102 E 6 �}
[(pn)^2+2pn)^.5-pn - 0.278
Icr - 10.27B^3/3 + 0.0114*4.7(1-2*0.278+0.278^2)1*12*5.0^3
- 52.7 in^4 9T/.
11 - 125 in^4 Defl - 0.025 in OF CALF
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STRUCTURAL TECHNOLOG'' CONSULTANTS INC. `
1821 CONVOY COURT, SUITE 406,SAN DIEGO,CA CJ2111 PHONE (858)218-2400 FAX (858) 218-2424
PROJECT: WACHOVIA BANK, 18295 COLLIER AVE., LAKE ELSINORE,CA SHEET: 2 OF 3
PROJ. NO.: V03(3-111 DESIGNER: LR DATE: 08-22-01
CLIENT: DIE50LOINC0RPORATEC)
LATERAL ANALYSIS (SIMPLIFIED SASE SHEAR)
(PER ABC 1630.2.3)
Ca - 0.57 R - 4.50 3*Ca/R - 0.381 J
V - 3*Ca/R w - 7091 lbs OTM - 60277 ft-lbs
MASS X Y MASS MASS
(lbs) (ft) (ft) * X * Y
ROOF
AREA #1 6040 5.09 4.92 30713 29686 R*dx
RIGIDITY dx - dy - or
DOOR WT ADDITIONAL 2286 5.08 0.21 11618 476 Rx Ry R*X R*Y X-Xcr Y-Ycr R*dy R*d^2
WALLS
WALL 1 2611 5.09 0.21 13279 544 0.13 0.03 8.85 2.16 10
WALL 2 2611 5.09 9.62 13279 25126 2.06 19.87 0.56 2.16 1
WALL 3 2524 0.21 4.92 526 12406 1.93 0.40 4.88 9.41 46
WALL 4 2524 9.96 4.92 25144 12406 1.93 19.23 4.88 9.41 46
W
Total Mas 18596 94559 80644 3.86 2.20 19.63 19.90 - 103
Location of C.G.: Xcm - 5.08 ft
5283 Ycm - 4.34 ft Xcr - 5.08 ft
9 Ycr - 9.06 ft
Fv - Corner
R*V Force Force Force F - Trib Max Weld
----- from from from Fv + OTM Unit roof Pier Net Spacing
sum(R) min. Mt Mt(x) Mt(y) Ftor F*ht Shear width Mr T or C 4.0" weld
(1) (#) (#) (#) (#) ('-1) (#/') (') ('-#) (#) (' o/c)
WALL 1 425 41 379 0 904 6832 311 2:00 2123 1820 9.75
WALL 2 6667 41 0 0 6708 57015 660 2.00 32806 2380 1/ 9.75
WALL 3 3546 330 3067 0 3876 32946 394 5.08 39649 0 NONE
WALL 4 3546 330 3067 0 3876 32946 394 5.08 39649 0 NONE
./
Weld based on 1/4" leg 6 E70XX electrodes
Torsional Moment (Mtor) min - 3606 Assuming 4.0" welds, calculated spacing =
Torsional Moment X direction - 33483 ft-lbs 14400 psi*1/4*0.7071 in* 4.00 in / 660 plf - 15.43 ft
Torsional Moment Y direction - 2 ft-lbs use 9.75 ft o/c max spacing, welds stressed 63 % ./
Torsional Moment (Mtor) max - 33483 ft-lbs continuous field inspection is required.
Seismic Stresses Between Vault and Door Frame
Cp - 0.57 Ip - 1.0 4CaipWp - 2.29 * 4500 lbs - 10296 lbs
Assuming the door is open during a seismic event
M4500 lbs * 5.00/2 ft - 11250 ft-lbs
Bending stress - 11250 ft-lbs / ((7.33 ft - 1 ft)^2/6) 1685 lbs/ft
Direct stress - 10296 lbs / (7.33 ft - lft) - 1627 lbs/ft
Reaction at top of vault a 11250.0 ft-lbs/7-3 ft + 10296 lbs/2
6683 lbs - 3341 plf
STfRUCTURAL TEC�4NOLOC *T' CONSULTANTS INC.
1821 CONVOY COURT, SUITE 406, SAN DIEGO,CA Will PHONE 18581 218-2400 FAX 18581 218-2424
PROJECT: k4ACHOVIA BANK, 182% COLLIER AVE., LAKE ELSINORE, CA SHEET: 3 OF 3
PROJ. NO.: V035-I17 DESIGNER: LR DATE: 08-22-01
CLIENT: DIE50LD INC.
Vault : L 10.17 ft
D 9.83 ft
Ceiling Span 9.75 ft
Ceiling Height 8.50 ft
Wall WT: wall 1 2611 lbs
wall 2 2611 Ibs
wail 2524 [be
wall 4 2524 lbs
Total wall WT. 10270 lbs
Total Mass 18596 lbs
Chord Force Check:
DL mass-wall wt/2= 13461 lbs
Seismic Load F=0.38lx DL= 5129 lbs
Moment F*IJ8 6520 lbs-ft
Chord Force moment/D= 663 lbs
Weld Capacity= 14,400 psi x0.25x 0.7071 x4in x 1.33
13542 lbs/Weld
12" min.Concrete Slab: P
Assume allowable soil bearing pressure= 1000 psf
P =(150pcf x5112 x 9.75ft2) + (150pcf x5112 x8.5ft)
836 lbs
q=(836lbs 11.42=589psf<1000psf OK
b
13ASE ANCHORAGE: t= 5'
d = 12"
Use 3/8"dia.Threaded rod With Hllti'HY-150'epoxy b= 17"
ICBO#5193
Embedment= 3 12" min.
fc'= 2600 psi min. concrete
AllowableTension =1970lbs x 1.33= 2620 lbs
AllowableShear=1090lbs x 1.33= 1450 lbs
s e e s n
} +w TIT Q SHEET NOTES
�• � � LSINOR I __ ________________________________
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.�•.. Floor Plan
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STRUCTURAL TECHNOLOG-T- CONSULTANTS INC.
1821 CONVOY COURT, SUITE 406,SAN DIEGO,CA Will F�4 (M) 218-2400 PAX (858)218-2424
I. CONCRETE f'c ■ ISM PSI FOR PLANKS. F W.)ECT: WACHOVIA (BANK, 152W COLLIER AVE.,LAKE ELSINORE,CA SWEET: I OF I
STRENGTH TO BE VERIFIED AT PRECAST PROJ. NO.: ven-In DATE: 08-22-01
PLANT.
APPROVED CLIENT: DIEBOLD INC. DESIGNER: LR
CONCRETE f'c . 2500 PSI FOR BLAB ON FOR PERMIT ISSUANCE
2. C SCOTT PAZE�LA5 � ASSOCIATES, INC.GRADE.
DATE
BY
3. REII�ORCINCs ASTM Abf5,GR 60. These D ins ha a been revievued for adherence to the
4. ROLLED STEEL ASTM A36. applic..16ie c( des and ordinance. Authorization
is 5' CONCRETE PLANKS
beret- s ;� " ..d to issue a building p pending CEILING HT-- 8'-6"
5. ADHESIVE ANCHORS TO BE INSTALLED
apprc,.a v w applicable City agenc
�(��-�
AFTER CONCRETE WAS ATTAINED The +cciteif� � or granting of a perms rase�on _ _ _ _ J _ + + + +
appr,-, Aj
ST}ENGTN tr+ese plans shall not be construed to
pern,,F �„ ,+pprove any violation of the applicable I
6. PROVIDE PERIODIC SPECIAL code, ." ordinance. No permit presumed to give
INSPECTION FOR FIELD WELDING PER authooity to violate or cancel the provisions of such I I + 11 ANC44ORS
CBC SECTION n05.1 codas shall be valid. I I MN. SPACED
+AS SHOWN s
1. ALL WELDING: SHALL BE fVW<* 1ED
BY QUALIFIED WELDERS. WELDS USING I 9 +
E10 ELECTRODES OR WIRES AND AWS '
APPROVED SYSTEMS AND PROCEDURES 1/4 I I +
ARE ACCEPTABLE. I
+
8. ANCHOR SPECIFICATIONS: ? a I I • + `�
HILTf 'HYI50' EPDXY ANCHORS m d a a _ 1 n
INSTALL PER ICBO 5W �i ,� � — — — —
SPECIAL INSPECTION REQUIRED. a + + + +
0
� 5" WALL �
S. NO LOADS TO BE PLACED ON TOP OF ROOF PLAN B �1
VAULT WITHOUT REVIEW 6 ANCHOR DETAIL BASE PLAN PANEL T1'P.
Y ENGNEER < 4 H
OWNER. "
Is
Is
1/4 FULL LENGTH a EACH
WELD B, MIN, 4"
STEEL %"P THREADED ROD WITH WILT[ WELD PLATE
BASE IE 'HYI50' EPDXY WELDED TO IE.
d SPACED AS SHOWN ON BASE ° o
PLAN
• 04 AT 5' O.C. EA. WAY, MIN.
a a . I --
e
d d
O C d d W d d
RQf d
ESSI( , • a a • a 0 1/4 ULL LENGTH •
F d •a
a EACH WELD
S !� �y a d 1E,MIN. 4'
��� �\ ,�\.\\i\\/�\��\ •� •� WELD II! I M FULL LENGTH
a Na c 7O CONC. SLAB t •4 AT 5" O.C. a EACH WELD
s/ REIN. BY OTHERS EA. WAY MN.
1E,MIN. 4'
TYPICAL BASE CONNECTION TYPICAL CORNER CONNECTION TYPICAL PANEL JOINT
CEILING: TO WALL 2 CEILING TO CEILING: 1
WALL TO WALL WALL TO WALL