Parkside Commerical Center 10904 57th St NE (5) BIG PLANS0
E
0
0
:2
U)
0
E
E
0
E
a
C
0
LL-
2
C*4
Co
4
0)
tK
I
FJ
)NC. SLAB -ON -GRADE ^4
COMPACTED SAND T-
ION, TOP OF SLAB
kTION = 100*-0"
THROUGHOUT)
r - -I
L J
SLAB CONTROL
ISTRUCTION JOINT
5'-0" O.C. EA. WAY.
Sl AND 3/Sl
FJ
L7
_J
-- - - - - --- - - - - - -- - - - - - - - -
------------------------ !J
8'--7 1/2" 4'-0"
-JIT r7o]l 11
Q,
/Q1
BAR 2'-0" AT 2'-0" O.C.
119'-8 1/2"
A
TYPICAL SLAB CONSTRUCTION JOIIINT
1/8" SAW CUT
TYPICAL SAWCUT SLAB CONTROL JOINT
21'-2 1/2"
FOUNDATION PLAN
2x6 TREATED BOTT.-
PLT. W/ 1/2"Ox`10"
EMBEDMENT ANCHOR
BOLTS 0 48" O.C.
SLAB, SEE PLAN
COMPACTED
GRANULAR FILL,
SEE PLAN
FOOTING, -
SEE PLAN
0 0
TYP. ALL EXT. WALLS
1/2" PLY. SHEATHING
FASTENED WITH 10d
NAILS @ 6" O.C. MAX.
BRICK VENEER, SEE ARCH.
6" HALF MASONRY
TOP COURSE
FINISHED FLOOR Ah,
TYPICAL DETAIL
SCALE: 3/409 = 10-000
GENERAL STRUCTURAL NOTES:
1. BUILDING CODE:
STRUCTURAL DESIGN CONFORMS TO THE REQUIREMENTS OF THE
2000 INTERNATIONAL BUILDING CODE (IBC)
WITH STATE OF MINNESOTA AMENDMENTS
1 2. DESIGN LOADS:
L J-
WIND LOAD
BASIC WIND SPEED (3 SECOND GUST) .................... 90 MPH
WIND IMPORTANCE FACTOR, I .................................. 1.0
EXPOSURE................................................................. B
INTERNAL PRESSURE COEFFICIENTS, GC ................ ±0-18 pi
AOC' I nAr)
LN
LIVELOAD (L.L.) ....................................................... 40 PSF
DEAD LOAD (DESIGN D.L.) ........................................ 15 PSF
3. ROOF SNOW LOAD:
GROUND SNOW LOAD, Pg ............................................. 50 PSF
FLAT ROOF SNOW LOAD, Pf ........................................ 40 PSF
SNOW EXPOSURE FACTOR, Ce ............................. .... ** 1.0
SNOW LOAD IMPORTANCE FACTOR, I .......................... 1.0
THERMAL FACTOR, Ct ................................................... 1.0
PLUS SNOW ACCUMULATION AS REQUIRED BY IBC,
CHAPTER 16, SECTION 1608.
COORDINATION:
1. STRUCTURAL MEMBERS INCLUDING SLABS, BEAMS, JOISTS,
0
COLUMNS AND WALLS ARE DESIGNED FOR "IN PLACE LOADS'
Q1.
I
-00
CONTRACTOR SHALL BE RESPONSIBLE FOR BRACING, WITHOUT
LO
OVERSTRESSING, ALL STRUCTURAL ELEMENTS (AS REQUIRED
AT ANY STAGE OF CONSTRUCTION) UNTIL COMPLETION OF
7 0) -0
THIS PROJECT.
FOUNDATIONS:
1. FOOTINGS WERE DESIGNED FOR A MAXIMUM SOIL BEARING
PRESSURE OF 2500 PSF. SOIL BEARING PRESSURE SHALL
BE VERIFIED PRIOR TO THE CONSTRUCTION OF THE FOOTINGS
AND REPORT. ANY DISCREPANCIES TO THE ENGINEER. LOWER
THE EXISTING FOOTING ELEVATIONS SHOWN IF NECESSARY TO
OBTAIN THE REQUIRED BEARING PRESSURE.
CONCRETE:
1. ALL CONCRETE SHALL BE NORMAL WEIGHT (150 PCF.) MINIMUM
28 DAY COMPRESSIVE STRENGTH, AS SPECIFIED BELOW:
FOOTINGS AND FOUNDATION WALLS ............ 3000 PSI.
SLAB ONGRADE .......................................... 4000 PSI.
2. PROVIDE 3" CLEAR COVER ON BOTTOM AND SIDES FOR
FOOTING REINFORCING.
3. MAX. DISTANCE BETWEEN SLAB CONTROL OR CONSTRUCTION
JOINTS SHALL NOT EXCEED 15'-0"
4. EXCEPT WHERE OTHERWISE SHOWN, SLABS ON GRADE SHALL BE
REINFORCED WITH 6x6-10/10 WELDED WIRE MESH OR FIBERMESH.
5. EXCEPT WHERE OTHERWISE SHOWN, SLABS ON GRADE SHALL
BE 4" THICK CONCRETE.
REINFORCING STEEL:
REINFORCING STEEL SHALL CONFORM TO ASTM (GRADE 60).
ol
2. WELDED WIRE FABRIC SHALL BE NEW BILLET STEEL, COLD
DRAWN AND CONFORMING TO ASTM A185 AND A82.
3. BAR SUPPORTS, DESIGN, DETAILING, FABRICATION AND
e-
PLACING OF REINFORCING BARS AND MESH SHALL BE IN
ACCORDANCE WITH THE ACI CODE AND DETAILING MANUAL.
FIL CORES AND REINFORCE
4. UNLESS NOTED OTHERWISE, ALL REINFORCING LAP SPLICES
Wfll 2 #5 VERTICAL AT ALL
SHALL BE 40 BAR DIAMETERS OR 12", WHICHEVER IS GREATER.
GIRDER TRUSS BRG.
WCATIONS (12 THUS,
WOOD TRUSSES:
I 191CLUDING BUILDING
1 . ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD
CfORNERS).
SUPERIMPOSED SNOW LOAD OF 40 PSF (10 PSF DEAD LOADS) AND)
A BOTTOM CHORD LOAD OF 5 PSF.
2. SUBMIT CERTIFIED CALCULATIONS WITH THE SHOP DRAWINGS.
3. REFER TO DRAWINGS FOR REQUIRED CONFIGURATION, PITCH,
OVERHANG, ETC...
4. PROVIDE GIRDER TRUSSES, HIP -JACKS, STEP-DOWN TRUSSES,
ETC. AS REQUIRED.
5. PROVIDE METAL FRAMING ANCHORS AT TRUSS BEARING
LOCATIONS.
6. NO FIELD MODIFICATIONS OF ROOF TRUSSES SHALL BE ALLOWED
WITHOUT THE WRITTEN APPROVAL OF THE TRUSS MANUFACTURER.
DIMENSIONAL LUMBER:
1. FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE
WITH THE NATIONAL DESIGN SPECIFICAPON FOR STRESS GRADE
LUMBER AND ITS FASTENINGS
2. ALL MEMBER SIZES SHOWN ON PLANS ARE NOMINAL DIMENSIONS.
3. DIMENSION LUMBER SHALL BE DOUG. FIR, HEM FIR OR S-P-F,
NO. 2 OR BETTER.
4. UNLESS NOTED OTHERWISE, ALL NAILING SHALL BE IN
I ACCORDANCE WITH TABLE 2304.9.1 OF THE BUILDING CODE.
5. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS
SHALL BE FRAMED WITH JOIST HANGERS.
6. WOOD MEMBERS SHALL BEAR THE FULL WIDTH OF SUPPORTING
MEMBERS UNLESS OTHERWISE NOTED.
MASONRY:
1. CONCRETE MASONRY UNITS SHALL CONFORM TO THE
REQUIREMENTS OF ASTM C90.
2. MINIMUM COMPRESSIVE STRENGTH OF MSY. UNITS F'm 1500 PSI.
3. GROUT FOR HOLLOW MASONRY UNITS SHALL HAVE A 28 DAY
COMPRESSIVE STRENGTH OF 3000 PSI. AND SHALL BE NORMAL
WEIGHT PEA GRAVEL CONCRETE.
4. ALL VERTICAL REINFORCING SHALL BE CONTINUOUS WITH 40
BAR DIAMETER LAPS AT SPLICES UNLESS NOTED.
SPECIAL INSPECTIONS AND TESTING SCHEDULES:
.Specification
Pomnnrf
Section Description_ Type of Firm Freq�ency Assigned Firm
T-.+!- (Z^kmAi ilzo
TABLE 1704.4
CONCRETE FOUNDATION
TA
1 SET100 CY
1803
GRADING AND FILLING
TA
CALL CONT.
ACKNOWLEDGMENTS
Owner:
Contractor: &a
Architec
SER:
* SI:
* Sh
TA:
TA:
F:
F:
Firm:
---Date-
Firm:
-----Date:
Firm: __LAMPERT ARCHITECTS -Date: 06.03.U!�'
Firm: STROH
ENGINEERING. --Date: 06.03.05
Firm:
----Date: --- --
Firm:
---Date:
Firm: - - - -
-----Date: - - - - - - - -
Firm: - - -
- - - - - - - - - - - Date:
Firm:
---Date:
Firm:
---Date: - - - - - -
1128 SIBLEY MEMORIAL HIGHWAY
MENDOTA HEIGHTS. MN 55118
PHONE 651-H5H-9H55
PAX 651-H5H-5086
ENGINEER CERTIFICATION:
I HEREBY CERTIFY THAT THIS PLAN,
SPECIFICATION OR REPORT WAS
PREPARED BY ME OR UNDER MY DIRECT
SUPERVISION AND THAT I AM A DULY
LICENSED PROFESSIONAL ENGINEER
UNDER THE LAWS OF THE STATE
OF MINNESOTA.
SIGNATURE
BERNIE STROH
PRINT NAME
LICENSE NO.
06.03.05
DATE
ce
LLJ
0
UJ
U
<
U
<
CL
LU
010
0
U
Structural Engineer: BERNIE S.
Drawn By. PAE
Checked By. BS
Revisions
04.05.05 CHECK SET
06.03.05 1 ISSUED
FOUNDATION PLANI
NOTES AND
DETAILS
Sheet Number
. si.
Project No. 041027-1