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53/13/2001 08:33 5036153570 KADAPLAKELOWN
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ALLEGIANCETTELECOM.INC. .-- �)1+1EWA
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10li75&W CASCADE AVENUE _
'HARD OREGON
FOR - • - '4 Gam.
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1106 K CHAMEE 6T., SUM 310 . . �.._....s... '_. - _. ._
MTOORE, MD 2120
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GENERALN ABBREVIATIONS: ,� •a
GROUT:
1 OL Cho*
AB ANCHOR BOLT ' 31
GROUT SHALL BE NEON--SHRINK. �.. �
ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE UNIFORM ARCH ARCHITECTURAL
BUILDING CODE. BOT BOTTOM �t FAX
t .
2 LOADINGS: MENTSTRUCTURAL .STEEL: CfO C CER TO CENTER � r
SEISMIC UBC ZONE 3 = 1 ,0 CJ CONSTRUCTION/ CONTROL JOINT
1 STEEL SHAPES, PLATES, AND BARS SHALL. BE ATSM A36. '
CL CENTERLINE
WIND 80 MPH EXPOSURE P, CLLR CLEAR CLEARANCE
GROUND SNOW LOAD 25 PSF 2 STEEL SHAPED TUBING SHALL BE ATSM A500 GRACE B (Fy = 46 KSI). �
COL COLUMN •�►> , ;
3 CONTRACTOR TO VERIFY do CONFIRM DIMENSIONS IN THE FIELD do WITH VENDOR DRAWINGS 3 FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE CONT CONCRETE r.
AND NOTIFY OREGON ENGINEERS LTD REGARDING ANY DISCREPANCIES PROIR TO START OF WORK. ASIC "'SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR CTRD CENTERED
BUILDINGS" AND "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". EL ELEVATION
4 THESE DOCUMENTS ARE aTAMPED ONLY AS TO THE DESIGN SHOWN, OREGON ENGINEERS LTD DESIGN AND CONSTRUCTION OF TEMPORARY BRACING OR SHORING TO SAFELY SUPPORT S'I-EEL EW EACH WAY
IS NOT ACTING AS ARCHITECT FOR THE WHOLE PROJECT. PRIOR TO COMPLETION OF CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. FDN FOUNDATION
4 ALL BOLTS AT MOMENT CONNECTIONS SHALL BE ATSM A325N, 3 4" DIA. TIGHTENED PER AISC FTG FAR I GE
y
5 TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL 7YP UN. HIGH STRENGTH BOLTING SHALL BE IN ACCORDANCE W14H AISC "SPECIFICATION FOR � OOT NG - r7' '
STABILITY DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWING HAS BEEN STRUCTURAL JOINTS USING ATSM A325 BOLTS". BOLTS AT OTHER CONNECTIONS MAY BE ASTM WHOI
A
DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. A307 OR ASTM A325, LULAM B
ETE ANCHOR
5 MACHINE BOLTS AND ANCHOR BOLTS SHALL BE ATSM A307. ANCHOR BOLTS SHALL BE HOT HORIZONTAL
DIPPED GALVANIZED. HSB HIGH STRENGTH BOLT
CONCRETE FORMWORK : IF INSIDE FACE
JT FORMWORK, H IN HALL BE IN ACCORDANCE WITH ACI 301 6 *WONG SHALL BE IN ACCORDANCE WITH AWS D1 . 1 "STRUCTURAL WELDING CODE--STEEL". LONG. JOINT
1 K, SNORING, AND RES OR G S , .... :ONGITUD'E
» FCOp " WELDING FILLER METAL SHALL BE AWS A5. 1 OR A5.5 E70XX LOW HYDROGEN ELECTRONIC. .'�
SPECIFICATIONS FOR STRUCTURAL CONCRE'I�F , �. . uui�!�INGS AND ACI 347 RECOMMENDED LSH LONG SLOTTED HOLE - °....
PRACTISE FOR CONCRETE FORMWORK". WELDERS SHALL BE AIMS CERTIFIED. SURFACES TO BE WELDED SHALL BE WIRE BRUSHED MAX MAXIMUM
CLEAN BEFORE WELDING. MB MACHINE BOLT a
2 REMOVE FORMS ONLY WHEN CONCRETE IS SUFFICIENTLY HARD TO PREVENT DAMAGE BY FORM
REMOVAL AND THE CONCRETE HAS ATTAINED SUFFICIENT STRENGTH TO SAFELY CARRY DEAD 7 ALL STEEL FABRICATIONS SHALL BE SHOP PAINTED WITH PRIMER MIN MINIMUM
AND ANY SUPERIMPOSEDWHICHMAY BE APPLIED AS SUBSTANTIANTED BY FIELD CURED TEST NS NUT NON—DESTRUCTIVE TESTING ' r�
SIDE
CYLINDERS. NTS NOT RTO SCALE
S Al
E
OC ON CENTER =`r
FOUNDATION: OPP OPPOSITE , E
REINFORCING STEEL: PJF PRM '
1 PROVIDE A MIN. 6 LAYER OF 3 4» MINUS STRUCTURAL FILL BENEATH BATTERY ROOM & E OLDED JOlhrl FILLER ,
1 REINFORCING STEEL SHALL BE ATSM! A615 GRADE 60 DEFORMED BARS.
GENERATOR SLABS. NOT MORE HAN 5 % OF THE FILL SHALL PASS THROUGH A NO. 200 SIEVE PL PLATE r*...
SIEVE BASED ON THE WET SIEVE ANALYSIS. FILL SHALL BE COMPACTED TO 95% RELATIVE PSF POUNDS PER SQUARE FOOT 4 . '
COMPACTION PER ASTM D15557. PSI POUNDS PER SQUARE INCH `
2 FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRS( SIB STRUCTURAL ISOLATION BREAK
MSP-- 1 MANUAL OF STANDARD PRACTICE. AND ACI 301 SPECIFICATIONS FOR STRUCTURAL SIM SIMILAR s.
CONCRETE FOR BUILDINGS". 2 OVER EXCAVATE TO REMOVE AND CRACKED OR LOOSE EXISTING MATERIAL BELOW SLAB AND SQ SQUARE {
FOUNDATION EXCAVATIONS. BACK FILL WITH STRUCTURAL FILL PER NOTE 1 . SST STAINLESS STEEL
3 REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI CLASS B WITH
SPLICES STAGGERED BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. SLOTTEDSSH SHORT HOLE
STD STAN DAR D
K
STIF STIFFENER
4 CONCRETE COVER OVER REINFORCING STEEL SHALL BE AS FOLLOWS TYP UN: NO, - Y- --_„_ � STL STEEL � .r
ROOF LEVEL FRAMING. Y _� .
`. , `�"--..-�� _� SYMM SYMEThICAL �
CAST AGAINST EARTH — 3 T h
,._ & B TOP AND BOTTOM
EXPOSED � EARTH OR WEATHER 2" 1 CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD AND WITH VENDOR DRAWINGS PRIOR TO ) THK THICKINSTALLATION, 't
T0 E —
TOP OF
OTHER LOCATIONS -- 1 - 1 /2
.. TOC TOP OF CONCRETE
- ,-'
TOF TOP OF FOOTING
5 REINFORCING STEEL SHALL BE SECURELY PIED IN PLACE WITH DOUBLE ANNEALED IRON WIRE. T'7S TOP OF STEEL
Ir
TCW. TOP OF WALL
TRANSV TRANSVERSE ---- — �---
CONCRETE:
" TYP. TYPICAL R�"id"
1 CONCRETE SHALL BE fc = 3000 PSI 0 28 DAYS AIR ENTRAINED 5%. SLUMP SI-ALL BE 4 +/-- UN UNLESS NOTED
1 " EXCEPT 3" +4—ACI
1 " AT SLABS. CONCRETE. MATERIALS AND QUALITY SHALL BE IN » VERT VERTICLE r IFC--20 N01 00
R LT1 IL IN REQUIREMENTS ACCO DANCE W3 8 "BUILDING G CODE FOR REINFORCED CONCRETE . W/ WITH 1 MISC-6 OEC 00
W/0 WITHOUT
2 CONCRETEPLACEMENT AND CURING SHALL BE IN ACCORDANCE WITH ACI 301 "SPECIFICATIONS WS WATERSTOPWWF WIRE WELDED FABRIC
FOR STRUCTURAL CONCRETE IN BUILDINGS". .t
3 WEDGE ANCHOR SIZE SHALL BE AS SHOWN ON THE DRAWINGS. PRODUCTS INCLUDE HILTI KWK 7. ;.
BOLT II. REQUIRED EMBEDMENT OF THE ANCHORS UNLESS TOLD OTHERWISE.
1 /2- EMBED = 4" MIN. - WWON
5/8 EMBED 5 MIN, r -
" = LTp .
3/4 EMBED = 6" MIN. mum
ALL WEDGE ANCHORS SHALL BE ICBO APPROVED.
4 ADHESIVE ANCHOR SIZE SHALL BE AS SHOWN ON THE DRAWINGS. PRODUCTS INCLUDE HILT(
HY150. INSTALLATIONS SHALL BE PER MANUFACTURERS INSTRUCTIONS. ALL ADHESIVE ANCHORS
SHA;_L BE SPECIAL INSPECTED. WHERE SPECIAL COATING ON CONCRETE FLOOR IS CALLED OUT
1 1 i
ON THE CONTRACT DRAWINGS. ADHESIVE SHAD ,L BE COMPATIBLE WITH SPECIAL COATING AS
REQUIRED. ALL ADHESIVE ANCHORS SHALL BE ICBO APPROVED. Ft
5 CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE 1994 UNIFORM BUILDING CODE.
CONCRETE STRENGTH SHALL BE VERIFIED BY STANDARD 28 DAY CYLINDER TESTS. A COMPLETE r
RECORD OF TESTS SHALL BE REVIEWED BY THE ENGINEER PROIR 'TO PROJECT COMPLETION.
WOOD : 7 r.
1 ALL PURLINS AND SLAB PURLINS SHALL BE DOUGLAS FIR LARCH NO. 1 AND BETTER. agrommloft• ••••••cost............................:.::::::::::"pw to
�, x �,
2 FRAMING CONNECTORS SHALL BE SIMPSON STRONG TIE slow
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r3 GLUI,AM BEAMS SHALL MEET THE FOLLOWING REQUIREMENTS:
(, Fbxx = 2400 PSI ft— caw
r Fvxx = 155 PSI
INDUSTRIAL APPEARANCE GRADE
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