07-16-008ASCE 7-02 WIND LOAD CALCULATIONS
MEAN ROOF HEIGHT
= 13' < 30'
WIND SPEED
= 14ro MPH
FROM 46GE 1- 02
SIMPLIFY METHOD CAN
BE USED
USE LINEAR INTERPOLATION
ROOF PRESSURES
EFFECTIVE WIND AREA
ZONE
+ PRE55.
- PRESS.
10
1
+15
-31
20
1
+14
-3ro.5
100
1
+10.5
-34.5
EFFECTIVE WIND AREA
ZONE
+ PRE55.
- PRESS.
10
2
+15
-G3.5
20
2
+14
-51
100
2
+10.5
-41
EFFECTIVE WIND AREA
ZONE
+ PRE65.
- PRESS.
10
3
+15
-'35.5
20
3
+14
-18.5
100
3
+10.5
-41
WALL PRE55URE5
SOIL STATEMENT:
a. TH15 SITE HAS BEEN OBSERVED TO BE SOIL, SAND AND ROCK AND 15 CAPABLE
OF 5UPPORTING A LOAD OF 2,000 P.S.F. THE DE5'GN LOAD OF THIS PROJECT DOES
NOT EXECEED 2,000 P.5.F.
b. A LETTER WILL BE 5U5MITTED AFTER GROUND HA5 BEEN BROKEN, ATTESTING
TO THE FACTS THAT THE SITE HAS BEEN OBSERVED AND CONDITIONS ARE
SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED
EFFECTIVE WIND AREA
ZONE
+ PRESS.
- PRESS.
10 S.F.
4
+31.5
-41
50 5.F.
4
+33.5
-31.5
500 S.F.
4
+28
-32
10 S.F.
5
+31.5
- 50.5
50 5.F.
5
+33.5
- 43
500 S.F.
5
+28
-31.5
USE LINEAR INTERPOLATION,
WE
HAVE THE
VALUES SHOWN
ON THE ELEVATIONS AND
THE
ROOF PLAN
CALCULATION FOR "a"
10% OF LEAST DIMENSION =
.1 x 31' =
3.1'
0.4xh
=
0.4xII' =
4.4'
USE 3' THE VALUE FOR "a"
JOINTS LAPPED
4'-0" MIN.
4"x4"x1/2 "TH. 6TEE1-
COLUMN FILL W/
CONG. GROUT (TYP.)
W/ 5/a' TYPE "X' GYP.
BD. ENCA155ED AROUND
THE COLUMN
4'x4'x2' CONC. PAD
W/ (ro) "50 L.I.U. AND
(�el) R51P 5.W.
GRADE
4 v
I v v
YL
v v° G
v a
<
° <� ° ° v
G °
° ° G
� a °
v v
v -6 v G < °
4' - 0'
2 STEEL COLUMN DETAIL
S- I j SCALE: 1 1 /2" = 1'-0"
INTERIOR BEARING PTN. W/ 5/a"
TYPE "X" GYP. BD. EA. SIDE
2x4 STUDS �@ 1(o" O.C. W/(2) 2x4
TOP PL. W/ RAFTER TIE
,aEA. STUD 4 P.T. 2x4 BOT. PL.
W/ 11/2 "x1" L A.B. @ 2'-0" TO GONG. FTG.
2x4 BRACING
BETWEEN STUDS
'/2" x 1"A5 a) 2'-0" 12"H x 24' W. MONOLITHIC
O.G. TO CONC. CONC. FTG. W/ 3 #5 0 4
FOOTING #5 0 TRANSVERSE a 2'-0" O.G.
d P
• • ° • d
4" WALL BEADING SECTION
�-'
SCALE: 3/4" = 1'-0"
8"x12" TB W/ (4) �E?0 -
4 (4) #3 � @ 12' O.C. a ENDS
1*3 0 48' REMAINING
EL. 2nd FLOOR
TB '
CONC. LINTEL
W/ (2) 4 0 ELEVATION
CON-C. LINTEL
SCALE: 1 /2" = 1'-0"
ISf6'
USP TAPLIro STRAP
CONTINUOUS WELD ALONG
OF TOP FLANGE-\
WSX10 STEEL BEAM
CORNER COLUMN
14,
41
141
41 i
J
TY
4'x4'x'/2 "TH. STEEL
�COLUMN (TYP.)
W/ DECCRATIVE CLADDING
ENCAISSED AROUND
THE COLUMN
\
- 4'x4'xO25'
CONCRETE
�ELLMLEDCOUN
IP 12'x0.50'x12'
NOTE:
w/ 4-1/8'm HOLES
VERIFY DIMENSION5 WITH
FOR 3/4'0 EXP. BOLTS
TRUSS 1ANUFAGTURER
8' MIN. E115EDMENT,
NOTE:
- ALL 3/4'0 THR1 BOLTS TO BE ASTM A325.
- ALL 1/4' STEEL PLATES TO BE A371 A36.
- ALL 6PECiFIED MATERIALS ABOVE TO BE EQUAL
OR BETTER
- 1/4' FILLET WELD FOR ALL PLATE CONNECTIONS.
NOTE:
- ALL BOLT HOLES TO BE 1/6'0 FOR 3/4'0 BOLTS.
- ALL EXPAN61ON BOLTS TO BIE HILTI <Wi< BOLT II.
- ALL THRU BOLTS TO BE ASTf•1 A325.
BUCKET UPLIFT CAPACITY:
- ALL STEEL PLATES TO BE ABTM A36.
ONE 3/4'0 THRU BOLT IN
- 1/4' FILLET IJELD3 ALL AROUIND FOR PLATE
AND COLUMN GOI NECTiONS.
DOUBLE SHEAR, EQUALS:
-ALL BOLT HOLES 71/8" FOR 4BOLTS.
LOAD PERPENDICULAR TO GRAIN = 1,330 LB6.
- USE PLYWOOD FILLEE RS5 WHEN REQUIRED.
LOAD PARALLEL TO GRAIN = 3,300 LB6,
BUCKET UPLIFT CAPACITY:
WITH SHORT DURATION LOAD FACTOR Cp -- 1.6
- 4,000 LBS UPLIFT �ER ONE 3/4'0 THRU BOLT.
USING 1.3 FACTCR, 1,000 L53 x 1.3 = 1�29 LB3/5OLT
BCK -9A (2 MEMBER)
a i,�, ntrri r,i i`-✓rr
FOUNDATION SCHEDULE
REINFORCING
MARK
61ZE
REMARKS
CONT. TRANS\/. j
F-2
4'-O"x4'-O"x2'-O"
(3) #'� 0
(3) *5 0
-
CONC. PAD
MF 24
24"W_x12"H.
-
-
(3) #5 ^5 2'-0"', MONOLITHIC FTC.
4.5"X4.5'X3/4" TH. STEEL
BASE PLATE WELDED
TO STEEL BEAM
BEAM D ETA I L
- SCALE: 2" = 1'-0"
VXV STARTER
COLUMN W/(2)
05 0 VERT. (TYP.)
05 0 DOWEL INTO EX16T\
FOUNDATION PLAN
N 0 RT H SCALE: 1/4'. = 1'-0"
1 0 1 . o1 t
3 7 J
z' DIAMETER
HILTI KWIK BOLT II
2 LOCATIONS
r-- 1/4' X BENT STL f ,L-A E , -
WELDED TO STEEL BE�Artwj s
W SX1ro
STEEL
BEAM
BEAM D ETA I L
SCALE: 2" = 1'-0"
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G.C.
C. M.
D
DATE
12-11-2006
SCALE
AS SHOWN
JAB hJ0
22-2006
SHEET
S-1
3 7 S-,EE-�