9708-057 (AR) STRUCTURAL CALCSESI/FME,.Inc..
STRUCTURAL ENGINEERS &CONSULTANTS
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MEMO LETTER
MEMO LETTER NO.: 97-11-13
PROJECT : "GOLDBERG REMODEL" -DATE : NOV. 13, 1997
DEVELOPER: RANCHO CAPISTRANO DEV. PROJECT NO: 797-8137
La Quinta , California CLIENT NO :BBG
FILE NO : 8137MO3
ARCHITECT : BBG ARCHITECTS, INC. SHEET NO : 1 OF 5
REGARDING:. 1) STRUCTURAL REVISION DUE TO DOUBLE FRENCH DOORS AT RIGHT
SIDE OF STUDIO ROOM.
ITEM
1 Refer to the following sheets for structural revisions at right side of studio.
Thank you for bringing this matter to our attention. If you have any questions,
please do not hesitate to give us a call.
ISSUED BY: COPIES TO:
ESI / F M E INC. (3) RANCH CAPISTRANO DEV.
STRUCTUQ b7 ERS Attn: Rob Capetz
Qom® yMATgU q`�.. (1) BBG ARCHITECTS, INC.
B. Y: `� z '�o�, Attn: Ed Yetko
uanny
for ES
1921 E. CARNEGIE AVE., UNIT 3-J, SANTA ANA, CA 92705 ° Ph. ( 714) 261 - 1811 / FAX ( 714) 261-8506
ESI/FME, Inc.
STRUCTURAL ENGINEERS
"'Goldberg Remodel"/ RANCHO CAPISTKANU UEV.
La Quinta, Califomia
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Sheet
Date 11-13-97
JN. 797-8137
ESI/FME, Inc. Sheet
STRUCTURAL ENGINEERSe 11-13- 7
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"'Goldberg Remodel"/ RANCHO CAPISINNUT
La Quinta. Califomia '
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ESI/F*ME,' Inc.
STRUCTURAL ENGINEERS
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JN:. 6/d
ALTERNATE CONNECTION
FOR INTERIOR MISSING HOLDOWN M.ry'z8� J /y�.gISIo22-zP
q N� y�°A3S
4 x Post
Simpson A27 8
Cold Joint Where Applicable
` 6'Min. I I — .
�4
Into Footing II HILTi HVA 3%4 Assemblage
=: Install Per Requirements of
C80 # 4,016
4945
ANCHOR RESISTANCE PER" IC80 4016
ESI/FME, Inc.
STRUCTURAL ENGINEERS
"Goldberg Remodel"/ RANCHO CAPISTRANO DEV.
La Quinta, California
Sheet 6 -or -
Date 11.-13-97
JN. 797-8137
O1 Wall (s) c@ Left of Studio L= 7 = 7 ft.
LOAD = ( 169 lbs/ft) 33.0 ft / 2 + 0) _ 2788.50 lbs.
SHEAR = LOAD/ L = 2788.50 lbs / 7.0 ft. = 398.4 lbs /ft
U S E Al2 w. %2 " dia. x 10" A. B.'s 24 "o/c AB 24
0
O2 Wall (s) @
Right of Studio. L=
8 = 8 ft.
LOAD = (
169' lbs/ft) 33.0 ft / 2 + 0) =
2788.50
lbs.
SHEAR LOAD/
L 2788.50 lbs / 8.0 ft. =
348.6
lbs / ft
/ L =
2928.0
lbs / 8.0 ft. =
366.0
U S E
Aw. % " dia. x 10" A. B.'s 24 "o/c
Al2
AB 24
0
UPLIFT:
L ( Wall) = 8.00 ft. Wall Height =
10.00
ft.
8.00
LOAD = 2789 lbs. O. T. M. =
27885.00
ft -lbs .
2 / 3 R. M. = 2/3*(10*14+14*1.33)*11^2/2
= 2928
lbs. O. T. M. =
29280.00
= 3384 ft -lbs; NET MOM.' =
24501.11
ft -lbs
= 2/3*(10*14+14*(18/2+3)*8^2/2)
UPLIFT = NET M / L 3063 lbs
PROVIDE:
1 -Simpson HPAHD22-2P , per post or alternate MTT28B
ft -lbs; NET MOM. =
25602.67
with 2 - #4 Bars T / B, extend 3 -ft min. past posts.
UPLIFT = NET M / L
O3 Wall (s) c@
Rear of Studio
L=
8 = 8 ft.
LOAD = (
183
lbs/ft)
24.0 ft/ 2 + 4) =
2928.00
lbs.
SHEAR. = LOAD
/ L =
2928.0
lbs / 8.0 ft. =
366.0
lbs /ft
U S E
Al2
w. '/ " dia. x 10" A. B.'s 24 "o/c
AB 24
UPLIFT:
L ( Wall)
8.00
ft. Wall Height =
10.00
ft.
LOAD .
= 2928
lbs. O. T. M. =
29280.00
ft -lbs
2 / 3 R. M.
= 2/3*(10*14+14*(18/2+3)*8^2/2)
= 3677
ft -lbs; NET MOM. =
25602.67
ft -lbs
UPLIFT = NET M / L
3200 lbs
• PROVIDE:
1 -Simpson
HTT22
per post
with 2 - #4
Bars T / B,
extend ' 3 -ft min. past posts.
file: w1.wk4