ATT_2_-_Signed583.KyleFire.7.16.2013.FINAL.pdf

PDF 30 MB Posted Jul 17, 2013

Attached to: MK Administrative Site - Kyle Canyon Fire Station Project Federal contract opportunity
Solicitation number: AG-0261-S-13-0068
Issued by: Department of Agriculture Forest Service R4-Intermountain Region

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ATT 2 - Fire Station Drawings

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Other files for this federal contract opportunity

Other files attached to MK Administrative Site - Kyle Canyon Fire Station Project, newest first.
File	Type	Posted
Amend_0003-_AG-0261-S-13-0068.pdf	PDF	Aug 13, 2013
S-13-0068_Fire_Station_Amendment_0002.pdf	PDF	Aug 7, 2013
Amend_0001_-_AG-0261-S-13-0068.pdf	PDF	Aug 1, 2013
Amend_0001_-_ATT_1_-_Replacment_Pages_014100_CQC.pdf	PDF	Aug 1, 2013
Amend_0001_-_ATT_-3_-KyleCanyonAdminSiteGeotechReport.pdf	PDF	Aug 1, 2013
Amend_0001_-ATT_2_-_Replacment_Page221105-2.pdf	PDF	Aug 1, 2013
ATT_1_-_MiddleKyleAdminSpecsFinal.6.08.2013.pdf	PDF	Jul 17, 2013
ATT_3_-_WD_NV4_-_Building_05-03-13.pdf	PDF	Jul 17, 2013
ATT_4_-_Past_Performance_Questionnaire.pdf	PDF	Jul 17, 2013
S-13-0068_Fire_Station_RFP.pdf	PDF	Jul 17, 2013
ATT_6_-_FIRE_PLAN.pdf	PDF	Jul 17, 2013
ATT_5-_Fire_Station_Cost_Estimate_Breakdown.xlsx	XLSX spreadsheet	Jul 17, 2013

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STRUCTURAL NOTES

A. GENERAL

1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE PART OF THE

CONSTRUCTION DOCUMENTS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL GOVERN OVER THE STRUCTURAL

NOTES AND TYPICAL DETAILS.

2. SEE SPECIFICATIONS FOR REQUIRED SUBMITTALS. SUBMITTALS SHALL BE MADE IN A TIMELY MANNER AS INDICATED IN

SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SIZES, DIMENSIONS, AND ELEVATIONS ON SUBMITTALS AS

RELATED TO DESIGN DOCUMENTS. PREPARATION OF SHOP DRAWINGS FOR STRUCTURAL ELEMENTS WILL REQUIRE

INFORMATION (I.E. DIMENSIONS, ETC.) FOUND IN THE ARCHITECTURAL, STRUCTURAL, AND OTHER CONSULTANTS DRAWINGS.

3. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE SITE. IF ACTUAL CONDITIONS DIFFER FROM THOSE

SHOWN ON CONTRACT DOCUMENTS, CONTRACTOR SHALL NOTIFY CONTRACTING OFFICER (CO) PRIOR TO FABRICATION OR

CONSTRUCTION OF ANY AFFECTED ELEMENTS.

4. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL LOCATIONS AND SIZES OF MECHANICAL EQUIPMENT OR OTHER

EQUIPMENT BEFORE FABRICATING AND ERECTING STRUCTURAL ELEMENTS. SIZES AND LOCATIONS THAT DIFFER FROM THOSE

SHOWN ON THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE CONTRACTING OFFICER (CO).

5. OBSERVATION VISITS TO THE SITE BY ARW ENGINEERS FIELD REPRESENTATIVES SHALL NEITHER BE CONSTRUED AS

INSPECTION NOR APPROVAL OF CONSTRUCTION.

6. DURING AND AFTER CONSTRUCTION, BUILDER AND/OR GOVERNMENT SHALL KEEP LOADS ON STRUCTURE WITHIN THE LIMITS OF

DESIGN LOADS AS NOTED IN THESE DOCUMENTS.

7. SUBJECT TO REVIEW AND APPROVAL BY THE CONTRACTING OFFICER (CO), TYPICAL OR SIMILAR DETAILS AND SECTIONS SHALL

APPLY WHERE SPECIFIC DETAILS ARE NOT SHOWN. TYPICAL OR SIMILAR DETAILS REFER TO THE CONDITION ADDRESSED AND

ARE NOT NECESSARILY DETAILS LABELED “TYPICAL” OR “SIMILAR” IN THE PLANS AND DOCUMENTS.

8. DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN

SCALED FORM; HOWEVER CONTRACTOR/SUPPLIERS SHOULD NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION.

9. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SHORING AND BRACING FOR ALL STRUCTURAL ELEMENTS UNTIL

THE ENTIRE STRUCTURAL SYSTEM IS COMPLETED. DESIGN OF ALL SHORING AND BRACING IS BY OTHERS AT NO ADDITIONAL

COST TO THE GOVERNMENT.

10. ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTIVITIES UNDER CONTROL OF THE CONTRACTOR SUCH AS CONSTRUCTION SITE

SAFETY, MEANS, METHODS AND SEQUENCING OF CONSTRUCTION. ENGINEER SHALL NOT BE RESPONSIBLE FOR FABRICATION, ERECTION AND CONSTRUCTION REQUIREMENTS AS PRESCRIBED BY OSHA OR OTHER REGULATORY AGENCIES REGARDLESS OF

INDICATIONS IN THESE DOCUMENTS.

B. STATEMENT OF SPECIAL INSPECTIONS AND SPECIAL INSPECTIONS

1. THE DESIGNATED SEISMIC/WIND SYSTEMS AND SEISMIC/WIND-FORCE-RESISTING SYSTEMS THAT ARE SUBJECT TO SPECIAL

INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705.1 ARE IDENTIFIED ON THESE DOCUMENTS WITH A CIRCLE “L”. ALL OTHER

ITEMS REQUIRING SPECIAL INSPECTION ARE IDENTIFIED IN THE SPECIAL INSPECTION SCHEDULE ON SHEET S0.12-S0.14.

2. SPECIAL INSPECTIONS AND TESTING ARE TO BE PROVIDED AS REQUIRED BY IBC SECTIONS 1704 THROUGH 1708 AND OTHER

APPLICABLE SECTIONS OF THE IBC. THE TYPE AND FREQUENCY OF TESTING AND SPECIAL INSPECTIONS SHALL BE AS NOTED IN

THE SPECIAL INSPECTION SCHEDULE, JOB SPECIFICATIONS, AND ACCORDANCE WITH IBC SECTION 110 AND CHAPTER 17.

CONTRACTOR SHALL COORDINATE AND COOPERATE WITH REQUIRED INSPECTIONS.

3. ALL TESTING AND SPECIAL INSPECTION SHALL BE PROVIDED BY A QUALIFIED INDEPENDENT SPECIAL INSPECTION AGENCY IN

ACCORDANCE WITH IBC 1704 AND AS OUTLINED IN THE JOB SPECIFICATIONS. REPORTS OF FINDINGS OR DISCREPANCIES SHALL

BE NOTED AND FORWARDED TO THE CONTRACTOR, ARCHITECT, ENGINEERS, AND CONTRACTING OFFICER(CO) IN A TIMELY

MANNER.

4. STRUCTURAL OBSERVATION VISITS SHALL BE PERFORMED IN ACCORDANCE WITH THE CONTRACT AS NEEDED TO OBSERVE THE

CONSTRUCTION OF CRITICAL BUILDING ELEMENTS (I.E. FOOTINGS, WALLS, DRAG STRUTS AND THEIR CONNECTIONS, COLLECTORS, AND ROOF DIAPHRAGMS). STRUCTURAL OBSERVATION REPORTS FOR EACH VISIT SHALL BE SENT DIRECTLY TO

THE CONTRACTING OFFICER (CO) FOR DISTRIBUTION TO THE CONTRACTOR AND BUILDING OFFICIAL. STRUCTURAL

OBSERVATION VISITS SHALL NEITHER BE CONSTRUED AS SPECIAL INSPECTION NOR APPROVAL OF COMPLETED

CONSTRUCTION.

5. IN ACCORDANCE WITH IBC 1709, THE CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY

TO THE CONTRACTING OFFICER (CO). THE STATEMENT SHALL BE SUBMITTED PRIOR TO THE CONSTRUCTION OF ANY

SEISMIC/WIND-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC/WIND SYSTEM, OR COMPONENT IDENTIFIED IN THESE

DOCUMENTS WITH A CIRCLE “L”.

F O R E S T

S E R V

H U

M B O L D T

T O

A B E

N A T

N A L

F O R E S T

E C T O R E N G

E E R

D R A W

S H E E T

O F

D E S

B Y

C H E C K

D R A W

B Y

C H E C K

A P P R O V E D

A T E

D e p a r t m e n t o f

A g r ic u lt u r e

In te rm o u n ta in

R e g io n g in e e ri n g

P R O

C T N o.

T S E R V

DE P A R

T O F

URE

C U s e rs b e n ja m in p D o c u m e n ts S K yl e

C a n yo n

F ir e

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:0 :1

P M

S T R U

C T U

R A L

O T E S

D L E

K Y L E

A D M

T R A T

K Y L E

C A N

Y O N

S T A T

N S

Structural Sheet Index

SHEET NUMBER SHEET NAME

S0.01 STRUCTURAL NOTES

S0.02 STRUCTURAL NOTES CONTINUED

S0.03 STRUCTURAL NOTES CONTINUED

S0.04 STRUCTURAL NOTES CONTINUED

S0.05 SCHEDULES

S0.06 SCHEDULES

S0.07 SCHEDULES

S0.08 SCHEDULES

S0.09 SCHEDULES

S0.10 SCHEDULES

S0.11 SCHEDULES

S0.12 SCHEDULES

S0.13 SCHEDULES

S0.14 SCHEDULES

S1.01 FOOTING & FOUNDATION PLAN

S1.02 ROOF FRAMING PLAN

S2.01 TYPICAL DETAILS

S2.02 TYPICAL DETAILS

S2.03 TYPICAL DETAILS

S2.04 TYPICAL DETAILS

S2.05 TYPICAL DETAILS

S2.06 TYPICAL DETAILS

S2.07 TYPICAL DETAILS

S2.08 FOOTING AND FOUNDATION DETAILS

S2.09 FOOTING AND FOUNDATION DETAILS

S2.10 ROOF FRAMING DETAILS

S2.11 ROOF FRAMING DETAILS

S2.12 ROOF FRAMING DETAILS

CONTACT: JUSTIN NASER S.E.

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d. EXTERIOR SLABS (DOCKS, ETC.):

1) 28 DAY COMPRESSIVE STRENGTH:4500 PSI

2) MAXIMUM W/C RATIO: 0.45

3) MAXIMUM AGGREGATE SIZE: 1”

4) MINIMUM AIR CONTENT: 6%

2. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1602.

3. NO PIPES, DUCTS, SLEEVES, ETC. SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED OR APPROVED BY

THE CONTRACTING OFFICER (CO). NO ALUMINUM PRODUCTS SHALL BE EMBEDDED IN CONCRETE. PENETRATIONS THRU STRUCTURAL

CONCRETE ELEMENTS MUST BE APPROVED BY THE CONTRACTING OFFICER (CO) AND SHALL BE BUILT INTO THE ELEMENT PRIOR TO

CONCRETE PLACEMENT.

4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, ETC. TO BE CAST IN TO CONCRETE, AND FOR EXTENT AND

LOCATION OF DEPRESSIONS, CURBS, RAMPS, ETC.

5. UNLESS NOTED OTHERWISE, MINIMUM REINFORCING IN ALL CONCRETE FOUNDATION WALLS SHALL BE AS FOLLOWS:

THICKNESS TOP & BOTTOM BARS VERTICAL HORIZONTAL

6” (1) #5 #4 AT 18”O.C. #4 AT 16”O.C.

8” (2) #5 #4 AT 18”O.C. #4 AT 12”O.C.

10” (2) #5 #4 AT 12”O.C. #5 AT 12”O.C.

12” (2) #5 #4 AT 18”O.C. EA FACE #4 AT 16”O.C. EA FACE

6. UNLESS NOTED OTHERWISE, CONCRETE SLABS ON EARTH SHALL BE REINFORCED AS FOLLOWS:

4” THICK - UNREINFORCED

6” THICK - #4 AT 18”O.C. EACH WAY

REINFORCING SHALL BE CONTINUOUSLY SUPPORTED AT 36”O.C. MAXIMUM SPACING.

7. UNLESS NOTED OTHERWISE, FOR OPENINGS LARGER THAN 12” IN ANY DIRECTION IN CONCRETE WALLS ADD (2) #5 BARS ALL SIDES IN

ADDITION TO REGULAR WALL REINFORCING AND EXTEND 24” EACH WAY BEYOND OPENING. WHERE 24” IS NOT AVAILABLE, EXTEND

BARS AS FAR AS POSSIBLE AND TERMINATE WITH A STANDARD HOOK.

8. CONSTRUCTION JOINTS NOT SHOWN ON THE PLANS SHALL BE MADE AND LOCATED SO AS TO NOT IMPAIR THE STRENGTH OF THE

STRUCTURE AND AS APPROVED BY THE STRUCTURAL ENGINEER AND CONTRACTING OFFICER (CO). PROVIDE 2 X 4 (SHAPED) KEYWAY IN

ALL VERTICAL AND HORIZONTAL JOINTS UNLESS NOTED OR DETAILED OTHERWISE. ALL STEEL REINFORCING SHALL BE CONTINUOUS

THROUGH COLD JOINTS UNLESS NOTED OTHERWISE. SEE TYPICAL DETAILS FOR COLD/CONSTRUCTION JOINTS FOR SLABS ON GRADE.

F. ANCHOR BOLTS/EMBEDDED BOLTS

1. ALL ANCHOR BOLTS SHALL HAVE ASTM A-563 HEAVY HEX NUT AND ASTM F-436 WASHERS AT STANDARD OR OVERSIZED HOLES PER

AISC SPECIFICATION TABLE J3.3. WHERE HOLE SIZES DO NOT COMPLY WITH THE LIMITATIONS FOR OVERSIZED HOLES THE

STRUCTURAL ENGINEER SHALL BE NOTIFIED TO DETERMINE STEEL PLATE WASHER REQUIREMENTS. UNLESS NOTED OTHERWISE, ANCHOR BOLTS SHALL COMPLY WITH THE FOLLOWING: ASTM F1554 GRADE 36 HEADED BOLTS. (ASTM A36 THREADED ROD MAY BE

USED WITH DOUBLE NUT AND WASHER.)

2. EMBEDDED BOLTS IN MASONRY SHALL BE (UNLESS NOTED OTHERWISE) ASTM A-307 GRADE A HEADED BOLTS.

3. SEE TYPICAL ANCHOR BOLT DETAIL FOR DEFINITIONS OF EMBEDMENT LENGTH, ETC.

4. FURNISH TEMPLATES AND OTHER DEVICES AS NECESSARY FOR PRESETTING ALL BOLTS PRIOR TO PLACING CONCRETE AND/OR

GROUT.

5. IF THREADED RODS ARE USED AS PERMITTED ABOVE, THEY SHALL BE CLEAR OF SOIL AND DIRT.

6. WHERE REQUIRED FOR ERECTION, HOLES LARGER THAN OVERSIZED MAY BE PERMITTED WITH THE USE OF STEEL PLATE WASHERS AT

THE DISCRETION OF THE CONTRACTING OFFICER (CO).

G. EPOXY/MECHANICAL ANCHORS

1. UNLESS NOTED OTHERWISE, ALL EPOXY ANCHORS INTO CONCRETE SHALL USE HILTI HIT-RE 500-SD OR SIMPSON SET XP EPOXY.

INSTALL ANCHORS IN ACCORDANCE WITH A CURRENT ICC REPORT.

2. UNLESS NOTED OTHERWISE, ALL EPOXY ANCHORS INTO MASONRY SHALL USE HILTI HIT-HY150 MAX EPOXY OR SIMPSON SET EPOXY.

INSTALL ANCHORS IN ACCORDANCE WITH A CURRENT ICC REPORT.

3. UNLESS NOTED OTHER WISE, ALL EXPANSION OR WEDGE ANCHORS INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ, POWERS WEDGE

BOLT, OR SIMPSON STRONG-BOLT OR APPROVED EQUAL. INSTALL ANCHORS IN ACCORDANCE WITH A CURRENT ICC REPORT.

4. UNLESS NOTED OTHER WISE, ALL EXPANSION OR WEDGE ANCHORS INTO MASONRY SHALL BE HILTI SLEEVE ANCHORS OR RAMSET/RED

HEAD DYNABOLT SLEEVE ANCHORS. INSTALL ANCHORS IN ACCORDANCE WITH CURRENT ICC REPORT.

5. ALL MASONRY CELLS IN WHICH ANCHORS ARE INSTALLED SHALL BE SOLID GROUTED.

6. THE TESTING LABORATORY WILL PERFORM VISUAL INSPECTION OF ANCHORS AND DOWELS AS SPECIFIED IN THE SPECIAL INSPECTION

SCHEDULE. TENSION TESTING CAN BE REQUIRED AT THE DIRECTION OF THE CONTRACTING OFFICER (CO) OR THE SPECIAL INSPECTOR.

7. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON THAT HOLE AND SHIFT THE ANCHOR LOCATION TO AVOID THE

REINFORCEMENT. PROVIDE A MINIMUM SPACE OF (2) ANCHOR HOLE DIAMETERS OR 1 INCH, WHICH EVER IS LARGER, OF SOUND

CONCRETE/MASONRY BETWEEN THE ANCHOR AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. AT

CONTRACTORS OPTION, LOCATE EXISTING REINFORCMENT PRIOR TO DRILLING/CORING. IF THE ANCHOR OR DOWEL CANNOT BE

SHIFTED AS NOTED ABOVE, THE CONTRACTING OFFICER (CO) WILL DETERMINE A NEW LOCATION.

8. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL

ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS

C. BASIS OF DESIGN

1. GOVERNING BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC) 2012

RISK CATEGORY: IV

2. ROOF LOADS

a. FLAT-ROOF SNOW LOAD, Pf: 50 PSF

1) GROUND SNOW LOAD, Pg: 58 PSF

2) SNOW EXPOSURE FACTOR, Ce: 1.0

3) SNOW LOAD IMPORTANCE FACTOR, Is: 1.2

4) THERMAL FACTOR, Ct: 1.0

b. DEAD LOAD = 20 PSF

3. WIND DESIGN

a. BASIC WIND SPEED (3 SECOND GUST): 120 MPH

b. WIND EXPOSURE: C

c. COMPONENT AND CLADDING DESIGN WIND PRESSURE SHALL BE AS REQUIRED PER ASCE 7-10.

4. SEISMIC DESIGN:

a. SEISMIC IMPORTANCE FACTOR, IE: 1.5

b. SITE CLASS: D

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS = 0.427 , S1 = 0.158

d. SPECTRAL RESPONSE COEFFICIENTS: SDS = 0.415 , SD1 = 0.228

e. SEISMIC DESIGN CATEGORY: D

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS

g. DESIGN BASE SHEAR: V = 0.125W

h. SEISMIC RESPONSE COEFFICIENT, CS: 0.125

i. RESPONSE MODIFICATION FACTOR, R: 5.0

j. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

D. FOUNDATION

1. DESIGN SOIL PRESSURE: 3500 PSF

2. SOILS REPORT BY: USFS INTERMOUNTAIN REGION

REPORT #: KYLE CANYON ADMINISTRATION SITE

DATED: MARCH 15, 2013

3. SOIL PREPARATION UNDER FOOTINGS AND SLABS-ON-GRADE SHALL BE IN ACCORDANCE WITH THE SOILS REPORT.

4. TOP OF FOOTING ELEVATIONS SHOWN ON THE FOOTING AND FOUNDATION PLAN ARE BASED ON PRELIMINARY GRADING INFORMATION

AND MUST BE VERIFIED PRIOR TO CONSTRUCTION. STEPS WHERE SHOWN ARE AT APPROXIMATE LOCATIONS. ALL EXTERIOR FOOTINGS

MUST BEAR A MINIMUM OF 36 INCHES BELOW LOWEST ADJACENT FINAL GRADE.

5. ALL WALLS (EXCEPT CANTILEVERED RETAINING WALLS) SHALL BE ADEQUATELY BRACED AGAINST LATERAL MOVEMENT PRIOR TO

BACKFILLING. DESIGN AND ERECTION OF BRACING/SHORING IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. BRACING SHALL

REMAIN IN PLACE UNTIL SUPPORTING STRUCTURAL ELEMENTS ARE IN PLACE AND HAVE ATTAINED FULL STRENGTH.

6. UNLESS NOTED OTHERWISE, ALL FOOTINGS AT COLUMNS TO BE CENTERED BELOW COLUMNS.

7. UNLESS NOTED OTHERWISE, ALL FOOTINGS SHALL HAVE VERTICAL FACES FORMED WITH STANDARD FORMING MATERIALS (WOOD, METAL, ETC.). WITH PRIOR APPROVAL OF ENGINEER AND CONTRACTING OFFICER (CO), CONCRETE FOR FOOTINGS CAN BE PLACED IN

EXCAVATED “SOIL” FORMS PROVIDED THAT THE DIMENSIONS ARE INCREASED 3” ON EACH SIDE.

E. CONCRETE

1. ALL CONCRETE MIX DESIGNS SHALL COMPLY WITH THE PROJECT SPECIFICATIONS AND THE REQUIREMENTS LISTED BELOW:

a. FOOTINGS, GRADE BEAMS, FOUNDATION WALLS:

1) 28 DAY COMPRESSIVE STRENGTH:4500 PSI

2) MAXIMUM W/C RATIO: 0.45

3) MAXIMUM AGGREGATE SIZE: 1”

4) AIR CONTENT: 6%

b. RETAINING WALLS:

1) 28 DAY COMPRESSIVE STRENGTH:4500 PSI

2) MAXIMUM W/C RATIO: 0.45

3) MAXIMUM AGGREGATE SIZE: 1”

4) AIR CONTENT: 6%

c. INTERIOR SLABS ON GRADE:

1) 28 DAY COMPRESSIVE STRENGTH:3500 PSI

2) MAXIMUM W/C RATIO: .48

3) MAXIMUM AGG.: 1"

4) MAXIMUM AIR CONTENT: 3%

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3. CONNECTIONS SHALL COMPLY WITH THE STRUCTURAL DRAWINGS UNLESS WRITTEN APPROVAL TO CHANGE IS GIVEN BY THE

CONTRACTING OFFICER (CO).

4. ALL SHOP FABRICATIONS SHALL BE PERFORMED BY AN APPROVED FABRICATOR IN ACCORDANCE WITH SECTIONS 1702 AND 1704 OF

THE IBC OR WITH SHOP INSPECTION BY AN INDEPENDENT AGENCY IN ACCORDANCE WITH SECTION 1704.2 OF THE IBC.

5. WELDING

a. ALL WELDING AND CUTTING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS IN ACCORDANCE WITH ANSI/AWS D1.1 (LATEST

EDITION).

b. USE E-70XX ELECTRODES UNLESS NOTED OTHERWISE. E-60XX MAY BE USED FOR WELDING STEEL DECKS.

c. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT CONNECTED WITH BOLTS SHALL BE WELDED TOGETHER WITH A FILLET WELD

ALL AROUND UNLESS NOTED OTHERWISE. WHERE WELD SIZES ARE NOT SHOWN USE THE FOLLOWING:

1) WHERE ALL CONNECTED PARTS ARE THICKER THAN 1/4”, WELD IS 1/16” LESS THAN THE THICKNESS OF THE THINNEST PART.

2) WHERE ANY OF THE CONNECTED PARTS IS LESS THAN 1/4” THICK, WELD IS SAME AS THICKNESS OF THE THINNEST PART.

d. WELDING OF HSA'S AND DBA'S SHALL CONFORM TO THE MANUFACTURER'S SPECIFICATIONS.

e. WHEREVER POSSIBLE, WELDS SHALL BE SHOP WELDS. SPECIAL CONSIDERATIONS, SUCH AS ITEMS WHICH MAY NEED ADJUSTMENT

AT THE SITE, REQUIRE THAT SOME WELDS BE FIELD WELDS. WHERE QUESTIONS OR DISCREPANCIES OCCUR THE CONTRACTOR

SHALL COORDINATE THE WORK BETWEEN THE SHOP FABRICATOR AND THE STEEL ERECTOR.

6. BOLTING

a. UNLESS NOTED OTHERWISE, ALL STRUCTURAL STEEL TO STEEL CONNECTIONS SHALL USE HIGH STRENGTH BOLTS CONFORMING TO

ASTM A-325.

b. UNLESS NOTED OTHERWISE, ALL BOLTING IS CLASSIFIED AS NON-SLIP CRITICAL BEARING TYPE CONNECTIONS WITH THREADS

INCLUDED IN SHEAR PLANE. TIGHTEN BOLTS TO A SNUG TIGHT CONDITION, WITH ALL PLIES OF THE JOINT IN FIRM CONTACT.

c. AT OVERSIZED AND SLOTTED HOLES, WASHERS SHALL CONFORM TO ASTM F-436 AND COMPLETELY COVER THE HOLE.

d. WHERE A STEEL BEAM TO BEAM CONNECTION IS NOT SHOWN, PROVIDE AN AISC STANDARD FRAMED CONNECTION SIZED FOR 1/2 OF

THE TOTAL LOAD CAPACITY OF THE BEAM FOR THE SPAN AND STEEL SPECIFIED.

7. METAL DECKING

a. UNLESS NOTED OTHERWISE, METAL ROOF DECK SHALL BE 22 GAUGE TYPE B GALVANIZED STEEL DECK. SEE ROOF DECK SCHEDULE

FOR ATTACHMENTS.

b. ALL DECK SHALL BE CONTINUOUS OVER 3-SPANS. WHERE NOT POSSIBLE, THE DECK SUPPLIER/CONTRACTOR SHALL PROVIDE

HEAVIER GAUGE DECK AS NEEDED TO PROVIDE THE EQUIVALENT PERFORMANCE OF THE SPECIFIED DECK WITH 3-SPAN

CONTINUITY.

c. SEE TYPICAL DETAILS FOR SUPPORT OF DECK AT OPENINGS.

d. PROVIDE L2”x2”x3/16” FOR DECK SUPPORT AT LOCATIONS WHERE COLUMNS EXTEND THROUGH DECK.

e. PAINTED STEEL DECK SHALL CONFORM TO ASTM A1008 AND GALVANIZED STEEL DECK SHALL CONFORM TO A653 GRADE G60.

f. BUILDING ELEMENTS MAY BE SUPPORTED BY HANGING DIRECTLY FROM METAL DECKING, PROVIDED THAT THE TOTAL WEIGHT PER

CONNECTION IS LESS THAN 50 LBS AND THAT THE ATTACHMENT TO THE DECKING IS DISTRIBUTED ACROSS AT LEAST TWO RIBS AND

SPACED AT LEAST 6 FEET APART IN ANY DIRECTION.

8. ALL COLUMNS ADJACENT TO OR EMBEDDED IN MASONRY SHALL HAVE (2) 1/2” DIAMETER X 24” LONG DBA EXTENDING EACH WAY AT ALL

WALL BOND BEAMS.

9. PROVIDE FULL DEPTH WEB STIFFENER PLATES AT EACH SIDE OF STEEL BEAMS AT ALL BEARING (EXCEPT SECONDARY FRAMING)

POINTS. STIFFENER PLATES SHALL BE THICKNESS SHOWN UNLESS NOTED OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH

FILLET WELDS ALL AROUND.

FLANGE WIDTH STIFFENER THICKNESS WELD THICKNESS

< 8 1/4” 1/4” 3/16”

8 1/4” < BF < 12 1/2” 3/8” 1/4”

10. FABRICATORS AND SUPPLIERS SHALL COORDINATE PAINT/FINISHES WITH REQUIREMENTS FOR DIRECT APPLIED INSULATION, FIREPROOFING, ETC. AS NOTED IN THE PROJECT SPECIFICATIONS.

11. WHEN DETERMINING THE FIRE RESISTANCE OF ASSEMBLIES, USE THE FOLLOWING: STEEL ROOF MEMBERS ARE CONSIDERED

UN-RESTRAINED AND STEEL FLOOR FRAMING MEMBERS ARE CONSIDERED RESTRAINED.

12. UNLESS NOTED OTHERWISE, ALL HORIZONTAL FRAMING MEMBERS SHALL BE ERECTED WITH THE NATURAL CROWN UP.

J. OPEN WEB JOISTS AND GIRDERS

1. ALL OPEN WEB STEEL JOISTS AND GIRDERS SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF

“STANDARD SPECIFICATIONS AND CODE OF STANDARD PRACTICE” OF THE STEEL JOIST INSTITUTE.

2. ON ROOF FRAMING PLAN (###/###) DENOTES APPLIED TOTAL AND LIVE UNIFORMLY DISTRIBUTED LOADS IN POUNDS PER LINEAR FOOT

OF JOIST, RESPECTIVELY.

3. SEE JOIST LOAD PROFILES FOR SPECIALLY LOADED JOISTS.

4. CONCENTRATED POINT LOADS (NOT SPECIFICALLY SHOWN ON THE PLANS) OF LESS THAN 200 LBS FOR MECHANICAL UNITS. FIRE

SPRINKLER MAINS, AND OTHER EQUIPMENT SUPPORTED FROM JOISTS SHALL BE SUPPORTED WITHIN 6” OF A CHORD PANEL POINT.

SUPPORT BEYOND PANEL POINTS CAN BE PROVIDED BY ADDING (2) L2”x2”x1/4” DIAGONALS TO THE NEAREST OPPOSITE CHORD PANEL

POINT. LOADS SHALL BE SPACED AT LEAST 6 FEET APART WITH NO MORE THAN 4 PER JOIST. SEE JOIST FABRICATOR FOR ADDITIONAL

REQUIREMENTS.

H. REINFORCING STEEL

1. REINFORCING BAR STRENGTH REQUIREMENTS:

a. ALL REINFORCING BARS SHALL CONFORM TO ASTM STANDARD A-615 GRADE 60 AND ALL WELDED WIRE FABRIC SHALL CONFORM TO

ASTM STANDARD A-185 AND SHALL BE SUPPLIED IN FLAT SHEETS. ADEQUATELY TIE AND SUPPORT ALL REINFORCING STEEL AS

SPECIFIED BY ACI 117, TO MAINTAIN EXACT REQUIRED POSITION.

2. HEADED DEFORMED BARS SHALL CONFORM TO ASTM A970. OBSTRUCTIONS OR INTERRUPTIONS OF THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN 2 BAR DIAMETERS FROM THE BEARING FACE OF THE HEAD.

3. ALL FIELD BENT DOWELS SHALL BE GRADE 40 WITH SPACING INDICATED REDUCED BY 1/3.

4. UNLESS NOTED OTHERWISE, REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE COVERAGE:

a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH K.. 3”

b. EXPOSED TO EARTH OR WEATHER:

1) #6 & LARGER K.. 2”

2) #5 & SMALLER K..1-1/2”

c. NOT EXPOSED TO WEATHER OR EARTH:

1) SLABS, WALLS, JOISTS, #11 & SMALLER K.. 3/4”

2) BEAMS, COLUMNS: MAIN REINFORCING OR TIES K.. 1-1/2”

d. SLAB ON GRADE:

1) PLACE REINFORCING AT CENTER OF SLAB UNLESS INDICATED OTHERWISE.

5. EXCEPT WHERE NOTED ON PLANS OR DETAILS CONTINUOUS REINFORCEMENT SHALL BE SPLICED AT POINTS OF MINIMUM STRESS BY

LAPPING PER THE REBAR LAP SCHEDULE.

6. REINFORCING STEEL MAY BE SPLICED WITH MECHANICAL COUPLERS THAT HAVE A TENSION CAPACITY OF AT LEAST 125% OF THE

STRENGTH OF THE BAR. MECHANICAL COUPLERS SHALL BE A POSITIVE CONNECTING TYPE COUPLER, AND SHALL BE INSTALLED IN

ACCORDANCE WITH AN APPROVED ICC RESEARCH REPORT. WHERE THESE ARE USED, SPLICES ON ADJACENT BARS SHALL BE

STAGGERED AT LEAST 24 INCHES ALONG THE LENGTH OF THE BARS.

7. ALL VERTICAL REINFORCING IN STRUCTURAL ELEMENTS ABOVE SHALL BE SPLICED WITH MATCHING DOWELS EMBEDDED WITHIN THE

FOOTINGS OR STRUCTURE BELOW. SPLICE LENGTHS SHALL COMPLY WITH REBAR LAP SCHEDULE. DOWELS INTO FOOTINGS SHALL

TERMINATE WITH A STANDARD HOOK, AND SHALL EXTEND TO WITHIN 4” OF THE BOTTOM OF THE FOOTING, BUT NEED NOT EXTEND

MORE THAN 20” INTO FOOTING. FOR MASONRY CONSTRUCTION SEE STRUCTURAL NOTE K.6.A.

8. DO NOT WELD REINFORCING EXCEPT AS NOTED ON PLANS, WHERE REINFORCING IS WELDED, USE ASTM A-706 REINFORCING.

9. REINFORCING BARS, TIES, AND TENDONS SHALL BE SUPPORTED BY NYLON CONES, PLASTIC-COATED TIE-WIRES, OR PLASTIC-COATED

CHAIRS. REINFORCING IN FOOTINGS IS PERMITTED TO BE SUPPORTED ON CONCRETE DOBIES.

10. UNLESS NOTED OTHERWISE, HOOKS, STIRRUPS, TIES, AND OTHER BENDS IN REINFORCING STEEL SHALL MEET THE STANDARDS SET

FORTH IN ACI 318/318R-11. UNLESS OTHERWISE APPROVED BY THE ENGINEER AND CONTRACTING OFFICER (CO), ALL REINFORCEMENT

SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT, EXCEPT AS SHOWN ON THESE

DRAWINGS OR OTHERWISE APPROVED BY THE ENGINEER AND THE CONTRACTING OFFICER(CO).

11. UNLESS SPECIFICALLY NOTED AND/OR DETAILED IN THE STRUCTURAL DRAWINGS CONDUIT SHALL NOT BE IN CONTACT WITH

REINFORCING STEEL.

I. STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING:

a. ANSI/AISC 360-10 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, WITH “COMMENTARY” AND “SUPPLEMENTS” AS REQUIRED BY

BUILDING CODE.

b. AISC 303 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES” EXCLUDING THE FOLLOWING SECTIONS: 4.4, 4.4.1, AND 4.4.2.

c. AISI “SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”.

d. AISC “SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS”.

e. AWS D1.1 AND 1.3, “STRUCTURAL WELDING CODE” (EXCEPT SPECIFIC ITEMS DO NOT APPLY IF THEY CONFLICT WITH AISC).

f. ANSI/AISC 341-10 “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”.

2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING:

a. WIDE FLANGE SHAPES - ASTM A992

b. OTHER SHAPES AND PLATES - ASTM A-36 (UNO)

c. TUBES (TS) AND HOLLOW STRUCTURAL SECTIONS (HSS) - ASTM A-500, GRADE B (SQUARE AND RECTANGULAR SHAPES FY = 46 KSI

AND ROUND SHAPES FY = 42 KSI)

d. PIPE COLUMNS - ASTM A-53, GRADE B TYPE E OR S

e. STAINLESS STEEL SHAPES, PLATES, AND FASTENERS - ASTM 304

f. DEFORMED BAR ANCHORS (DBA) - ASTM A-496, WELDED IN ACCORDANCE WITH AWS D1.1

g. HEADED STUD ANCHORS (HSA) - ASTM A-108, GRADE 1015 STEEL AND WELDED IN ACCORDANCE WITH AWS D1.1 FOR TYPE “B”. USE

3/4” DIAMETER STUDS, UNLESS NOTED OTHERWISE.

h. THREADED ROD - ASTM A-449.

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SHALL BE USED FOR ALL MASONRY BEAMS.

14. PROVIDE VERTICAL CONTROL JOINTS AT MAXIMUM SPACINGS NOTED BELOW UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS

AND/OR ON ARCHITECTURAL ELEVATIONS AND AT ALL CHANGES IN WALL ELEVATION AND MASONRY THICKNESS. CONTROL JOINTS

SHALL NOT BE LOCATED DIRECTLY OVER OR CLOSER THAN 24” TO WALL OPENINGS (DOORS, WINDOWS, MECHANICAL OPENINGS, ETC.), OR WITHIN MASONRY JAMBS.

REINFORCED MASONRY: 40 FT

VENEER: 30 FT AND AT INTERFACE BETWEEN VENEER SUPPORTED BY FOUNDATIONS AND SUSPENDED STRUCTURAL

ELEMENTS.

15. HORIZONTAL REINFORCEMENT SHALL TERMINATE AT EACH SIDE OF CONTROL JOINTS EXCEPT AT FLOOR AND ROOF LEVEL BOND

BEAMS AND AT TOP OF PARAPET.

16. CONTROL JOINTS SHALL BE PROVIDED AT THE MASONRY SIDE OF EMBEDDED STEEL COLUMNS TO CONTROL CRACKING OF FACE

SHELLS.

17. SUPPORT NON-BEARING, NON-STRUCTURAL WALLS AT TOP OF MASONRY AS PER TYPICAL DETAILS AT LOCATIONS WHERE

INTERSECTING OR PERPENDICULAR WALLS ARE 12'-0” OR MORE APART OR WHERE END OF WALL OCCURS 6'-0” OR MORE FROM

INTERSECTING WALL.

18. EMBED CHANNELS AND PLATES TO BE PLACED SO AS TO CREATE FLUSH SURFACE WITH FACE OF MASONRY. FLANGES ON CHANNEL

EMBEDS SHALL BE HORIZONTAL.

19. ALL VERTICAL REINFORCING SHALL BE SECURED IN PLACE PRIOR TO GROUTING USING WIRE POSITIONERS OR OTHER ACCEPTABLE

DEVICES. REINFORCING SHALL BE SECURED AT BAR-SPLICE LOCATIONS AND AT A SPACING NOT MORE THAN 120 BAR DIAMETERS.

20. UNLESS NOTED OTHERWISE, MASONRY WALLS SHALL BE CONSTRUCTED UTILIZING COMMON RUNNING-BOND WITH FULLY MORTARED

BED JOINTS AROUND GROUTED CELLS.

21. ELECTRICAL CONDUIT SHALL NOT BE PLACED IN CELLS THAT CONTAIN REBAR. CONDUIT IS ALLOWED TO PASS THROUGH REINFORCED

CELLS WHEN IT OCCURS PERPENDICULAR TO THE REBAR. CONDUIT SHALL NOT CONTACT REBAR AS IT PASSES. THERE SHALL BE 1”

CLEAR BETWEEN CONDUIT AND REBAR.

L. DEFERRED SUBMITTALS

1. DEFERRED SUBMITTALS ARE COMPLETE PACKAGES TO BE SUBMITTED FOR REVIEW THAT INCLUDE DRAWINGS AND CALCULATIONS FOR

ALL ELEMENTS AND CONNECTIONS OF ITEMS LISTED BELOW. DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE

DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN.

2. DEFERRED SUBMITTAL COMPONENTS SHALL NOT BE INSTALLED UNTIL APPROVED BY THE CONTRACTING OFFICER (CO).

3. DEFERRED SUBMITTALS SHALL INCLUDE, BUT ARE NOT LIMITED TO:

a. OPEN WEB JOISTS.

b. COLD FORMED STEEL STUDS / JOISTS / HEADERS / JAMBS / TRUSSES.

c. SEISMIC BRACING OF ALL ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL ITEMS WHERE REQUIRED BY ASCE 7-10 AND

THE PROJECT CONTRACT DOCUMENTS.

5. ANY BRACING REQUIRED FOR MISCELLANEOUS ITEMS (I.E. DUCTWORK, PIPING, ETC.) MUST CONNECT TO THE TOP CHORD OF THE JOIST

OR GIRDER. BRACING TO THE BOTTOM CHORD IS NOT ALLOWED UNLESS SPECIFICALLY DETAILED THAT WAY ON THE PLANS.

6. PROVIDE SPECIAL BEARING ENDS AS REQUIRED AT SLOPED BEARING CONDITIONS. CONTRACTOR SHALL COORDINATE WITH OTHER

STRUCTURAL ELEMENTS.

7. ALL JOISTS SHALL BE CAMBERED PER SJI SPECIFICATIONS, UNLESS NOTED OTHERWISE.

8. FIELD MODIFICATIONS (INCLUDING HOLES IN THE CHORD OR WEB MEMBERS) SHALL NOT BE MADE TO ANY JOIST OR GIRDER WITHOUT

PRIOR APPROVAL BY THE MANUFACTURER.

9. FABRICATORS AND SUPPLIERS SHALL COORDINATE PAINT/FINISHES WITH REQUIREMENTS FOR DIRECT APPLIED INSULATION, FIREPROOFING, ETC. AS NOTED IN THE PROJECT SPECIFICATIONS.

10. JOIST BRIDGING SHALL BE PROVIDED AS REQUIRED BY THE JOIST MANUFACTURER AND SJI STANDARDS. BRIDGING WHERE SHOWN ON

THE STRUCTURAL DRAWINGS IS A SCHEMATIC REPRESENTATION ONLY. SEE JOIST MANUFACTURER FOR BRIDGING SIZE, CONNECTIONS, TYPE AND QUANTITY.

11. WHERE ADDED LOADS ARE SHOWN ON THE JOISTS BUT NOT SPECIFICALLY DIMENSIONED, THE JOIST DESIGNER SHALL PLACE THOSE

LOADS ON THE JOIST AT A LOCATION THAT RESULTS IN THE HIGHEST STRESS IN THE MEMBERS. THE DESIGNER MAY ASSUME THAT THE

LOAD OCCURS WITHIN 10 FEET OF A SCALED DIMENSION.

12. FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL PER IBC 2206.5 STATING THAT WORK WAS

PERFORMED IN ACCORDANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND WITH SJI SPECIFICATIONS.

13. UNLESS NOTED OTHERWISE, ROOF JOISTS AND GIRDERS SHALL BE DESIGNED FOR A NET WIND UPLIFT OF 20 PSF.

14. ALL ROOF JOISTS BEARING ON EXTERIOR WALLS SHALL BE DESIGNED TO TRANSFER 1.80 KIPS (ULTIMATE) TOP CHORD AXIAL FORCE

THROUGH THE BEARING SHOE.

A. MASONRY

1. ALL HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C-90.

f'm (MINIMUM) 1,500 PSI

MINIMUM UNIT STRENGTH1,900 PSI (TESTED IN ACCORDANCE WITH ASTM C-140)

2. ALL GROUT (SITE MIXED OR PRE-MIXED) SHALL CONFORM TO ASTM C-476 OR SECTION 2.2A OF TMS 602-11/ACI 530.1-11/ASCE 6-11.

GROUT SHALL BE PLACED WITH SUFFICIENT WATER FOR POURING WITHOUT SEGREGATION. DO NOT USE MORTAR FOR GROUT.

MECHANICALLY VIBRATE ALL GROUT.

3. GROUT STOPS SHALL BE AN APPROVED PRODUCT DESIGNED AND MANUFACTURED FOR USE AS A GROUT STOP. GROUT STOP

SUBMITTALS SHALL BE SUBMITTED TO THE ENGINEER AND CONTRACTING OFFICER (CO) FOR REVIEW. OTHER GROUT STOP MATERIALS

SUCH AS ASPHALT IMPREGNATED MATERIALS ARE NOT PERMITTED.

4. MORTAR SHALL BE TYPE S AND SHALL CONFORM TO ASTM C 270.

5. ALL MASONRY WORK SHALL CONFORM TO CHAPTER 21 OF THE IBC.

6. UNLESS NOTED OTHERWISE, MINIMUM REINFORCING IN ALL 8” MASONRY WALLS SHALL BE AS FOLLOWS:

a. VERTICAL: # 5 BARS IN CELLS ADJACENT TO ALL OPENINGS, AT CORNERS AND AT A MAXIMUM SPACING OF 32” THROUGHOUT THE

WALL. ALL VERTICAL REINFORCEMENT INCLUDING, BUT NOT LIMITED TO JAMBS, COLUMNS, AND WALL REINFORCING SHALL BE

DOWELED INTO AND THROUGH THE FOUNDATION WALL AND INTO THE FOOTING BELOW UNLESS SPECIFICALLY DETAILED

OTHERWISE.

b. HORIZONTAL: (2) #4 BARS IN 8” DEEP “H” BLOCK BOND BEAM UNITS AT 48”O.C. AND AT ROOF AND TOP OF WALL. BOND BEAMS AT

ROOF WILL SLOPE TO MATCH SLOPING ROOF.

7. ALL BLOCK CELLS CONTAINING REINFORCING, BOLTS, OR ANCHORS SHALL BE GROUTED SOLID.

8. PROVIDE (1) #5 (MINIMUM), IN GROUTED SPACE, ON ALL SIDES AND ADJACENT TO EVERY OPENING WHICH EXCEEDS 24” IN EITHER

DIRECTION. HORIZONTAL BARS SHALL EXTEND 24” BEYOND THE CORNERS OF THE OPENING AND VERTICAL BARS SHALL EXTEND TO

TOP OF WALL. VERTICAL REINFORCING SHALL BE PROVIDED AT ENDS, CORNERS AND EACH SIDE OF CONTROL JOINTS. SEE TYPICAL

DETAILS FOR OPENINGS WHICH EXCEED 32” IN EITHER DIRECTION.

9. SOLID GROUTING OF MASONRY IS UNACCEPTABLE EXCEPT AS SPECIFICALLY NOTED ON PLANS AND SCHEDULES.

10. WHERE WALLS ARE NOT GROUTED SOLID, EACH GROUT POUR SHALL TERMINATE FLUSH WITH THE TOP OF THE UPPERMOST UNIT

EXCEPT AT CELLS WITH VERTICAL REINFORCING WHERE GROUT SHALL BE 1-1/2” BELOW TOP OF UNIT TO PROVIDE CONSTRUCTION KEY.

WHERE WALLS ARE GROUTED SOLID, EACH GROUT POUR SHALL TERMINATE 1-1/2” BELOW TOP OF UNIT.

11. GROUT POURS SHALL NOT EXCEED 5'-0” UNLESS HIGH LIFT GROUTING PROCEDURES ARE FOLLOWED.

12. THE USE OF HIGH LIFT GROUTING PROCEDURES REQUIRE THE APPROVAL OF THE ENGINEER AND CONTRACTING OFFICER (CO) AND

SHALL NOT EXCEED THE MAXIMUM HEIGHTS GIVEN IN TABLE 1.19.1 OF TMS 402-11/ACI 530-11/ASCE 5-11. GROUT DEMONSTRATION

PANELS, AS PRESCRIBED BY THE ENGINEER AND CONTRATING OFFICER (CO), SHALL BE REQUIRED WHERE REQUESTED GROUTING

PROCEDURES DO NOT MEET THE LIMITS OF TABLE 1.19.1. ADDITIONALLY, ALL HIGH LIFT GROUTING SHALL INCLUDE INSPECTION

PROCEDURES NEEDED TO VERIFY GROUT PLACEMENT DURING CONSTRUCTION.

13. ALL MASONRY BEAMS SHALL BE BUILT INTEGRAL WITH SUPPORT. NO TOOTHING OR DOWELING PERMITTED. UNITS WITH ONE END OPEN

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N A L

F O R E S T

E C T O R E N G

E E R

D R A W

S H E E T

O F

D E S

B Y

C H E C K

D R A W

B Y

C H E C K

A P P R O V E

T E

D e p a r t m e n t o f

A g r ic u lt u r e

In te rm o u n ta in

R e g io g in e e ri n g

P R O

C T N o.

T S E R V

DE P A R

T O F

URE

C U s e rs b e n ja m in p D o c u m e n ts S K yl e

C a n yo n

F ir e

C e n te r_ b e n ja m in p .r vt

:0 :1

P M

S T R U

C T U

R A L

O T E S

C O N

U E D

D L E

K Y L E

A D M

T R A T

K Y L E

C A N

S T A T

N S

N shillworthen Typewritten Text s/s Regina Freel shillworthen

LEGEND OF SYMBOLS AND ABBREVIATIONS

CENTER LINE

DECK BEARING ELEVATION

DEFORMED BAR ANCHOR

CONCRETE

CONCRETE MASONRY UNIT

ABOVE

ANCHOR BOLT

ELEVATION

REQUIRED

TOP OF FOOTING

FINISHED FLOOR ELEVATION

HEADED STUD ANCHOR

JOIST BEARING ELEVATION

FOOTING

REINFORCING

OPPOSITE

OR APPROVED EQUAL

MEZZANINE

MECHANICAL

FOUNDATION

TOP OF CONCRETE SLAB

UNLESS NOTED OTHERWISE

TOP OF STEEL ELEVATION

TOP OF GIRDER ELEVATION

TOP OF MASONRY ELEVATION

TOP OF BEAM ELEVATION

UNO

TYP

TOS

TOG

TOC

TOM

= TYPICAL

REINF

TOB

TOF

SIM

REQ

OPP

OAE

SIMILAR

PLATE

ABV

FDN =

MECH

MEZZ

MAX

MIN

FFE

HSA

JBE

FTG

= MINIMUM

MAXIMUM

ELEV

CONC

DBE

DBA

CMU

COL

COLUMN

AB =

DEPRESS FDN./WALL AND

POUR FLOOR SLAB OVER

CONCRETE BEAM

MASONRY BEAM

FOOTING STEP

SHEAR WALL - SEE SCHEDULE

MIN. LENGTH OF SHEAR WALL

TOP OF FOUNDATION WALL OR

COLUMN PIER ELEV.

SHEET NUMBER

TOP OF FOOTING ELEV.

SECTION MARK

FOOTING MARK

ARCH ARCHITECT=

BLW BELOW=

NS, FS NEAR SIDE, FARSIDE=

MASONRY WALL

ITEMS, DETAILS, & SYSTEMS WHICH

ARE PART OF THE LATERAL FORCE

RESISTING SYSTEM.

MOMENT RESISTING

CONNECTIONS - SEE DETAIL

ELEVATION

MOMENT RESISTING CANTILEVER

CONNECTIONS - SEE DETAIL

PAF = POWDER ACTUATED FASTENER

KICKER BRACE

DIAMETERDIA =

TYP. FOOTING SECTION

W/ TOP & BOTTOM REINF.

THICKWIDTHMARK LENGTH

LENGTHWISE REINF.

NO. SIZE NO. SIZE SPA.

CROSSWISE REINF.

REMARKS

FOOTING SCHEDULE

FC2 2'-0" CONT. 12" (2) #5 -- -- --

F4 4'-0" 4'-0" 12" (4) #5 (4) #5 --

TYPICAL FOOTING

REINFORCING

TYPICAL FOOTING

REINFORCING

EQ EQ EQ 3" CLEAR3" CLEAR

3" CLEAR

EQ EQ EQ

3" CLEAR3" CLEAR

3" CLEAR

FT2 2'-0" CONT. 12" (2) #5 -- -- --

REINFORCE TOP & BOTTOM

F O R E S T

S E R V

H U

M B O L D T

T O

A B E

N A T

N A L

F O R E S T

E C T O R E N G

E E R

D R A W

S H E E T

O F

D E S

B Y

C H E C K

D R A W

B Y

C H E C K

A P P R O V E

T E

D e p a r t m e n t o f

A g r ic u lt u r e

In te rm o u n ta in

R e g io g in e e ri n g

P R O

C T N o.

T S E R V

DE P A R

T O F

URE

C U s e rs b e n ja m in p D o c u m e n ts S K yl e

C a n yo n

F ir e

C e n te r_ b e n ja m in p .r vt

:0 :1

P M

S C H

E D U

L E S

D L E

K Y L E

A D M

T R A T

K Y L E

C A N

S T A T

N S

N shillworthen Typewritten Text s/s Regina Freel shillworthen

ROOF DECK SCHEDULE

FASTENING PATTERNS

KEY PLAN

ATTACHMENT

TOP SEAM

WELD

PATTERNGA.TYPEDEPTH

DIA.

WELD

AREA

DECK

SUPPORTS SIDE SEAMS

SPA.DIA. WELD

SUPPORTS PARALLEL

TO FLUTES

MIN. SHEAR

CAPACITY#12 TEK

SCREWS

PUNCH

LOCK

(7)

A 1 1/2" B 20 3/4 36/7 --- --- 12"o.c. 3/4 6" ---

NOTES :

1. MIN. SHEAR CAPACITY IS THE CAPACITY REQUIRED FOR ALTERNATE SYSTEMS.

2. USE NESTABLE (OVERLAPPING) SIDE SEAMS AT SCREW ATTACHMENTS AND INTERLOCKING SIDE SEAMS AT

WELDS.

3. ALL DECK WITH A PROFILE DEPTH OF 2" OR LESS SHALL HAVE NESTED OR TELESCOPED END LAPS.

4. SUBMIT CURRENT ICC APPROVAL FOR ALL DECKS.

5. OTHER PNUEMATIC FASTENING SYSTEMS MUST MEET MIN. SHEAR CAPACITY SHOWN IN SCHEDULE. ALL

ALTERNATE SYSTEMS SHALL BE SUBMITTED TO CO (CONTRACTING OFFICER) FOR REVIEW & APPROVAL.

WELD PATTERN : 36/7

JA or G

DIMENSION OF STANDARD

90-DEG HOOKS, ALL GRADES

DIMENSION OF STANDARD 180-DEG

HOOKS, ALL GRADES

SIZE

BAR

D A or G D

D = 6d FOR #3 THROUGH #8 bD = 8d FOR #9 THROUGH #11 b

DETAILING

DIMENSIONS

D = FINISHED INSIDE BEND DIAMETER

bd = BAR DIAMETER b

HOOK

A OR G

4 d OR 2 1/2" MIN.

180°

J D

STANDARD HOOK & BEND SCHEDULE

#3 5" 3" 2 1/4" 6" 2 1/4"

#4 6" 4" 3" 8" 3"

#5 7" 5" 3 3/4" 10" 3 3/4"

#6 8" 6" 4 1/2" 1'-0" 4 1/2"

A OR GJ

DETAILING

DIMENSIONS

F O R E S T

S E R V

H U

M B O L D T

T O

A B E

N A T

N A L

F O R E S T

E C T O R E N G

E E R

D…

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File details come from the government source that posted it. Updated Nov 14, 2017.