1. A&E West
July 14, 1997
Structural design on ZINDA Residence
Snow Water Place, Canyon Lake CA
CL
0797-2496
PROJECT: Rafiee Addition Residence
LOCATION: 1435 Maple Ave. El Segundo CA.
OWNER:
CLIENT: GONZER Construction
1246
CLIENT: Mr. Carlos Gonzalez
GONZER Construction
1254
SHIPPED:
REVISIONS: 15
1521
DESIGNED BY:
CHECKED BY:
DATE: March 2015
0115str748_1
LAMDA ENGINEERING AND DEVELOPMENT
33175 Temecula Parkway, Suite “A-505”, Temecula CA 92592
(951) 676-7688, (951) 695-5684 fax
Lamdadev1 @ gmail.com
LAMDADEV.COM
JUNE 2016
REVISED SHEET L-9R1
Added sheets:
12-1 to 12-2 beams
May 2016 :
Cant Beam 33 added (in lieu of cant bm4) 12-3b
bm04 revised and added loads from 2b,
bm2a verified and bm 2b added
All previous designed beams verified to be adequate ( no
change).
wind load calcs. revised and
Shear walls updated L7, L8 and L9R3 added lower walls
(one story being higher)
Full height stud calcs revised due to lat change
June 2016: Added nail/screw calc. for handrails

2. Structural Calculations
For Rafiee Addition
1435 Maple Ave., El Segundo Ca
Job No.: 0115 str 748 March, 2015
LAMDA ENGINEERING AND DEVELOPMENT has been retained by GONZER
Construction to prepare a Limited Structural Calculation Report
to size Beams, headers etc being installed at the above
referenced address for the new two story addition to the exist.
Single Family Residence, this addition is approximately 500 sf
The contractor in the field, shall be responsible for ALL
CONSTRUCTION METHODS AND PROCEDURES; if existing conditions are
found to be different to the conditions assumed for this report,
the contractor shall notify the undersigned immediately to
perform further calculations and analyses which may be needed.
Thank you for the opportunity to be of service, if you have any questions or comments
regarding this matter please do not hesitate to contact this office at your earliest
convenience.
Sincerely,
Hector A. Lara,
RCE # C-049312
Expires 9/30/2016
JUNE 2016

3. 2
DATE: 6-10-15
JN: 0115 STR 748
Design Criteria
INTERNATIONAL BUILDING CODE, 2013 EDITION & CBC 2013
TIMBER -DOUGLAS FIR-LARCH CONCRETE- PORTLAND CEMENT
4x __ OR 2x__ E=1.6x10
6
psi SHALL CONFORM TO ASTM C-150
4x __ No. 1 Fb=1100 psi, Fv=95 psi TYPE I OR II
2x___No.2 Fb=875 psi, Fv=95 psi F'c=2,500 psi (28 DAYS)
6x___OR GREATER, E=1.6x106 psi
No. 1 Fb=1350 psi, Fv=85 psi STEEL
USE Cf SIZE FACTORS
STRUCTURAL STEEL SHALL CONFORM TO
GLULAM- DOUGLAS FIR-LARCH ASTM A-36
PIPE COLUMNS SHALL CONFORM TO
E=1.8x10
6
psi ASTM A-35, GRADE B
Fb=2400 psi Fv=165 psi UNLESS NOTED OTHERWISE UNFINISHED
BOLTS AND NUTS SHALL CONFORM TO
MASONRY- CONCRETE MASONRY UNIT ASTM A-307
Fb=24 ksi
BRICKS ASTM STD. C-90 Fv=14.5 ksi
F'm=1500 psi E=29x106 psi
REBAR ASTM STD. A-615 GRADE 40
F's=20,000 psi
I.C.B.O. #'s
WOOD
MICROLLAM (ML) ER-4979; LARR-25202
PARALLAM (PL) ER-4979; LARR-25202 L3
STRUCTURAL PLYW'D ER-5681; LARR-24218
TJI PFC-4354; LARR-25340 12
ANCHORS
ITW RAMSET/RED HEAD ER-1372 ADJUSTED D.L=
TRUBOLT WEDGE ANCHOR
HILTI NY-150 ER-5193
ADHESIVE ANCHOR
LOADING CONDITIONS
MATERIAL TILE SHAKE/ BUILT-UP W/O CONC. W/ CONC. BALCONY GARAGE
COMP.
L3 4 4 4 N/A N/A N/A N/A
D.L. 10 4 6 4 14 14 43
SHEATHING 1.5 1.5 1.5 2 2 2 2
JOISTS 2 2 2 2.5 2.5 2.5 2.5
CEILING 3.5 4.5 4.5 3.5 3.5 3.5 3.5
TOT. D. L. 17 12 14 12 22 22 51
TOT. ADJUSTED D.L 18 13 14 - - - -
LIVE LOAD 20 20 20 40 40 60 40
DESIGN LOAD 38 33 34 52 62 82 91
USED X X
FLOORROOF
<
=
=
=
=
=
=
.DL
L2
L1
L1=
L2
<
=
=
=
=
=
=
=
1

4. CAPACITY OF 1/2" LAG SCREWS
SHEAR PULL
WET CONDITION 230 # 437#
DRY CONDITION 170 # 306#
CHECKING USING DRY CONDITION MOST CONSERVATIVE 170# PER SCREW
(2) SCREWS @ 16" OC= 170 X 2 X 12/16 = 255 #/LF
(2) SCREWS @ 12" OC= 170 X 2 X 12/12= 340 #/LF
(2) SCREWS @ 8" OC= 170 X 2 X 12/8= 510 #/LF
DESIGN CONDITION LOAD 38#/SF
TIBUTARY AREA 8 X 1
LOAD PER CONNECTION 38 X 8X 1 /2= 150 #/LF <<<<<< 255#/LF
THEREFORE
OK TO USE (2) 1/2" SCREWS @ 16" OC

5. SHEET: 2
06/25/15
DATE:
0115 str 748
JN:
EX kITCHEN beam
A
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.0
TML 0
Roof .38
26
2
Floor 0 Deck 0 DL 21
Wall .52
0
2 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 23 '
a 0 b L a =w 515 # / ft
=b 23
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 1.15 in
=R 1 5922.5 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 11845
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 1762.314
=R 2 5922.5 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 5922.5 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 34054.375#-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 1762.314
=A 1 93.5 in
2
=S 1 371.5 in
3
=A 2 33.5 in
2
=I 2 1566.501
=S 2 170.3 in
3
EXISITING BEAM 3-1/2"X24" PLS OK
S=336.0 A=84 I=4032

6. SHEET: 3
08/10/15
DATE:
0115 str 748
JN:
FLOOR beam
1
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.80 10
6
d .94 f 1.25
TML 3900
Roof .38
15
2
Floor .52
16
2
Deck 0 DL 25
Wall .14
10
1 P .1 TML
=P 3900
w Roof Wall Floor Deck DL
L 15 '
a 2.83 b L a =w 866 # / ft
=b 12.17
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.75 in
=R 1 9659.2 #
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 16890
=I P1 0.114 I w1
..22.5 w L
4
.E 1 d
=I w1 822.023
R 2 R T R 1
=R 2 7230.8 #
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 9659.2 #
M Mp Mw I 2
.I 1
E 1
E 2
=M 33310.936#-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 122 in
2
=I 1 822.137
=S 1 290.7 in
3
=A 2 43.7 in
2
=I 2 730.789
=S 2 133.2 in
3
USE 5-1/2"x 13-1/2" PLS
S=167 A=74.25, I=1128

7. SHEET: 4 r3
04/25/16
DATE:
0115 str 748
JN:
floor beam
bm 02
F b1 1100 F b2 2200 F v1 95 F v2 241 E 1
.1.6 10
6
E 2
.1.6 10
6
d .94 f 1.25
TML 5600
Roof .38
36
2
Floor .52
11
2
Deck 0 DL 15
Wall .14
0
2 P .1 TML
=P 5600
w Roof Wall Floor Deck DL
L 11.0'
a 3.0 b L a =w 985 # / ft
=b 8
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.55 in
=R 1 9490.227#
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 16435
R 2 R T R 1 =I P1 0.128 I w1
..22.5 w L
4
.E 1 d
=I w1 368.729
=R 2 6944.773#
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 9490.227#
M Mp Mw
I 2
.I 1
E 1
E 2
=M 27116.307#-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 368.856
=A 1 119.9 in
2
=S 1 236.7 in
3
=A 2 47.3 in
2
=I 2 368.856
=S 2 118.3 in
3
USE 5-1/2"x 18"psl
S=114, A=49 I=800

8. SHEET: 5
06/25/15
DATE:
0115 str 748
JN:
Carries BM 02
03
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.00
TML 14700
Roof .38
0
2
Floor .52
26
2
Deck 0 DL 5
Wall .14
0
2 P .1 TML
=P 14700
w Roof Wall Floor Deck DL .
L 3.5'
a 1.25 b L a =w 681 # / ft
=b 2.25
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.175 in
=R 1 10641.75#
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 17083.5
=I P1 0.042 I w1
..22.5 w L
4
.E 1 d
=I w1 8.212
R 2 R T R 1
=R 2 6441.75#
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 10641.75#
M Mp Mw I 2
.I 1
E 1
E 2
=M 12855.281#-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 168 in
2
=I 1 8.254
=S 1 140.2 in
3
=A 2 60.2 in
2
=I 2 7.337
=S 2 64.3 in
3
USE 3-1/2"x 16-1/2" PSL OR LARGER
S=158.80 , A=57.75 , I=1310

9. SHEET: 6
06/25/15
DATE:
0115 str 748
JN:
UNDER FLOOR BM
05
F b1 1150 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.00
TML 00
Roof .38
0
2
Floor .52
18
2
Deck 0 DL 26
Wall .14
11
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 11 '
a 0 b L a =w 648 # / ft
=b 11
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.55 in
=R 1 3564 #
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 7128
=I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 242.575
R 2 R T R 1
=R 2 3564 #
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 3564 #
M Mp Mw I 2
.I 1
E 1
E 2
=M 9801 #-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 56.3 in
2
=I 1 242.575
=S 1 102.3 in
3
=A 2 20.2 in
2
=I 2 215.622
=S 2 49 in
3
USE 3-1/2"x 12" PSL
S=84, A=42 I=504

10. SHEET: 7
06/25/15
DATE:
0115 str 748
JN:
ROOF BEAM
RB01
F b1 1150 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.25
TML 00
Roof .38
34
2
Floor .52
0
2
Deck 0 DL 26
Wall .14
11
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 8 '
a 0 b L a =w 826 # / ft
=b 8
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.4 in
=R 1 3304 #
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 6608
=I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 118.944
R 2 R T R 1
=R 2 3304 #
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 3304 #
M Mp Mw I 2
.I 1
E 1
E 2
=M 6608 #-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 41.7 in
2
=I 1 118.944
=S 1 55.2 in
3
=A 2 15 in
2
=I 2 105.728
=S 2 26.4 in
3
USE 3-1/2"x 12" PSL
S=84, A=42 I=504

11. SHEET: 8
02/03/15
DATE:
0115 str 748
JN:
ROOF RAFTERS OVER KITCHEN
RR
F b1 875 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.25
TML 00
Roof .38
0
2
Floor .52
2.66
2
Deck 0 DL 26
Wall .14
0
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 15 '
a 0 b L a =w 95 # / ft
=b 15
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.75 in
=R 1 713.7 #
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 1427.4
=I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 90.328
R 2 R T R 1
=R 2 713.7 #
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 713.7 #
M Mp Mw I 2
.I 1
E 1
E 2
=M 2676.375#-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 9 in
2
=I 1 90.328
=S 1 29.4 in
3
=A 2 3.2 in
2
=I 2 80.291
=S 2 10.7 in
3
USE 2X12 @ 16"OC
S=31.64, A=16.88 I=177.98

12. 9
SHEET:
DATE: 06-25-15
0115c748
JN:
floor joists 20' span canteliber
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .77 f 1
L 20 '
Roof .38
0
2
Wall .14 ( )0 P .0 ( )1.33 Floor .52
2.66
2
DL 10
w 1 Wall Roof Floor DL P
w1w2 =w 1 79 #/'
w 2 Wall Roof Floor DL
=w 2 79 #/'
a 5
=b 15
=M CENT 2226 #-'
=R L 594 #
=M CANT 990 #-'
S 1
.12 M CENT
.f F b1
S 2
.12 M CENT
.f F b2
=S 1 24.3 in
3
=R R 1583 #
=S 2 11.1 in
3
=V MAX 989 #
V V MAX
.w 2 d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
=A 1 14.7 in
2
UPLIFT @ LEFT SUPPORT
=A 2 5.3 in
2
=U 228 # NO UPLIFT
=I 1 75.1 in
4
=I 2 66.8 in
4
USE TJI 230x11-7/8" @ 16" O.C.
Max M= 4215, Max V=1655

13. SHEET: 10
06/25/15
DATE:
0115 str 748
JN:
Verify Floor Joists
F b1 1100 F b2 2200 F v1 95 F v2 241 E 1
.1.6 10
6
E 2
.1.6 10
6
d .94 f 1.
TML 000
Roof .38
0
2
Floor .52
2.66
2
Deck 0 DL 5
Wall .14
0
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 20 '
a 3.75 b L a =w 74 # / ft
=b 16.25
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 1 in
=R 1 741.6 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 1483.2
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 166.86
=R 2 741.6 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 741.6 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 3708 #-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 166.86
=A 1 11.7 in
2
=S 1 40.5 in
3
=A 2 4.6 in
2
=I 2 166.86
=S 2 20.2 in
3
USE TJI 230x11-7/8" @ 16" O.C.
Max M= 4215, Max V=1655

14. SHEET: 11
06/25/15
DATE:
0115 str 748
JN:
Floor joists max span 16.5'
FJ02
F b1 1100 F b2 2200 F v1 95 F v2 241 E 1
.1.6 10
6
E 2
.1.6 10
6
d .94 f 1.
TML 500
Roof .38
3
2
Floor .52
2.66
2
Deck 0 DL 15
Wall .14 ( )0
P .1 TML
=P 500
w Roof Wall Floor Deck DL
L 7.50'
a 1.33 b L a =w 141 # / ft
=b 6.17
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.375 in
=R 1 940.683#
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 1558.7
=I P1 0.003 I w1
..22.5 w L
4
.E 1 d
=I w1 16.749
R 2 R T R 1
=R 2 618.017#
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 940.683 #
M Mp Mw I 2
.I 1
E 1
E 2
=M 1539.605#-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 14.9 in
2
=I 1 16.752
=S 1 16.8 in
3
=A 2 5.9 in
2
=I 2 16.752
=S 2 8.4 in
3
USE TJI 230x11-7/8" @ 16" O.C.
Max M= 4215, Max V=1655

15. SHEET: 12-0 r3
04/25/16
DATE:
0115 str 748
JN:
floor beam
bm02a
F b1 1100 F b2 2200 F v1 95 F v2 241 E 1
.1.6 10
6
E 2
.1.6 10
6
d .94 f 1.25
TML 0
Roof .38
25
2
Floor .52
18
2
Deck 0 DL 15
Wall .14
9
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 6.0'
a 0 b L a =w 1084# / ft
=b 6
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.3 in
=R 1 3252 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 6504
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 65.853
=R 2 3252 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 3252 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 4878 #-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 65.853
=A 1 41.1 in
2
=S 1 42.6 in
3
=A 2 16.2 in
2
=I 2 65.853
=S 2 21.3 in
3
USE 3-1/2"x 14"psl or larger
S=114, A=49 I=800

16. SHEET: 12-1r3
05/25/16
DATE:
0115 str 748
JN:
floor beam supports trusses
bm02b
F b1 1100 F b2 2200 F v1 95 F v2 241 E 1
.1.6 10
6
E 2
.1.6 10
6
d .94 f 1.25
TML 0
Roof .38
23
2
Floor .52
0
2
Deck 0 DL 15
Wall .14
0
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 10.3'
a 0 b L a =w 452 # / ft
=b 10.3
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.515 in
=R 1 2327.8 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 4655.6
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 138.913
=R 2 2327.8 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 2327.8 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 5994.085#-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 138.913
=A 1 29.4 in
2
=S 1 52.3 in
3
=A 2 11.6 in
2
=I 2 138.913
=S 2 26.2 in
3
USE 4"x 12" or larger
S=73.82, A=39.375, I=415.283

17. SHEET: 12-2 r3
05/25/16
DATE:
0115 str 748
JN:
c
floor Beam loads beams 2a and 2b
bm 04 rev
F b1 1100 F b2 2200 F v1 95 F v2 241 E 1
.1.6 10
6
E 2
.1.6 10
6
d .94 f 1.
TML 5600
Roof .38
2.66
2
Floor .52
2.66
2
Deck 0 DL 15
Wall .14 ( )9
P .1 TML
=P 5600
w Roof Wall Floor Deck DL
L 19 '
a 18.0 b L a =w 261 # / ft
=b 1
a P
R2
R1
d
.L ( )12
240R 1
.w L
2
..P b
1
L =d 0.95 in
=R 1 2771.387#
I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L dR T ( ).w L P
=R T 10553.3
=I P1 0.085 I w1
..22.5 w L
4
.E 1 d
=I w1 502.915
R 2 R T R 1
=R 2 7781.913#
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
Mp .( )..P a b
1
L =V 2771.387#
M Mp Mw I 2
.I 1
E 1
E 2
=M 17069.351#-' A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 2
.12 M
.f F b2S 1
.12 M
.f F b1
=A 1 43.8 in
2
=I 1 503
=S 1 186.2 in
3
=A 2 17.2 in
2
=I 2 503
=S 2 93.1 in
3
USE 3-1/2"x 14"psl USE 3-1/2"x16"psl
S=114, A=49 I=800 S=149, A=56, I=1195

18. SHEET: 12-1
08/25/15
DATE:
0115 str 748
JN:
beam
21
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.0
TML 00
Roof .38
35
2
Floor .52
2
2
Deck 0 DL 21
Wall .14
12
1 P .1 TML
=P 0
w Roof Wall Floor Deck DL
L 7 '
a 0 b L a =w 906 # / ft
=b 7
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.35 in
=R 1 3171 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 6342
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 87.401
=R 2 3171 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 3171 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 5549.25 #-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 87.401
=A 1 50.1 in
2
=S 1 60.5 in
3
=A 2 17.9 in
2
=I 2 77.689
=S 2 27.7 in
3
USE 3-1/2"X12"PLS
S=84 A=42 I=504

19. SHEET: 12-2
08/25/15
DATE:
0115 str 748
JN:
beam
22
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.0
TML 15000
Roof .38
3
2
Floor .52
8
2
Deck 0 DL 21
Wall .14
12
1 P .1 TML
=P 15000
w Roof Wall Floor Deck DL
L 8 '
a 1.5 b L a =w 454 # / ft
=b 6.5
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.4 in
=R 1 14003.5#
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 18632
R 2 R T R 1 =I P1 0.124 I w1
..22.5 w L
4
.E 1 d
=I w1 65.376
=R 2 4628.5 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 14003.5 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 21913.25#-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=I 1 65.5
=A 1 221.1 in
2
=S 1 239.1 in
3
=A 2 79.3 in
2
=I 2 58.222
=S 2 109.6 in
3
USE 5-1/2"X15" PLS
S=206.3 A=82.50 I=1547

20. 12 3
SHEET:
04-05-2016
DATE:
0115c748
JN:
revised cant beam substitutes cant bm 04
33
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .77 f 1
L 9.58'
Roof .38
25.33
2
Wall .14 ( )10 P .0 ( )1.33 Floor .52
5
2
DL 10
w 1 Wall Roof Floor DL P
w1w2 =w 1 761 #/'
w 2 Wall Roof Floor DL
=w 2 761 #/'
a 4.33
=b 5.25
=M CENT 2623 #-'
=R L 1998 #
=M CANT 7136 #-'
S 1
.12 M CENT
.f F b1
S 2
.12 M CENT
.f F b2
=S 1 28.6 in
3
=R R 9135 #
=S 2 13.1 in
3
=V MAX 7136 #
V V MAX
.w 2 d A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
=A 1 103.4 in
2
UPLIFT @ LEFT SUPPORT
=A 2 37.1 in
2
=U 1256 # UPLIFT
=I 1 31 in
4
=I 2 27.5 in
4
USE 3-1/2" x14 " or Larger
S=114, A=49, I=800

21. SHEET: 13-1 r03
05/15/16
DATE:
0115 str 748
JN:
Column analysis Full Height studs @ ends VERTICAL (gravity loads)
l/d= 21x12/5.5 = 45.81
for E= 1.6x10^6 and Fc= 1350 the unit axial stress from awl data (p218) for simple solid columns=226
Maximum axial load for 6x6 stud 21' = 226x5.5x5.5= 6897#
Actual axial load on member= roof= 16x38x4= 2432#
wall= 2.8x14x4= 157#
Total= 2589# say 2600#<< 6897# >>>>ok use 6x6 full height posts at ends
Column analysis Full Height studs @ 6" OC VERTICAL (gravity loads)
l/d= 21x12/5.5 = 45.81
for E= 1.6x10^6 and Fc= 1350 the unit axial stress from awl data (p218) for simple solid columns=226
Maximum axial load for 6x2 stud 21' = 226x5.5x1.5= 1864.50
Actual axial load on member= roof= 16x38x16/122= 811#
wall= 21x14x16/122= 392#
Total= 1203# < 1864.50# >>>>ok use 6x4 full height posts @ 16"OC per lat.
calcs. with blocking at mid heiht

22. SHEET: 13-2 r03
05/15/16
DATE:
0115 str 748
JN:
Full Height studs @ ends LATERAL wall 8 direction
Wall 8 lat force 747#lf x 4f= 2988# / 5 (unrestrained opening) = 597.60 say 598#lf
F b1 1350 F b2 2400 F v1 85 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.0
TML 0
Roof .38
0
2
Floor .52
0
2
Deck 0 DL 5
Wl .498
1
1 P .1 TML
=P 0
w Roof Wl Floor Deck DL
L 5 ' Max unrestrianed portion
a 0 b L a =w 503 # / ft
=b 5
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.25 in
=R 1 1257.5 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 2515
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 17.684
=R 2 1257.5 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 1257.5 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 1571.875#-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=A 1 22.2 in
2
=S 1 14 in
3
=I 1 17.684
=A 2 7.1 in
2
=I 2 15.719
=S 2 7.9 in
3
USE 6"X6" full height studs at ends provide lateral blocking at 5' max
S=27.729 A=30.25 I=76.255

23. SHEET: 13-3r03
05/15/16
DATE:
0115 str 748
JN:
Full Height studs @ ends LATERAL front direction
Wind load 506#lf x1f=506#/21= 24.09 say 24#lf
F b1 1350 F b2 2400 F v1 85 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.0
TML 0
Roof .38
0
2
Floor .52
0
2
Deck 0 DL 5
Wl .24
1
1 P .1 TML
=P 0
w Roof Wl Floor Deck DL
L 21 '
a 0 b L a =w 29 # / ft
=b 21
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 1.05 in
=R 1 304.5 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 609
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 75.535
=R 2 304.5 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 304.5 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 1598.625#-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=A 1 5.4 in
2
=I 1 75.535
=S 1 14.2 in
3
=I 2 67.142
=A 2 1.7 in
2
=S 2 8 in
3
USE full height 6x6 post at ENDS
S=27.729 A=30.25 I=76.255

24. SHEET: 13-4 r03
DATE: 05/15/16
0115 str 748
JN:
Full Height studs @ 16" OC check LATERALdirection
Wind load 506#lf x16/12 f=674.70#/21= 32.13 say 33#lf provide blocking @ mid height
F b1 1100 F b2 2400 F v1 95 F v2 265 E 1
.1.6 10
6
E 2
.1.8 10
6
d .94 f 1.0
TML 0
Roof .38
0
2
Floor .52
0
2
Deck 0 DL 3
Wl .33
1
1 P .1 TML
=P 0
w Roof Wl Floor Deck DL
L 12 '
a 0 b L a =w 36 # / ft
=b 12
a P
R1 R2
R 1
.w L
2
..P b
1
L
d
.L ( )12
240
=d 0.6 in
=R 1 216 #
R T ( ).w L P I P1
.....P a b ( )a .2 b ..3 a ( )a .2 b
1
...27 E 1 L d
=R T 432
R 2 R T R 1 =I P1 0 I w1
..22.5 w L
4
.E 1 d
=I w1 17.496
=R 2 216 #
Mp .( )..P a b
1
L
Mw ..w L
2 1
8
V R 1 I 1 I P1 I w1
=V 216 #
M Mp Mw
I 2
.I 1
E 1
E 2
=M 648 #-'
A 1
.1.5 V
.f F v1
A 2
.1.5 V
.f F v2
S 1
.12 M
.f F b1
S 2
.12 M
.f F b2
=A 1 3.4 in
2
=I 1 17.496
=S 1 7.1 in
3
=I 2 15.552
=A 2 1.2 in
2
=S 2 3.2 in
3
USE full height 4x6 full height studs at 16" OC with blocking at mid height max
S=17.646 A=19.25 I=48.0526

25. SHEET: 13
03/15/2015
DATE:
0115 str 748
JN:
FOUNDATION ANALYSIS
ASSUME SOIL BEARING VALUE, σ .1000 psf PER IBC TABLE 1804.2
CONTINUOUS FOOTING
12" WIDE FTG.= =.( ).12 in ( )σ 1000 plf
UNIFORM LOAD
15" WIDE FTG.= =.( ).15 in ( )σ 1250 plf
18" WIDE FTG.= =.( ).18 in ( )σ 1500 plf
CONCENTRATED LOAD
ALLOWABLE LOAD
12" WIDE BY 12" BELOW FINISH GRADE
L=36"+3.5"=39.5"x12" => =..474 in
2 σ
.144
in
2
ft
2
3292 lb
15" WIDE BY 18" BELOW FINISH GRADE
L=48"+3.5"=51.5"x15" => =..772.5 in
2 σ
.144
in
2
ft
2
5365 lb
18" WIDE BY 24" BELOW FINISH GRADE
L=60"+3.5"=63.5"x18" => =..1143.0 in
2 σ
.144
in
2
ft
2
7937 lb
("D" INCLUDES 6" CLEAR ABOVE FINISH GRADE)
24" DEEP P ..4 ft
2
σ =P 4000 lb P ..6.250 ft
2
σ =P 6250 lb
24"SQ. 30"SQ.
36"SQ. P ..9.000 ft
2
σ =P 9000 lb
40"SQ.
P ..11.10 ft
2
σ =P 11100 lb
=...42 in ( ).42 in ( )σ 12250 lb
=...44 in ( ).44 in ( )σ 13444.444 lb
=...48 in ( ).48 in ( )σ 16000 lb
=...52 in ( ).52 in ( )σ 18777.778 lb
=...54 in ( ).54 in ( )σ 20250 lb
=...56 in ( ).56 in ( )σ 21777.778 lb
=...60 in ( ).60 in ( )σ 25000 lb
CHECK POINT LOADS
FOR ALL CONT LOAD << 5365# Use Continous FTG 15"wide by 18" below FG
w/ (1) #4 cont bar top and bottom @ center, 3" clear
BP 1 = 20kips, USE 4.50x4.50 sqr 24" deep
BP 2= 12kips, USE 3.50x3.50 sqr 24" deep ALL REINFORCED w/ #4 @ 12" oc BW top and Bottom

26. Report Title
Building Code Reference Document
Site Coordinates
Site Soil Classification
Risk Category
Design Maps Summary Report
User–Specified Input
Rafiee El Segundo
Tue March 31, 2015 04:01:34 UTC
ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
33.9275°N, 118.4005°W
Site Class D – “Stiff Soil”
I/II/III
USGS–Provided Output
SS = 1.636 g SMS = 1.636 g SDS = 1.091 g
S1 = 0.604 g SM1 = 0.906 g SD1 = 0.604 g
For information on how the SS and S1 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.
For PGAM
, TL
, CRS
, and CR1
values, please view the detailed report.

27. Section 11.4.3 — Site Coefficients and Risk–Targeted Maximum Considered Earthquake (MCER)
Spectral Response Acceleration Parameters
Table 11.4–1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
SS # 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ! 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight–line interpolation for intermediate values of SS
For Site Class = D and SS
= 1.636 g, Fa
= 1.000
Table 11.4–2: Site Coefficient Fv
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1–s Period
S1 # 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ! 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight–line interpolation for intermediate values of S1
For Site Class = D and S1 = 0.604 g, Fv = 1.500

28. SHEET: L 3
03-22-15
DATE:
JN: 0115 str 748
LATERAL ANALYSIS
STATIC LATERAL FORCE PROCEDURE
BASE SHEAR DESIGN PER 2013 IBC / ASCE 7-05
C t 0.020 h n 26 ft WHERE hn IS THE CENTER OF GRAVITY (AVERAGE HEIGHT) OF DIAPHRAGM
x 0.75
T a
.C t h n
x
(12.8-7)
T T a=T a 0.23 sec
S s 1.636
R 6.5 (TABLE 12.2-1)
S 1 0.604
I 1.0 (SECTION 11.5.1)
SITE COEFFICIENT
F a 1.0 (TABLE 11.4-1)
F v 1.5 (TABLE 11.4-2)
S MS
.F a S s (11.4-1)
S M1
.F v S 1 (11.4-2)
S DS
.2
3
S MS (11.4-3) =S DS 1.091
S D1
.2
3
S M1 (11.4-4) =S D1 0.604
DESIGN BASE SHEAR IS:
C s
S DS
R
I
(12.8-2)
=C s 0.168
BUT NEED NOT EXCEED:
T L 8
C s
S D1
.T
R
I
FOR T<= T L =C s 0.404
C s
.S D1 T L
.T
2 R
I
FOR T > T L
=C s 14.018

29. SHEET: L 4
DATE: 03-22-15
JN: 0115 str 748
NOT LESS THAN:
C s 0.154
IF S 1 IS EQUAL TO OR GREATER THAN 0.6 g,
SHALL NOT BE LESS THAN:
C s
C s
.0.5 S 1
R
I
=C s 0.046
THEREFORE C s 0.154 (12.8-2) CONTROLS
V .C s W (12.8-1)
=V 0.154 W
ADJUSTED BASE SHEAR DUE TO RELIABILITY / REDUNDANCY FACTOR:
E h V
USE ρ 1.3
E .ρ E h
=E 0.2

30. SHEET:
DATE:
TWO STORY SECTION J.N.:
WIND EXPOSURE = BASIC WIND SPEED = mph Kd =
Kzt = I =
Kz= P=0.00256KzKztKdV^2l=
USE P=
Adjusted Base Shear = (See Calc. Sheets L3 and L4 )
WIND = psf ( - ) = plf WIND = psf ( - ) = plf
ROOF = psf ( ) = plf ROOF = psf ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf
FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf
DECK = psf ( ) = plf DECK = psf ( ) = plf
W = plf W = plf
Ws = W = plf Ws = W = plf
WIND = psf ( - ) = plf WIND = psf ( - ) = plf
ROOF = psf ( ) = plf ROOF = psf ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf
FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf
DECK = psf ( ) = plf DECK = psf ( ) = plf
W = plf W = plf
Ws = W = plf Ws = W = plf
0.950 26
25.10
0.154
L2 LONGITUDINAL ADDITION ONLY
25.01
H psf
22.38
0.880 18 23.17
0.850 13
0.85110C
1 1
280
T2 TRANSVERSAL ADDITION ONLY
25.10 26 13 326
200
12 10 0 0
18 32
14 10 2
12 32
567
384
0
10 10 2
1431
25.10 26 13 326
729
14 10 2 280
18 41
10 10 2 200
12 10 0 0
12 26 312
0
0.154
384
LEVEL W (plf ) H (ft ) W*H (lb )
3212
010
1521
0.154 234
22
1010 2
F (plf )
00
220
01012
312
13 2340
2 326 26 8484 397
1014
109
SUM 506 *** 10824 506
1 180
12
H (ft )
1010
26
200
18013
00
2802
0018
280
W*H (lb ) F (plf )
18
10
T1 L1TRANSVERSAL ADDITION ONLY LONGITUDINAL ADDITION ONLY
5 51322.50 22.50180
0 0
2
2002
22 0 22 0
14
864 792
0.154 133 0.154 122
Wind Controls wind Controls
8484
1 180 13 2340
LEVEL W (plf )
10824
L5-0r
5-15-16
0115 str 748
LATERAL ANALYSIS
397
109
2 326 26
506SUM 506 ***

31. SHEET:
DATE:
ONE story section ONLY J.N.:
WIND EXPOSURE = BASIC WIND SPEED = mph Kd =
Kzt = I =
Kz= P=0.00256KzKztKdV^2l=
USE P=
Adjusted Base Shear = (See Calc. Sheets L2 and L3 )
WIND = psf ( - ) = plf WIND = psf ( - ) = plf
ROOF = psf ( ) = plf ROOF = psf ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf
FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf
DECK = psf ( ) = plf DECK = psf ( ) = plf
W = plf W = plf
Ws = W = plf Ws = W = plf
WIND = psf ( - ) = plf WIND = psf ( - ) = plf
ROOF = psf ( ) = plf ROOF = psf ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
WALL = psf ( ) ( ) = plf WALL = psf ( ) ( ) = plf
II WALL = psf ( ) ( ) = plf II WALL = psf ( ) ( ) = plf
FLOOR = psf ( ) = plf FLOOR = psf ( ) = plf
DECK = psf ( ) = plf DECK = psf ( ) = plf
W = plf W = plf
Ws = W = plf Ws = W = plf
L5-1r
5-15-16
0115 str 749
C 110 0.85
1 1
H psf
0.850 13 22.38
0.880 18 23.17
0.950 26 25.01
23.20
0.154
L2TRANSVERSAL ADDITION ONLY LONGITUDINAL ADDITION ONLY
0.00 20 5 0 0.00
0
0 5 0
18 0 0 18 0 0
0 10 0 1 0
14 0 2 0 14
012 0 2 0
5 0
10 0 1
12 0
0 0
0 0
2
0
12 0 0
0 0
12
0.154 0
TRANSVERSAL ADDITION ONLY LONGITUDINAL ADDITION ONLY
18 5 302 23.20 18
0.154 0
0
5 302
18 0 0 18 0 0
23.20
0 10 0 1 0
14 0 2 0 14
022 0 2 0
5 0
10 0 1
12 0
0 0
22 0 0 22 0
2
0
12 0 0
0 0
12
0.154 0
Seismic Controls Seismic Controls
0.154 0
LEVEL W (plf ) H (ft )LEVEL W (plf ) H (ft ) W*H (lb ) W*H (lb ) F (plf )F (plf )
0 2 0 20
18 5436 254
302 ***
0
1 302 18
5436 254SUM
1 5436 254
302 *** 5436 254 SUM
302
2
T2
LATERAL ANALYSIS
00 20 0

32. L-6 r03
SHEET:
5-15-2016
DATE:
JN: 0115 STR 748
L .6.8 ft .6.8 ft .0 ft ..( )2 0 ft .0 ft
1
=L 13.6 ft
W load
.( ).397 plf
.25.5 ft
2
..( ).00 plf
00
1
ft
=W load 5062 lb
υ W
W load
L DL ....14 psf
2
2
ft ..14 psf ( ).10 ft ( ).6.8 ft
=υ W 372 plf
UPLIFT ..υ W 10 ft .DL
1
2
=UPLIFT 3198 lb
W/ =A35_SPACING 16 inO.C.
USE 13 USE MSTC66B3 AT ENDS
2
L .17 ft .0 ft .0 ft .0 ft
=L 17 ft
W load
.( ).397 plf
.25.5 ft
2
..( ).0 plf
0
2
ft
=W load 5062 lb
υ W
W load
L
DL ...14 psf .2
2
ft ..14 psf ( ).10 ft ( ).17 ft
=υ W 298 plf
UPLIFT ..υ W 10 ft .DL
1
2
=UPLIFT 1668 lb
USE 14 W/ =A35_SPACING 24 in O.C.
USE MST48 @ ENDS

33. L-7r03
SHEET:
05-15-2016
DATE:
JN: 0115 STR 748
L .5. ft .4 ft .5.0 ft ..( )2 0 ft .0 ft
3
=L 14 ft
W load
.( ).397 plf
.31.50 ft
2
..( ).0 plf
0
1
ft
=W load 6253 lb
υ W
W load
L DL ....14 psf
27
2
ft ..14 psf ( ).10 ft ( ).4 ft
=υ W 447 plf
UPLIFT ..υ W 5.5 ft .DL
1
2
=UPLIFT 1798 lb
14 W/ =A35_SPACING 24 inO.C.
USE W/ CMST12 @ ENDS
4
L .7.83 ft .7.25 ft .5.1 ft .0 ft
=L 20.18 ft
W load
.( ).397 plf
.31.50 ft
2
..( ).00 plf
0
1
ft
=W load 6253 lb
υ W
W load
L
DL ...14 psf .34
2
ft ..14 psf ( ).10 ft ( ).7 ft
=υ W 310 plf
UPLIFT ..υ W 7.81 ft .DL
1
2
=UPLIFT 1097 lb
USE 12 W/ =A35_SPACING 16 in O.C.
W/ MSTC48B3 @ ENDS

34. L-8 r03
SHEET:
05-15-2016
DATE:
JN: 0115 STR 748
L .4 ft .3.33 ft .0 ft ..( )2 0 ft .0 ft
5
=L 7.33 ft
W load
.( ).506 plf
.21.5 ft
2
..( ).00 plf
00
1
ft
=W load 5440 lb
υ W
W load
L DL ....14 psf
2
2
ft ..14 psf ( ).10 ft ( ).4 ft
=υ W 742 plf
UPLIFT ..υ W 4 ft .DL
1
2
=UPLIFT 2660 lb
Ok as designed 14 addequate
W/ =A35_SPACING 16 inO.C.
USE 15 USE STHD14 AT ENDS
6
L .14.5 ft .5.5 ft .0 ft .0 ft
=L 20 ft
W load
.( ).506 plf
.22 ft
2
..( ).254 plf
19
2
ft
=W load 7979 lb
υ W
W load
L
DL ...14 psf .20
2
ft ..14 psf ( ).10 ft ( ).14.5 ft
=υ W 399 plf
UPLIFT ..υ W 14.5 ft .DL
1
2
=UPLIFT 3755 lb
Ok as designed 12 addequate
USE 14 W/ =A35_SPACING 16 in O.C.
USE STHD14 AT ENDS

35. L-9 r03
SHEET:
DATE: 05-15-16
JN: 0115 STR 748
L .5.50 ft .6 ft .0 ft ..( )2 0 ft .0 ft
7
=L 11.5 ft
W load
.( ).254 plf
.19 ft
2
..( ).0 plf
0
1
ft
=W load 2413 lb
υ W
W load
L DL ....14 psf
27
2
ft ..14 psf ( ).10 ft ( ).6 ft
=υ W 210 plf
UPLIFT ..υ W 6 ft .DL
1
2
=UPLIFT 272 lb
13 W/ =A35_SPACING 32 inO.C.
USE USE STHD14 AT ENDS
8
L .5.25 ft .5.25 ft .0 ft .0 ft
=L 10.5 ft
W load
.( ).506 plf
.31 ft
2
..( ).00 plf
0
1
ft
=W load 7843 lb
υ W
W load
L
DL ...14 psf .27
2
ft ..14 psf ( ).20 ft ( ).6 ft
=υ W 747 plf
UPLIFT ..υ W 6.25 ft .DL
1
2
=UPLIFT 3261 lb
USE 14 W/ =A35_SPACING 16 in O.C.
USE STHD14 AT ENDS

36. L-10r3
SHEET:
5-20-2016
DATE:
JN: 0115 STR 748
L .18.8 ft .0 ft .0 ft ..( )2 0 ft .0 ft
9
=L 18.8 ft
W load
.( ).254 plf
.5 ft
1
..( ).254 plf
18
2
ft
=W load 3556 lb
υ W
W load
L DL ....14 psf
2
2
ft ..14 psf ( ).10 ft ( ).18 ft
=υ W 189 plf
UPLIFT ..υ W 5 ft .DL
1
2
=UPLIFT 440 lb
W/ =A35_SPACING 32 inO.C.
USE 13
One story section only
10
L .5 ft .0. ft .0 ft .0 ft
=L 5 ft
W load
.( ).254 plf
.18 ft
2
..( ).0 plf
0
2
ft
=W load 2286 lb
υ W
W load
L
DL ...14 psf .2
2
ft ..14 psf ( ).10 ft ( ).5.5 ft
=υ W 457 plf
UPLIFT ..υ W 10 ft .DL
1
2
=UPLIFT 4149 lb
USE 13 W/ =A35_SPACING 48 in O.C.
USE STHD14 AT ENDS

37. L-11 r03
SHEET:
05-15-16DATE:
JN: 0115 STR 748
Two story section only L .5 ft .7 ft .0 ft ..( )2 0 ft .0 ft
10a
=L 12 ft
W load
.( ).506 plf
.32.5 ft
2
..( ).506 plf
0
2
ft
=W load 8223 lb
υ W
W load
L DL ....14 psf
2
2
ft ..14 psf ( ).10 ft ( ).5 ft
=υ W 685 plf
UPLIFT ..υ W 10 ft .DL
1
2
=UPLIFT 6467 lb
W/ =A35_SPACING 8 in O.C.
USE 14 USE HD9B AT ENDS