Drawings_2023 06 30 21085_Part2.pdf

PDF 5 MB Posted Aug 17, 2023

Attached to: 511/21085. MAA; Midland Armory Construction
Solicitation number: RFQ - 171 - 230000000626
Issued by: Lenawee County, Michigan

About this file

Written by GovTribe AI · Apr 3, 2024

This document contains drawings and details related to the renovation of the Midland Armory facility located at 2300 Airport Road, Midland, MI. The project is being managed by the Department of Military and Veteran's Affairs of the State of Michigan. Key details include:

The project involves the renovation of the existing armory building, including site work such as new paving, storm drainage, and landscaping. The drawings provide detailed information on the structural, civil, and architectural elements of the project, including foundation plans, wall details, roof opening framing, and accessibility requirements. The project will be bid through the State of Michigan's procurement system, SIGMA VSS, with a bid due date of June 30, 2023. The contract will be awarded by the Department of Technology, Management, and Budget, State Facilities Administration of the State of Michigan.

The contract will likely be a lump sum construction project with pricing terms and funding sources determined by the State. No additional details are provided on pricing, set asides, incumbents, or funding requirements.

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Other files

File	Type	Posted
511.21085.MAA_Addendum #1 ALL DOCUMENTS_Part2.pdf	PDF	Aug 17, 2023
Drawings_2023 06 30 21085_Part1.pdf	PDF	Aug 17, 2023
Drawings_2023 06 30 21085_Part4.pdf	PDF	Aug 17, 2023
511.21085.MAA_Addendum #1 ALL DOCUMENTS_Part1.pdf	PDF	Aug 17, 2023
511.21085.MAA_Addendum #2 ALL DOCUMENTS.pdf	PDF	Aug 17, 2023
Advertisement 21085.pdf	PDF	Aug 17, 2023
Drawings_2023 06 30 21085_Part3.pdf	PDF	Aug 17, 2023
Specifications VOL 1_2023 06 30 21085.pdf	PDF	Aug 17, 2023
Specifications VOL 2_2023 06 30 21085.pdf	PDF	Aug 17, 2023

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FF-630.02

FF-630.00

FF-633.98

FF-633.97

FF-630.03FF-627.05

FF-628.68

FF-629.32

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BM#1

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BM#2

AutoCAD SHX Text TRIBUTARY AREA 2 A = 0.65 ACRES Cw = 0.73

AutoCAD SHX Text TRIBUTARY AREA 4 A = 1.08 ACRES Cw = 0.95

AutoCAD SHX Text TRIBUTARY AREA 1 A = 1.10 ACRES Cw = 0.78

AutoCAD SHX Text TRIBUTARY AREA 3 A = 0.31 ACRES Cw = 0.66

AutoCAD SHX Text TRIBUTARY AREA 7 A = 0.56 ACRES Cw = 0.60

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AutoCAD SHX Text PHONE: (616) 364-8491 info@preinnewhof.com

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PN# 2210836

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PIPE SIZING CALCULATIONS

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RESERVED

PARKING

ONLY

ACCESSIBLE

VAN

AutoCAD SHX Text PHONE: (616) 364-8491 info@preinnewhof.com

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PN# 2210836

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1.5" TOP COURSE OF MDOT 5EL

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1.5" LEVELING COURSE OF MDOT 4EL

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6" MDOT 21AA AGGREGATE BASE (COMPACTED TO 98% MAX. DENSITY)

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12" MDOT CL. II SAND OR APPROVED NATIVE SOILS COMPACTED TO 95% MAX. DENSITY

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COMPACTED SUBGRADE

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HMA PAVEMENT

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SCALE : NONE

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STANDARD DUTY

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1' (EXTEND

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AGGREGATE BASE)

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SAWCUT & REMOVE EXIST. PAV'T, REFER TO SITE REMOVAL PLAN FOR LOCATION

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EXIST. PAV'T, REFER TO PLANS FOR LOCATION

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COMPACTED SUBGRADE

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REFER TO PLANS FOR PAV'T TYPE & TO DETAIL SHEET(S) FOR CONSTRUCTION INFORMATION

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SCALE : NONE

AutoCAD SHX Text A28

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BUTT JOINT CONNECTION TO EX. PAVEMENT

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4" CONCRETE

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4" MDOT CL. II SAND OR APPROVED NATIVE SOILS COMPACTED TO 95% MAX. DENSITY

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MAX CROSS SLOPE ON WALK IS 2%

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WALKWAY/PAVEMENT

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SCALE : NONE

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STANDARD DUTY CONCRETE

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COMPACTED SUBGRADE

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8" CONCRETE

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MAX CROSS SLOPE ON WALK IS 2%

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COMPACTED SUBGRADE

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4" MDOT CL. II SAND OR APPROVED NATIVE SOILS COMPACTED TO 95% MAX. DENSITY

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HEAVY DUTY CONCRETE

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SCALE : NONE

AutoCAD SHX Text C10

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WALKWAY/PAVT.

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AutoCAD SHX Text 6"

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AutoCAD SHX Text 1/4"R

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REFER TO LANDSCAPE DWGS. FOR EXP. JOINTS & SCORING PATTERNS

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4" CONCRETE

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4" MDOT CL. II SAND OR APPROVED NATIVE SOILS COMPACTED TO 95% MAX. DENSITY

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REFER TO PLANS FOR PAV'T TYPE, LOCATION & DETAILS FOR ADD'L HMA INFORMATION

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3-# 4 BARS CONT.

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GRANULAR MAT'L, REFER TO CONC. PAV'T & SPECS.

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COMPACTED SUBGRADE

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CONCRETE FLUSH TURNED DOWN WALK

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SCALE : NONE

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REFER TO PLANS FOR PAV'T TYPE, LOCATION & DETAILS FOR ADD'L HMA INFORMATION

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COMPACTED SUBGRADE

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3-# 4 BARS CONT.

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GRANULAR MAT'L, REFER TO CONC. PAV'T & SPECS.

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REFER TO LANDSCAPE DWGS. FOR EXP. JOINTS & SCORING PATTERNS

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4" CONCRETE

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4" MDOT CL. II SAND OR APPROVED NATIVE SOILS COMPACTED TO 95% MAX. DENSITY

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TURNED DOWN WALK

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SCALE : NONE

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CONCRETE

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STANDARD CATCH BASIN

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1. PRECAST CONCRETE CATCH BASIN SHALL MEET ASTM C478. PRECAST CONCRETE CATCH BASIN SHALL MEET ASTM C478. 2. IF BOTTOM IS PRECAST CONCRETE, SET ON MINIMUM 4" SAND SUBBASE IF BOTTOM IS PRECAST CONCRETE, SET ON MINIMUM 4" SAND SUBBASE (CIP) OR CLASS 1A CRUSHED STONE WRAPPED WITH GEOTEXTILE FABRIC. 3. STD. 4'-0" DIAMETER INLET SAME AS CATCH BASIN WITHOUT SUMP.STD. 4'-0" DIAMETER INLET SAME AS CATCH BASIN WITHOUT SUMP.

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NOTES

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(PRECAST CONCRETE)

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2'-0" SUMP

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MINIMUM

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VARIES

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MINIMUM

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PREMIUM RUBBER JOINT

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FLAT TOP

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ADJUSTING RINGS (6" MIN. - 15" MAX.)

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COVER, AS SPECIFIED

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FINISH GRADE

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SET FRAME IN SOFT MORTAR BED

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3" (TYP.)

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COVER, AS SPECIFIED

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FINISH GRADE

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SET FRAME IN SOFT MORTAR BED

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ADJUSTING RINGS (6" MIN. - 15" MAX.)

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2'-0" SUMP

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MINIMUM

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1. PRECAST CONCRETE INLET SHALL MEET ASTM C478. PRECAST CONCRETE INLET SHALL MEET ASTM C478. 2. IF BOTTOM IS PRECAST CONCRETE, SET ON MINIMUM IF BOTTOM IS PRECAST CONCRETE, SET ON MINIMUM 4" SAND SUBBASE (CIP) OR CLASS 1A CRUSHED STONE WRAPPED WITH GEOTEXTILE FABRIC.

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NOTE

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SLOPE

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COMPACTED SUBGRADE

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REFER TO PLANS FOR LOCATION & PAV'T TYPE & TO DETAILS FOR MAT'L THICKNESSES

AutoCAD SHX Text 12" MDOT CLASS II GRANULAR MATERIAL OR APPROVED NATIVE SOILS COMPACTED TO 95% MAXIMUM DENSITY

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2"R (TYP.)

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6" MDOT 21AA AGGREGATE BASE COMPACTED TO 98% MAX. DENSITY

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FINISHED GRADE, REFER TO GRADING PLAN

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TYPE 1 CONCRETE

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SCALE : NONE

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CURB AND GUTTER

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GRADE POINT

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GRADE POINT

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CONC. WALK, REFER TO DETAIL C9

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CONCRETE WALK RAMP

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SCALE : NONE

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BARRIER FREE

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VARIABLE - PER PLANS

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FINISHED GRADE, REFER TO PLANS

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PERFORATED SMOOTH LINED HDPE

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NON-WOVEN GEOTEXTILE FILTER FABRIC ALL AROUND TRENCH

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REFER TO SITE PLAN AND PAVEMENT SECTIONS FOR MATERIAL AND THICKNESS

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DETENTION SECTION

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SCALE : NONE

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ST6

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STORM DRAIN

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I" DIA. OPEN GRADED CRUSHED STONE (MDOT 6AA)

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PIPE SIZE AND INVERT PER PLANS

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THICKNESS PER PLANS

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1 FOOT FROM INV. TO STONE BOT.

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SCALE : NONE

AutoCAD SHX Text BARRIER-FREE PARKING SPACES SHALL BE LOCATED TO THE NEAREST ACCESSIBLE ENTRANCE ON AN ACCESSIBLE ROUTE. ONE (1) IN EVERY EIGHT (8) ACCESSIBLE SPACES, BUT NO LESS THAN ONE, SHALL BE SERVED BY AN ACCESS AISLE 8'-0" WIDE MINIMUM AND SHALL BE DESIGNATED "VAN ACCESSIBLE"

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NOTE

AutoCAD SHX Text ISA PARKING SIGN AS REQUIRED BY THE MICHIGAN BARRIER-FREE CODE (TYP.). REFER TO SITE PLAN DRAWINGS FOR LOCATIONS

AutoCAD SHX Text INTERNATIONAL SYMBOL OF ACCESSIBILITY (ISA) 4'Wx5'H (TYP.)

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1' WHITE OR BLUE LINE AT 45 DEGREES, AT 4' O.C.

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4" BLUE LINE

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4" BLUE LINE

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ACCESSIBLE AISLE

AutoCAD SHX Text M23

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BARRIER-FREE PARKING SPACE LAYOUT - VAN ACCESSIBLE

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CURB RAMP (1:12 MAX)

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LANDING (2.0% MAX)

AutoCAD SHX Text INTERNATIONAL SYMBOL OF ACCESSIBILITY PARKING SPACE MARKING WITH BLUE BACKGROUND AND WHITE BORDER OPTIONS - MUTCD 3B-19

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BARRIER FREE PARKING SYMBOL

AutoCAD SHX Text M21

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SCALE : 1/2" = 1'-0"

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BARRIER-FREE PARKING SPACE LAYOUT

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SCALE : NONE

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NOTE

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ISA PARKING SIGN AS REQUIRED BY THE MICHIGAN BARRIER-FREE CODE (TYP.)

AutoCAD SHX Text INTERNATIONAL SYMBOL OF ACCESSIBILITY (ISA) 4'Wx5'H (TYP.)

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1' BLUE LINE AT 45 DEGREES, AT 4' O.C.

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4" BLUE LINE

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4"BLUE LINE

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ACCESSIBLE AISLE

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AutoCAD SHX Text 7'

AutoCAD SHX Text 6"

AutoCAD SHX Text 3'-6"

AutoCAD SHX Text 7'

AutoCAD SHX Text 1'

AutoCAD SHX Text 6"

AutoCAD SHX Text 1'-6"

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CONCRETE PAVEMENT/ BUILDING SIDEWALK

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SEE PLANS

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CONCRETE FOOTING

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CONCRETE FOOTING

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CONCRETE PAVEMENT/ BUILDING SIDEWALK

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3" SQUARE STEEL PIPE, PRIMED, PAINTED BLACK

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VAN ACCESSIBLE SIGN (WHEN NEEDED)

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RESERVED PARKING SIGN

AutoCAD SHX Text RESERVED PARKING SIGN, PER MDOT/MMUTCD R7-8, GREEN COPY WITH REFLECTIVE WHITE BACKGROUND.

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WHITE ACCESSIBILITY SYMBOL OVER BLUE BACKGROUND

AutoCAD SHX Text "VAN ACCESSIBLE" SIGN PER MDOT MMUTCD R7-8b WHITE COPY OVER BLUE BACKGROUND (SEE PLANS FOR R7-8b REQUIRED LOCATIONS)

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3" SQUARE STEEL PIPE, PRIMED, PAINTED BLACK

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BARRIER FREE SIGN

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SCALE : NONE

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AutoCAD SHX Text 2'-6"

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CROWN TOP OF CONCRETE

AutoCAD SHX Text 6" SCH. 40 STEEL PIPE FILLEDWITH 4,000 PSI CONCRETE. PAINT OR APPLY PROTECTIVE COATING TO PIPE (SAFETY COLOR YELLOW)

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18" CONCRETEFOOTING

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FINISH GRADE, CONCRETE OR ASPHALT

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SLOPE CONCRETE BASE

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PIPE BOLLARD DETAIL

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SCALE : NONE

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LINE POST

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LINE POST

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INSTALL NEW

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FENCE FABRIC

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WITH 3 STRANDS OF BARBED WIRE.

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INSTALL NEW 1' ANTI-CLIMB

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FABRICATE AND INSTALL BRACING

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FOR FABRIC ON GATE.

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(SEE DETAIL #2)

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AutoCAD SHX Text 24'-0"

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TOP WITH STEEL PLATE

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BRACING

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PROVIDE

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OR CONCRETE.

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2" O.D. PIPE

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FRAME AND

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VERTICLES

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CONCRETE

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FOOTING

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1" 0.D. PIPE

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BRACES

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4" O.D. PIPE POSTS. CAP

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(SEE DETAIL #1)

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ANTI-CLIMB POSTS.

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WELD TO FRAME. CAP ALL

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2" POSTS FOR ANTI-CLIMB

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W/ FENCE FABRIC

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COVER GATE ASSEMBLY

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WELDED IN EACH CORNER

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ANCHOR TO POSTS W/2 EA U-BOLTS

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CANTILEVER ROLLER ASSEMBLIES

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GATE STOP

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2' LONG

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GATE IN CLOSED

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POSITION

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HIGH TEST CHAIN. WELD

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OR BOLT TO POST.

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WITH 1' ANTI-CLIMB

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CHAIN LINK FENCE

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INSTALL NEW 6'

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FOOTING

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CONCRETE

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GRADE

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BRACING

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PROVIDE

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TOP WITH STEEL PLATE

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OR CONCRETE

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4" O.D. PIPE POST. CAP

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INSTALL 1 1/2" GUARD AT

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BOTTOM OF GATE TO FOLLOW

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GRADE (MAXIMUM 3" ABOVE

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GRADE)

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24' ROLLING GATE DETAIL

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SCALE : 1/4" = 1'-0"

AutoCAD SHX Text C50

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FOR REFERENCE ONLY: COORDINATE GATE

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TO NOT INTERFERE WITH FORCE PROTECTION WALL

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1' ANTI-CLIMB

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GATE POSTS, CAP TOP WITH

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STEEL PLATE OR CONCRETE

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POST

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GALVANIZED LINE

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THAT IS MORE THAN 30%%D)

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(ANY CHANGE IN DIRECTION

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GALVANIZED CORNER POST

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AREA 45%%D

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TO THE OUTSIDE OF CLOSED IN

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ANTI-CLIMB ARMS SHALL LEAN

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TOP AND BOTTOM

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END TWIST - TOP & BOTTOM

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GALVANIZED MESH WITH BARB

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2" MESH, 9 GAUGE WIRE, TYPE II

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POST BRACING -

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(@ ENDS, CORNERS & GATES)

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CONCRETE

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FOOTING, END &

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ROD & TURNBUCKLE BRACING -

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(@ ENDS, CORNERS & GATES)

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GALVANIZED GATE FRAME

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ADJUSTABLE TRUSS RODS

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DIAGONAL BRACING -

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FORKED LATCH

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& KEEPER

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%%UNEW GATE%%U

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%%UNEW FENCING%%U

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CORNER POSTS

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CONCRETE

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FOOTING

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LINE POSTS

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CONCRETE

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FOOTING

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GATE POSTS

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GRADE

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TENSION WIRE

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FENCE AND GATE DETAIL

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SCALE : 1/4" = 1'-0"

AutoCAD SHX Text C51

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CONCRETE FOOTING

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W/CROWNED TOP TYP.

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WITH 3 STRANDS BARBED WIRE.

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1'-0" ANTI-CLIMB

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7 GAUGE

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TENSION WIRE

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TENSION WIRE

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7 GAUGE

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GRADE (AGGREGATE, ASPHALT,

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(CONCRETE, EARTH, ETC.)

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2.375" O.D. LINE POSTS

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3" MIN.

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6" MAX.

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CHAIN LINK FENCE

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9 GAUGE, 6'-0" HIGH

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2" MESH, GALVANIZED

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WITH BARBED END TWIST

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AT TOP AND BOTTOM

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LINE POST DETAIL

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SCALE : 1/4" = 1'-0"

AutoCAD SHX Text C52

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POST CAP

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2' ANTI-

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CLIMB POST

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TO GATE POST AND

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2' ANTI-CLIMB POST

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FABRICATE ANTI-CLIMB WITH

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2' POST MATERIAL AND 3

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STRANDS OF BARBED WIRE.

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SHOWN OTHERWISE)

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(APPROX. 4' O.C. UNLESS

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CENTER OF BRACKETS

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FRAME

AutoCAD SHX Text WEAVE 1" x 1/8" x 1'-4" STOCK THROUGH FENCEING.

AutoCAD SHX Text WELD 1" x 1/8" x 2" STOCK TO THE 1'-4" LONG STOCK

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AT 4" FROM EACH END, THEN WELD 2" STOCK TO FRAME.

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(SAME FOR TOP AND BOTTOM)

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FENCE DETAIL

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SCALE : 1/2" = 1'-0"

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INSTALL NEW 6" X 36", 21AA DENSE GRADED LIMESTONE

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AGGREGATE BASE COURSE COMPACTED TO 95%%% OF

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STANDARD PROCTOR OR IN-SITU COHESIVE TESTED TO

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ENSURE ADEQUATE BEARING CAPACITY. LEVELING PAD

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TO BE AT SAME LEVEL AS ADJACENT GRADE

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INSTALL NEW FREESTANDING, 30"W, DECORATIVE CONCRETE

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BLOCK, NEW WALL TO BE MADE UP OF 12"H AND 6" H PIECES TO

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CREATE RANDOM LOOK. NEW WALL TO BE 24" HIGH EXCEPT AS

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NOTED.

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NEW WALL TO BE EQUAL TO ROSETTA STONE, OUTCROPPING, FOND

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DU LOC COLOR

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REGRADE ADJACENT LAWN AREA ADJACENT WALL SYSTEM

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AND SEED

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FORCE PROTECTION DETAIL

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SCALE : 1/2" = 1'-0"

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AutoCAD SHX Text PHONE: (616) 364-8491 info@preinnewhof.com

PN# 2210836

STRUCTURAL DESIGN CRITERIA

1. GOVERNING CODE MICHIGAN BUILDING CODE (MBC), 2015 EDITION

2. BUILDING RISK CATEGORY III

3. DESIGN SOIL BEARING PRESSURE 2500 PSF

4. MATERIAL STRENGTHS

STRUCTURAL STEEL:

ASTM A992 (Fy = 50 KSI) - ROLLED STEEL SHAPES UNLESS NOTED ON THE

DRAWINGS.

ASTM A36 (Fy = 36 KSI) - ROLLED STEEL PLATES, CHANNELS, ANGLES, BARS, AND RODS AS NOTED ON THE DRAWINGS.

ASTM A500, GRADE C - RECTANGULAR AND ROUND HSS

REINFORCING STEEL:

ASTM A615, GRADE 60

CONCRETE:

4000 PSI FOR ALL CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE.

MASONRY:

2000 PSI FOR CONCRETE MASONRY

5. DEAD LOADS

ROOF

ROOFING 1.0 PSF

INSULATION 4.0 PSF

METAL DECK 3.0 PSF

FRAMING 5.0 PSF

MECHANICAL 5.0 PSF

MISCELLANEOUS 2.0 PSF

TOTAL ROOF DEAD LOAD 20.0 PSF

6. LIVE LOADS

ROOF 20.0 PSF

STORAGE AREAS ABOVE CEILINGS 20.0 PSF

LIVE LOAD REDUCTIONS SHALL BE COMPUTED IN ACCORDANCE WITH THE MICHIGAN

BUILDING CODE. ROOF LIVE LOADS ARE NON-REDUCIBLE.

7. DESIGN SNOW LOAD AND SNOW DRIFTING PARAMETERS ARE AS FOLLOWS:

GROUND SNOW LOAD (Pg) 35.0 PSF

FLAT ROOF SNOW LOAD (Pf) 27.0 PSF + DRIFT

SNOW EXPOSURE FACTOR (Ce) 1.0

SNOW THERMAL FACTOR (Ct) 1.0

SNOW LOAD IMPORTANCE FACTOR 1.1

MINIMUM ROOF LIVE LOAD USED IN DESIGN 27.0 PSF

8. WIND LOAD DESIGN PARAMETERS ARE AS FOLLOWS:

BASIC WIND SPEED (V), (3 SECOND GUST) 120 MPH

WIND EXPOSURE CATEGORY B

INTERNAL PRESSURE COEFFICIENT ±0.18

9. SEE TABLE FOR COMPONENTS AND CLADDING LOAD CRITERIA. ALL ARCHITECTURAL AND

STRUCTURAL COMPONENTS SHALL CONFORM WITH THE MICHIGAN BUILDING CODE AND

ASCE 7 FOR COMPONENTS AND CLADDING DESIGN.

ROOF PRESSURES (PSF)

WALL PRESSURES (PSF)

NOTES:

- END ZONE WIDTH IN FEET = 10% OF LEAST HORIZONTAL DIMENSION OR .4h

WHICHEVER IS SMALLER BUT NOT LESS THAN EITHER, 4% OF LEAST HORIZONTAL

DIMENSION OR 3'-0"

h=MEAN ROOF HEIGHT, IN FEET, EXCEPT THAT EAVE HEIGHT SHALL BE USED FOR

ROOF ANGLES < 10

10. SEISMIC LOAD DESIGN PARAMETERS ARE AS FOLLOWS:

SOIL SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATION

(Ss) 6.1 %

(S1) 3.8 %

DESIGN SPECTRAL RESPONSE ACCELERATION

(Sds) 6.5 %

(Sd1) 6.1 %

SEISMIC DESIGN CATEGORY A

SEISMIC IMPORTANCE FACTOR (Ie) 1.25

SEISMIC LATERAL FORCE RESISTING SYSTEM - ORDINARY REINFORCED MASONRY

SHEAR WALLS

RESPONSE MODIFICATION FACTOR (R) 2

DEFLECTION AMPLIFICATION FACTOR (Cd) 1.75

SEISMIC DESIGN METHOD EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC RESPONSE COEFFICIENT (Cs) 0.01

SEISMIC DESIGN STRUCTURE WEIGHT (W) 6000 KIPS

SEISMIC DESIGN BASE SHEAR (V) 60 KIPS

FOUNDATIONS

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE SUBSURFACE

INVESTIGATION REPORT BY PREIN & NEWHOF DATED SEPTEMBER 9, 2021. THE

CONTRACTOR SHALL BECOME FAMILIAR WITH THE SURVEY AND SUBSURFACE

INVESTIGATION REPORT PRIOR TO BIDDING AND BEFORE BEGINNING CONSTRUCTION.

2. THE SUBSURFACE INVESTIGATION IS FOR INFORMATIONAL PURPOSES ONLY AND SHALL NOT

BE CONSIDERED PART OF THE CONTRACT DOCUMENTS. FURTHERMORE, NO WARRANTY IS

MADE BY THE OWNER WITH REGARD TO COMPLETENESS AND ACCURACY OF SUBSURFACE

INVESTIGATION DATA, STATEMENTS, AND INTERPRETATIONS GIVEN IN REPORT.

3. NOTIFY THE A/E AS SOON AS POSSIBLE OF ANY UNUSUAL SOIL CONDITIONS OR SOIL

CONDITIONS AT VARIANCE WITH TEST BORINGS, SUCH AS UNEXPECTED SPRING OR

SEEPAGE WATER, MATERIAL DIFFERING FROM TEST BORINGS, OR SOIL OF QUESTIONABLE

BEARING CAPACITY.

4. SET FOUNDATIONS AT THE ELEVATIONS SHOWN ON THE DRAWINGS ON FIRM SUBGRADE

PREPARED PER THE EARTHWORK SPECIFICATIONS. VERIFY THAT EACH FOOTING PLACED IS

BEARING ON MATERIAL WITH THE DESIGN BEARING CAPACITY PER THE SUBSURFACE

INVESTIGATIVE REPORT.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND FINAL

CLEARANCE OF ANY REQUIRED NEEDLING, UNDERPINNING, SHORING, OR BRACING OF

EXISTING STRUCTURES.

GENERAL CONDITIONS

1. COORDINATE WITH ALL DRAWINGS FOR PERTINENT INFORMATION RELATED TO THE

STRUCTURAL WORK. ANY CHANGES TO THE STRUCTURAL SYSTEMS SHALL BE RE-DESIGNED

BY A REGISTERED PROFESSIONAL ENGINEER AT NO COST TO THE OWNER OR A/E AND

SUBMITTED TO THE A/E FOR REVIEW. SUBMITTAL SHALL BE ACKNOWLEDGED IN WRITING

BEFORE BEGINNING CONSTRUCTION

2. EQUIPMENT FRAMING LOADS, OPENINGS, AND STRUCTURE, IN ANY WAY RELATED TO HVAC,

PLUMBING, PROCESS, ELECTRICAL, ELEVATOR, OR ESCALATOR REQUIREMENTS ARE SHOWN

FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE PERTINENT

TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST RELATED

TO VARIATION IN THESE REQUIREMENTS SHALL BE BORNE BY THE APPROPRIATE

CONTRACTOR.

3. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION

PROCEDURE AND SEQUENCES TO ENSURE THE SAFETY OF THE BUILDING AND ITS

COMPONENTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION

OF TEMPORARY BRACING, SHORING, GUYS, OR TIE-DOWNS THAT MAY BE NECESSARY.

4. THE STRUCTURE HAS BEEN DESIGNED FOR THE UNIFORM LOADS INDICATED IN ADDITION TO

THE CONCENTRATED LOADS REQUIRED BY THE BUILDING CODE. THE STRUCTURAL DESIGN

IS BASED SOLELY ON THE BUILDING IN ITS COMPLETED STATE. CONTRACTORS AND THEIR

SUB-CONTRACTORS SHALL TAKE NECESSARY PRECAUTIONS TO WITHSTAND ALL

HORIZONTAL AND VERTICAL LOADINGS THAT MAY BE ENCOUNTERED DURING

CONSTRUCTION PRIOR TO COMPLETION OF THE BUILDING. SUCH CONSTRUCTION

LOADINGS INCLUDE, BUT ARE NOT LIMITED TO, LOADS FROM CRANES, LIFTS, DOLLIES, AND

HOISTS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EVALUATION OF THE IMPACT

OF SUCH LOADS ON THE STRUCTURE AND PROVIDING TEMPORARY SHORING, BRACING, OR

REINFORCEMENT AS REQUIRED.

5. SEE THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN ON THE

STRUCTURAL DRAWINGS. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL CONFORM TO THOSE

SHOWN ON THE ARCHITECTURAL DRAWINGS. REPORT ALL DISCREPANCIES TO THE A/E FOR

RESOLUTION BEFORE PROCEEDING.

6. THE CONTRACTOR SHALL SUPPORT, BRACE, AND SECURE EXISTING STRUCTURES AS

REQUIRED. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF EXISTING

STRUCTURES DURING CONSTRUCTION. FIELD VERIFY ALL EXISTING DIMENSIONS WHICH

AFFECT THE NEW CONSTRUCTION PRIOR TO FINAL DETAILING AND FABRICATION OF NEW

STRUCTURAL ELEMENTS.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR DESIGN,

FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS".

2. THE STRUCTURE WAS DESIGNED USING LRFD APPROACH PER THE AISC "STEEL

CONSTRUCTION MANUAL"

3. WELDED CONNECTIONS SHALL CONFORM TO THE AWS D1.1.

4. ALL STRUCTURAL STEEL, BOLTS, ETC., SHALL BE DOMESTICALLY PRODUCED.

5. BOLTS AND BOLTED CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE

"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AS

APPROVED BY THE COUNCIL ON RIVETED AND BOLTED JOINTS, UNO. USE BEARING-TYPE

BOLTS WITH THREADS INCLUDED IN THE SHEAR PLANE. ANCHOR BOLTS SHALL CONFORM TO

ASTM F-1554, GRADE 36, OR AS SPECIFIED ON THE DRAWINGS.

6. WELDING ELECTRODES SHALL BE E70XX (LOW HYDROGEN) OR BETTER, FOR WELDING

SYMBOLS WITH NO LENGTH DIMENSION GIVEN, THE WELDING SHALL BE CONTINUOUS

BETWEEN ABRUPT CHANGES IN DIRECTION. WELDS NOT OTHERWISE NOTED SHALL BE 1/4" IN

SIZE.

7. IN GENERAL, IT IS THE INTENT OF THESE PLANS AND SPECIFICATIONS THAT ALL SHOP

CONNECTIONS BE WELDED AND ALL FIELD CONNECTIONS BE BOLTED EXCEPT WHERE NOTED

OTHERWISE.

8. ALL BOLTS SHALL BE TIGHTENED TO A "SNUG-TIGHT" CONDITION, UNO. BOLTS IN MOMENT

CONNECTIONS SHALL BE DESIGNED "SLIP-CRITICAL" WITH A CLASS "A" FAYING SURFACE.

9. UNLESS NOTED OTHERWISE, TYPICAL BEAM SHEAR CONNECTIONS SHALL BE DETAILED WITH

STANDARD DOUBLE ANGLE OR SHEAR PLATE CONNECTIONS, USING A325 BOLTS.

NON-COMPOSITE BEAM CONNECTIONS SHALL BE DESIGNED TO DEVELOP 55% OF THE

TOTAL LOAD CAPACITY DERIVED FROM THE AISC STEEL CONSTRUCTION MANUAL

MAXIMUM UNIFORM LOAD TABLES.

10. MOMENT CONNECTIONS INDICATED ON THE DRAWINGS SHALL BE DESIGNED FOR THE

MOMENTS NOTED. IF NO DESIGN MOMENT IS INDICATED, THEN THE FULL CAPACITY OF THE

SECTION MUST BE DEVELOPED.

11. VERIFY THE EXACT SIZE AND LOCATION OF ALL OPENINGS PRIOR TO FABRICATION OF STEEL

FRAMING MEMBERS.

12. PROVIDE A NON-METALLIC, NON-SHRINK GROUT UNDER ALL COLUMN BASE PLATES AND

BEAM BEARINGS.

13. ALL STEEL EXPOSED TO WEATHER, EXPOSED TO EARTH, EXPOSED TO VIEW OUTSIDE THE

BUILDING ENVELOPE, OR DENOTED ON THE DRAWINGS TO BE GALVANIZED, SHALL BE HOT-

DIPPED GALVANIZED AFTER FABRICATION. GALVANIZING SHALL BE REMOVED PER AWS

D-19.0, "WELDING ZINC-COATED STEEL", PRIOR TO FIELD WELDING. WELDS SHALL BE

TOUCHED-UP WITH TWO COATS OF ZINC-RICH PAINT BRUSH APPLIED USING ZRC

GALVANIZING COMPOUND OR EQUAL. PROVIDE VENT/DRAINAGE HOLES IN HSS MEMBERS

(MINIMUM 3/4 DIAMETER, BOTTOM SIDE OF HORIZONTAL MEMBERS, WITHIN 2" OF BASE

FOR VERTICAL MEMBERS) PRIOR TO GALVANIZING.

14. ALL STEEL WITHIN UNCONDITIONED AREAS OUTSIDE THE BUILDING ENVELOPE (E.G.

EXTERIOR SOFFITS, CANOPIES, ETC) BUT NOT EXPOSED TO VIEW SHALL BE PRIMED AND

PAINTED UNLESS NOTED OTHERWISE.

15. THE FABRICATOR SHALL SUPPLY LOOSE LINTEL ANGLES OVER ALL MASONRY OPENINGS AND

RECESSES UNLESS OTHERWISE NOTED. LINTELS NOT SCHEDULED ON THE DRAWINGS SHALL

CONSIST OF A SINGLE ANGLE WITH A 3 1/2" HORIZONTAL LEG FOR EACH 4" OF WALL

THICKNESS. LINTELS SHALL BE SIZED PER THE MASONRY LINTEL SCHEDULE, UNO.

EXISTING CONDITIONS

1. ALL EXISTING STRUCTURAL ELEMENTS (SLABS, BEAMS, WALLS, COLUMNS, FOUNDATIONS,

ETC.) SHALL REMAIN INTACT UNLESS SPECIFICALLY NOTED TO BE REMOVED BY THE MOST

RECENT DEMOLITION DOCUMENTS OR OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS.

2. INFORMATION PROVIDED ON THESE DRAWINGS RELATED TO EXISTING CONDITIONS IS

BASED ON AVAILABLE DESIGN DOCUMENTS AND LIMITED FIELD OBSERVATION. THE

CONTRACTOR SHALL IMMEDIATELY REPORT TO AND AWAIT DIRECTION FROM THE A/E IF ANY

DISCREPANCY BETWEEN THE CONTRACT DOCUMENTS AND THE EXISTING CONDITIONS IS

DISCOVERED.

3. THIS PROJECT REQUIRES A SIGNIFICANT AMOUNT OF DRILLING INTO THE EXISTING

REINFORCED CONCRETE STRUCTURE. THE CONTRACTOR WILL NOT RECEIVE ADDITIONAL

PAYMENT FOR DIFFICULTIES ENCOUNTERED IN DRILLING DUE TO HARDNESS OF MATERIALS,

HITTING OF EXISTING REINFORCING, ETC.. ALL COSTS ASSOCIATED WITH REDRILLING OF

HOLES DUE TO HITTING EXISTING REINFORCING STEEL SHALL BE BORNE BY THE

CONTRACTOR. THIS INCLUDES FILLING UNNECESSARY AND UNUSED HOLES WITH EPOXY

GROUT. DO NOT CUT REINFORCING STEEL DURING CONCRETE DRILLING OR CORING

OPERATIONS. LOCATE REINFORCING WITH A PACHOMETER OR OTHER NON-DESTRUCTIVE

TESTING DEVICE PRIOR TO DRILLING OR CORING OPERATIONS.

4. CORE DRILLS REQUIRED BY MECHANICAL OR ELECTRICAL TRADES, BUT NOT SHOWN ON THE

STRUCTURAL DRAWINGS SHALL BE DOCUMENTED IN SKETCH FORM SHOWING EXACT

DIMENSIONS AND LOCATIONS. THE SKETCH SHALL BE SUBMITTED TO THE A/E FOR

COMMENT PRIOR TO PROCEEDING WITH THE DRILLING OPERATION.

5. EXISTING SURFACE PREPARATION:

INTENTIONALLY ROUGHEN EXISTING CONCRETE SURFACES WHERE NEW CONCRETE IS BEING

PLACED AGAINST THE EXISTING CONCRETE AND CONNECTED BY DRILLING AND EPOXY

GROUTING. THE ENTIRE COMMON SURFACE WHERE THE EXISTING CONCRETE ABUTS THE

NEW SHALL BE COATED WITH AN EPOXY BONDING AGENT. FOLLOW ALL ADDITIONAL

REQUIREMENTS OF SURFACE PREPARATION AS REQUIRED BY THE BONDING AGENT

MANUFACTURER.

STEEL DECK

1. STEEL DECK FABRICATION AND ERECTION SHALL CONFORM TO THE STEEL DECK INSTITUTE

SPECIFICATIONS.

2. DECK SHALL INCLUDE ANY MISCELLANEOUS CLOSURE PIECES, METAL SCREEDS, ROOF

CURBS, DRAIN SUMP PANS, REINFORCING AROUND OPENINGS, ETC. REQUIRED TO MAKE A

COMPLETE JOB. MISCELLANEOUS ITEMS SHALL BE GALVANIZED AND SHALL BE NO THINNER

THAN 18 GAGE.

3. DUE ALLOWANCE SHALL BE MADE FOR DEFLECTION OF UNSHORED SLABS. NO ADDITIONAL

PAYMENTS WILL BE MADE FOR EXTRA CONCRETE USED TO FINISH SURFACES TO REQUIRED

ELEVATIONS.

4. ROOF DECK SHALL BE PRIME PAINTED, UNO.

5. NO LOAD SHALL BE HUNG FROM STEEL ROOF DECK.

CAST-IN-PLACE CONCRETE

1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE PROJECT MANUAL AND

AMERICAN CONCRETE INSTITUTE CODES AND STANDARDS, INCLUDING, BUT NOT LIMITED

TO, ACI 301, ACI 315, AND ACI 318.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 DELIVERED IN FLAT SHEETS.

3. THE CONTRACTOR SHALL REVIEW ALL DRAWINGS FOR SIZE AND LOCATION OF ALL

EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, OPENINGS, ETC. REQUIRED BY OTHER

TRADES. RECONCILE THEIR EXACT SIZES AND LOCATIONS BEFORE PROCEEDING WITH THE

WORK. ALL ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR TO PLACEMENT OF

CONCRETE. SECURE THE APPROVAL OF THE STRUCTURAL ENGINEER PRIOR TO PLACING

OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT CORE DRILL THROUGH

BEAMS, JOISTS, GIRDERS, OR WALLS. NO CONDUIT SHALL BE PLACED IN CONCRETE SLABS

OR BEAMS UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.

4. BACKFILL AGAINST WALLS SHALL NOT BE PLACED UNTIL THE FLOOR CONSTRUCTION AT THE

FIRST FLOOR HAS BEEN COMPLETED TO BRACE THE WALL. AT THE CONTRACTORS OPTION,

WALLS MAY BE BRACED AND BACKFILL INSTALLED. ANY SUCH BRACING SHALL BE SOLELY

THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL REMAIN IN PLACE UNTIL THE FIRST

FLOOR IS COMPLETED AND CONTINUOUSLY CONNECTED TO THE WALL.

5. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF

REQUIRED, IS NOT INCLUDED. USE STANDARD 90° BAR HOOK UNO.

6. PROVIDE HORIZONTAL CONTROL/CONSTRUCTION JOINTS IN SLABS AND VERTICAL

CONTROL/CONSTRUCTION IN WALLS AS SHOWN ON THE DRAWINGS. ALL BEAMS,

SPANDRELS, AND SLABS SHALL BE CAST MONOLITHICALLY, EXCEPT FOR REQUIRED

CONTROL/CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS. CONTRACTOR SHALL SUBMIT

ALTERNATE AND ADDITIONAL CONSTRUCTION JOINT LOCATIONS AND DETAILS TO THE A/E

FOR APPROVAL PRIOR TO CONSTRUCTION. AT LEAST 48 HOURS SHALL ELAPSE BETWEEN

CASTING OF ADJOINING UNITS. REINFORCEMENT SHALL BE CONTINOUS ACROSS

CONSTRUCTION JOINTS UNLESS DETAILED OTHERWISE ON THE DRAWINGS. SUBMIT ALL

CONSTRUCTION JOINT LOCATIONS WITH THE REINFORCING SHOP DRAWINGS.

7. WHERE CONSTRUCTION JOINTS ARE REQUIRED BUT ARE NOT INDICIATED ON THE DRAWINGS, THEY SHALL BE LOCATED AT THE MID-SPAN OF SLABS AND WALLS, AND SHALL BE SUBJECT

TO REVIEW BY THE A/E. UNO OR SHOWNG ON THE DRAWINGS, PROVIDE A CONTINUOUS

SHEAR KEY IN SLABS AND WALLS. THE MINIMUM KEY SIZE SHALL BE 1-1/2" DEEP X 1/3 THE

DEPTH OR WIDTH OF THE MEMBER. REFERENCE ACI 302 FOR GUIDELINES AND ADDITIONAL

INFORMATION.

8. THE CONTRACTOR SHALL PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CORNERS OF

COLUMNS, BEAMS, AND WALLS UNO INDICATED ON THE ARCHITECTURAL DRAWINGS.

MINIMUM CLEARANCES FOR REINFORCING STEEL SHALL CONFORM WITH THE TYPICAL

REINFORCING BAR CLEARANCE TABLE.

9. THE HARDENED CONCRETE OF HORIZONTAL CONSTRUCTION JOINTS SHALL BE DAMPENED

AND THEN THOROUGHLY COVERED WITH A COAT OF CEMENT GROUT OF SIMILAR

PROPORTIONS TO THE MORTAR IN THE CONCRETE. THE FRESH CONCRETE SHALL BE PLACED

BEFORE THE GROUT HAS ATTAINED ITS INITIAL SET.

10. THE HARDENED CONCRETE OF CONSTRUCTION JOINTS SHALL BE THOROUGHLY COATED

WITH A BONDING AGENT (SIKA ARMATEC 110 OR EQUAL).

11. WELDING OF REINFORCING STEEL IS NOT PERMITTED.

12. COMPLY WITH THE ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL

FINISHES OR TREATMENTS TO EXPOSED CONCRETE.

13. PROVIDE 6X6-W1.4XW1.4 WELDED WIRE FABRIC IN ALL TOPPING SLABS, UNO.

14. LAP WELDED WIRE FABRIC 1 SPACE (2 CROSS WIRES) + 2" AT ALL EDGES AND ENDS OF

SHEETS.

15. REINFORCING BAR LAP SPLICES AND ANCHORAGE LENGTHS SHALL CONFORM WITH

"MINIMUM LAP SPLICE AND ANCHORAGE DIMENSION TABLE"

MASONRY CONSTRUCTION

1. MASONRY WORK SHALL CONFORM TO THE ACI 530 AND 530.1.

2. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT UNITS

HOLLOW LOAD BEARING ASTM C90, WITH MINIMUM NET AREA COMPRESSIVE OF

2000 PSI. ALL LOAD BEARING BLOCK UNITS SHALL BE

MANUFACTURED SO THE CORES AND WEBS LINE UP WHEN

LAID IN RUNNING BOND.

SOLID LOAD BEARING PROVIDE UNITS COMPLYING WITH ASTM C145, GRADE

N-1, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000

PSI, EACH UNIT, NET CROSS-SECTIONAL AREA.

3. MORTAR FOR LOAD BEARING WALLS, EXTERIOR WALLS, SHEAR WALLS, AND VERTICALLY

REINFORCED MASONRY WALLS SHALL BE ASTM C270, TYPE S, WITH A MINIMUM

COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS.

4. WHERE VERTICAL BARS ARE TO BE GROUTED INTO CORES, THE FOLLOWING REQUIREMENTS

APPLY:

COARSE GROUT FOR REINFORCED MASONRY CONSTRUCTION SHALL CONFORM TO

ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM

COMPRESSIVE STRENGTH OF 3000 PSI.

PROVIDE DOWELS FROM FOOTING, SAME SIZE AND SPACING AS WALL BARS. LAP

WITH WALL BAR.

WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL

NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICAL. DOWELS SHALL BE

GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN

ADJACENT CELL TO THE VERTICAL WALL REINFORCEMENT.

REINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE WITH SCHEDULE WHERE

SPLICED. PROVIDE REINFORCING ALIGNMENT DEVICES AT A MAXIMUM SPACING OF

192 BAR DIAMETERS.

5. HORIZONTAL REINFORCEMENT SHALL BE PLACED IN CONTINUOUS MASONRY COURSES

CONSISTING OF BOND BEAM OR TROUGH BLOCK UNITS AND GROUTED IN PLACE. THE

CONTRACTOR SHALL PLACE ANCHOR BOLTS OR EMBEDDED ITEMS IN COARSE GROUT, UNO

ON DRAWINGS.

6. SPLICED WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE

CROSS WIRE OF EACH PIECE OF REINFORCEMENT WITHIN THE 6".

7. WALL CONSTRUCTION UNDER MASONRY BEARING STRUCTURAL MEMBERS SHALL BE AS

FOLLOWS, UNO:

PROVIDE BOND BEAM AS DETAILED ON THE DRAWINGS UNDER WALL BEARING

STEEL JOISTS. BOND BEAM SHALL BE FILLED WITH 3000 PSI GROUT.

PROVIDE SOLID MASONRY, 32" LONG x 24" HIGH, CENTERED UNDER EACH WALL

BEARING STEEL BEAM.

8. DO NOT CONSTRUCT MASONRY WALLS ON SUPPORTED CONCRETE DECKS UNTIL CONCRETE

HAS REACHED 28 DAY STRENGTH AND ALL SHORING HAS BEEN REMOVED.

9. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED (FACE SHELLS),

WEBS AND COLLAR JOINTS, UNO.

10. PROVIDE LINTELS OVER ALL OPENINGS WIDER THAN 8" IN MASONRY WALLS. REFER TO THE

ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATION, NUMBER, AND SIZES OF

OPENINGS.

11. PROVIDE CONTROL JOINTS IN ALL MASONRY WALLS AS SHOWN ON THE STRUCTURAL

DRAWINGS OR AS DEFINED IN THE SPECIFICATIONS. IF NO CONTROL JOINTS ARE SHOWN ON

THE DRAWINGS, PROVIDE CONTROL JOINTS AT A SPACING OF 25' OR 1.5 TIMES THE WALL

HEIGHT, WHICHEVER IS LESS. NO CONTROL JOINTS SHALL BE PROVIDED IN MASONRY

SHEAR WALLS, WHERE SHEAR WALLS ARE LONGER THAN MAXIMUM CONTROL JOINT SPACING

PROVIDE SINGLE COURSE CONTINUOUS HORIZONTAL BOND BEAM WITH (2) #6 BARS @ 6' -

0" OC MAX OVER THE FULL HEIGHT OF THE WALL.

12. BOND BEAM REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINTS AND

AROUND CORNERS AND AT WALL INTERSECTIONS. AT CORNERS AND WALL INTERSECTIONS,

PROVIDE BENT BARS OF SAME SIZE AND QUANTITY AS BOND BEAM REINFORCING AND LAP

SPLICE WITH BOND BEAM REINFORCING WITH LENGTHS AS REQUIRED BY MASONRY LAP

SPLICE SCHEDULE.

ZONE 1

16.0, -25.9

16.0, -25.0

16.0, -24.3

16.0, -23.7

ZONE 2

16.0, -43.4

16.0, -37.3

16.0, -32.7

16.0, -28.1

ZONE 3

16.0, -65.4

16.0, -50.5

16.0, -39.3

16.0, -28.1

AREA

INTERIOR ZONE

23.7, -25.7

22.3, -24.3

21.3, -23.2

20.2, -22.2

17.8, -19.7

EDGE ZONE

23.7, -31.6

22.3, -28.8

21.3, -26.7

20.2, -24.6

17.8, -19.7

AREA

STEEL JOISTS AND JOIST GIRDERS

1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE (SJI)

STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHT TABLES FOR STEEL JOISTS AND

JOIST GIRDERS.

2. THE STEEL JOIST MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE.

3. VERIFY THE EXACT SIZE AND LOCATION OF ALL OPENINGS PRIOR TO FABRICATION OF JOISTS

AND HEADERS.

4. THE JOIST VENDOR SHALL PROVIDE HEADERS OF ADEQUATE STRENGTH FOR JOIST SUPPORT

AT OPENINGS.

5. ALL HANGERS TO SUPPORT MECHANICAL EQUIPMENT, ETC. SHALL BE SUPPORTED BY THE

BOTTOM CHORD OF JOISTS AND SHALL BE LOCATED AT THE PANEL POINTS. PROVIDE JOIST

STIFFENERS AS INDICATED IN DETAILS. ALL HANGERS SHALL BE LOCATED AT THE CENTERLINE

OF THE BOTTOM CHORD MEMBER.

6. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET DESIGN AND SPACING

REQUIREMENTS OF THE SJI STANDARD SPECIFICATION FOR STEEL JOISTS AND JOIST

GIRDERS. USE HORIZONTAL BRIDGING FOR SHORT SPAN ROOF JOISTS. ALL BRIDGING AND

BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS ARE

PLACED ON THE JOISTS.

7. ENDS OF JOIST BRIDGING LINES SHALL BE ANCHORED TO MASONRY WALLS OR STEEL

BEAMS. ALL BRIDGING SHALL BE WELDED TO JOISTS IN SUCH A MANNER AS NOT TO IMPAIR

THE STRUCTURAL INTEGRITY OF THE JOIST.

8. RIGID X-BRACING AS SHOWN ON THE PLANS SHALL BE BOLTED OR WELDED AT THE

INTERSECTION OF THE TWO BRIDGING MEMBERS BETWEEN JOISTS.

9. WELD ALL STEEL JOISTS TO SUPPORTING STRUCTURAL STEEL MEMBERS AS SHOWN ON THE

DRAWINGS AND ACCORDING TO SJI AND AWS D1.1 AS A MINIMUM.

10. ANY SPLICES REQUIRED IN JOIST OR JOIST GIRDER WEB OR CHORD MEMBERS SHALL BE

STANDARD SPECIFICATIONS.

11. ALL K SERIES JOISTS SHALL HAVE A MINIMUM LENGTH OF BEARING ON STEEL BEAMS OF 3".

MINIMUM BEARING LENGTH ON MASONRY OR CONCRETE SHALL BE:

- 4" FOR JOIST DEPTHS 8" THROUGH 24" AND CHORD SIZES #3 THROUGH #8

- 5" FOR JOIST DEPTHS 26" THROUGH 30" AND CHORD SIZE #8 AND JOIST DEPTHS 18"

THROUGH 30" AND CHORD SIZE #9.

- 6" FOR JOIST DEPTHS 26" THROUGH 30" AND CHORD SIZES #10 AND #11.

- IF THIS MINIMUM BEARING CANNOT BE MET, THE JOIST PLACEMENT MUST BE

STAGGERED TO ACHIEVE THIS MINIMUM REQUIRED BEARING.

12. JOISTS AND JOIST GIRDERS SHALL BE ERECTED STRAIGHT. SWEEPS SHALL BE A MAXIMUM

OF 1" MEASURED AT THE CENTER.

13. JOISTS AND JOIST GIRDERS SHALL BE DESIGNED FOR A MINIMUM NET UPLIFT LOAD EQUAL

TO 20 PSF.

USE THIS TABLE FOR A615 GRADE 60 REINFORCING WHEN CONCRETE CLEAR COVER AND

CLEAR SPACING IS AT LEAST db AND CODE MINIMUM STIRRUPS ARE PROVIDED OR IF

MINIMUM STIRRUPS ARE NOT PROVIDED, CLEAR SPACING IS AT LEAST 2db.

CONCRETE MINIMUM LAP SPLICE AND

ANCHORAGE DIMENSION TABLE

(4000 PSI CONCRETE) (3000 PSI CONCRETE)

TOP BARS OTHER BARS TOP BARS OTHER BARSBAR SIZE BAR SIZE

DEVELOPMENT LENGTH

#10

#11

#10

#11

15"

20"

25"

30"

44"

50"

63"

56"

70"

12"

16"

19"

23"

34"

38"

49"

43"

54"

18"

23"

29"

35"

50"

57"

73"

65"

81"

14"

18"

22"

27"

39"

44"

56"

50"

62"

NOTES:

• LAP LENGTHS SHALL BE 1.3 TIMES DEVELOPMENT LENGTH.

• FOR EPOXY COATED REINFORCING MULTIPLY THE TABLE VALUES ABOVE BY 1.5.

• (MC) DENOTES MECHANICAL COUPLER DEVELOPING 125% OF THE BAR YIELD STRENGTH.

NO OTHER SPLICE WILL BE ACCEPTED.

• WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP DIMENSION OF THE SMALLER

BAR OR THE ANCHORAGE DIMENSION OF THE LARGER BARS. USE WHICHEVER DIMENSION

IS LARGER.

• TOP BARS SHALL BE DEFINED AS BEAM AND SLAB HORIZONTAL REINFORCEMENT SO

PLACED THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE

TOP REINFORCEMENT. HORIZONTAL REINFORCING IN WALLS SHALL BE CONSIDERED TOP

BARS.

DEVELOPMENT LENGTH

MASONRY MINIMUM LAP SPLICE SCHEDULE

BAR SIZE

LAP LENGTH FOR BARS EACH FACE OF CMU

WALL (2 1/2" CLEAR MASONRY COVER)

LAP LENGTH FOR BARS CENTERED

IN CMU THICKNESS

12" 12"

13" 18"

#5 20" 28"

#6 38" 52"

#7 52" 70"

#8 79" 105"

NOTES:

MECHANICAL COUPLERS DEVELOPING 125% OF THE BAR YIELD STRENGTH ARE PERMITTED AT

ANY SPLICE LOCATION AT CONTRACTOR'S OPTION.

CONCRETE REINFORCING CLEAR COVER REQUIREMENTS

CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND

CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#5 BAR AND SMALLER

#6 BAR AND LARGER

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLABS, JOISTS, AND WALLS (NOT LARGER THAN #11 BAR)

BEAMS, COLUMNS, PIERS

NOTE:

CLEAR COVER DIMENSIONS LISTED ARE CODE-REQUIRED MINIMUMS. PROVIDE GREATER

COVER WHERE SPECIFICALLY REQUIRED BY DETAILS.

1-1/2"

3/4"

1-1/2"

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ISSUED FOR DATE

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS (MBC SECTION 1705.6)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED PROPERLY.

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION (MBC SECTION 1705.3)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT.

2. REINFORCING BAR WELDING (PERMITTED ONLY WHEN SPECIFICALLY SHOWN IN THE

DETAILS OR WITH PERMISSION IN WRITING BY THE ENGINEER):

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706

B. INSPECT SINGLE-PASS FILLET WELDS UP TO AND INCLUDING 5/16"

C. INSPECT ALL OTHER WELDS

3. INSPECT ANCHORS CAST IN CONCRETE

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

B. ALL OTHER ANCHORS POST-INSTALLED IN HARDENED CONCRETE

5. VERIFY USE OF REQUIRED MIX DESIGN.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THE CONCRETE.

7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

9. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

10. VERIFY IN-SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORES AND

FORMS FROM BEAMS AND STRUCTURAL SLABS.

11. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF CONCRETE

MEMBER BEING FORMED.

EXCEPTIONS - THE ABOVE SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR THE FOLLOWING BUILDING ELEMENTS:

1. ISOLATED SPREAD FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

2. NONSTRUCTURAL SLABS SUPPORTED DIRECTLY ON THE GROUND.

REQUIRED SPECIAL INSPECTIONS AND TESTS OF MASONRY CONSTRUCTION (MBC SECTION 1705.4

AND TMS 402-13 LEVEL B QUALITY ASSURANCE)

SPECIAL INSPECTION TASK

CONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR

B. CONSTRUCTION OF MORTAR JOINTS

C. LOCATION OF REINFORCEMENT AND CONNECTORS

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

A. GROUT SPACE

B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS

C. PLACEMENT OF REINFORCEMENT AND CONNECTORS

D. PROPORTIONS OF SITE-PREPARED GROUT

E. CONSTRUCTION OF MORTAR JOINTS

4. VERIFY DURING CONSTRUCTION:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS

B. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER

CONSTRUCTION

C. WELDING OF REINFORCEMENT (PERMITTED ONLY WHEN SPECIFICALLY SHOWN

IN THE DETAILS OR WITH PERMISSION IN WRITING BY THE ENGINEER)

D. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F)

E. PLACEMENT OF GROUT IS IN COMPLIANCE

5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR

PRISMS

TESTING TASK

1. VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH TMS

602-13 ARTICLE 1.5 B.1.b.3 FOR SELF-CONSOLIDATING GROUT.

2. VERIFICATION OF f'm IN ACCORDANCE WITH TMS 602-13 ARTICLE 1.4 B PRIOR TO CONSTRUCTION.

REQUIRED SPECIAL INSPECTIONS PRIOR TO WELDING OF STRUCTURAL STEEL (AISC 360 N5.4)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

2. WPS AVAILABLE

3. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

4. MATERIAL IDENTIFICATION (TYPE/GRADE)

5. WELDER IDENTIFICATION SYSTEM

6. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

A. JOINT PREPARATIONS

B. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

C. CLEANLINESS (CONDITION OF STEEL SURFACES)

D. TACKING (TACK WELD QUALITY AND LOCATION)

E. BACKING TYPE AND FIT (IF APPLICABLE)

7. CONFIGURATION AND FINISH OF ACCESS HOLES

8. FIT-UP OF FILLET WELDS

A. DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

B. CLEANLINESS (CONDITION OF STEEL SURFACES)

C. TACKING (TACK WELD QUALITY AND LOCATION)

REQUIRED SPECIAL INSPECTIONS DURING WELDING OF STRUCTURAL STEEL (AISC 360 N5.4)

SPECIAL INSPECTION TASK

1. CONTROL AND HANDLING OF WELDING CONSUMABLES

A. PACKAGING

B. EXPOSURE CONTROL

2. NO WELDING OVER CRACKED TACK WELDS

3. ENVIRONMENTAL CONDITIONS

A. WIND SPEED WITHIN LIMITS

B. PRECIPITATION AND TEMPERATURE

4. WPS FOLLOWED

A. SETTINGS ON WELDING EQUIPMENT

B. TRAVEL SPEED

C. SELECTED WELDING MATERIALS

D. SHIELDING GAS TYPE/FLOW RATE

E. PREHEAT APPLIED

F. INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

G. PROPER POSITION (F, V, H, OH)

5. WELDING TECHNIQUES

A. INTERPASS AND FINAL CLEANING

B. EACH PASS WITHIN PROFILE LIMITATIONS

C. EACH PASS MEETS QUALITY REQUIREMENTS

6. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

REQUIRED SPECIAL INSPECTIONS AFTER WELDING OF STRUCTURAL STEEL (AISC 360 N5.4)

SPECIAL INSPECTION TASK

1. WELDS CLEANED

2. SIZE, LENGTH, AND LOCATION OF WELDS

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA

A. CRACK PROHIBITION

B. WELD/BASE-METAL FUSION

C. CRATER CROSS SECTION

D. WELD PROFILES

E. WELD SIZE

F. UNDERCUT

G. POROSITY

4. ARC STRIKES

5. k-AREA

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES

7. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

8. REPAIR ACTIVITIES

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

10. NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE APPROVAL OF THE EOR

REQUIRED SPECIAL INSPECTIONS PRIOR TO BOLTING OF STRUCTURAL STEEL (AISC 360 N5.6)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

3. CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

4. CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

(REQUIRED ONLY FOR PRETENSIONED OR SLIP-CRITICAL JOINTS)

7. PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER

FASTENER COMPONENTS

REQUIRED SPECIAL INSPECTIONS DURING BOLTING OF STRUCTURAL STEEL (AISC 360 N5.6)

SPECIAL INSPECTION TASK PERFORM OBSERVE

1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED.

2. JOINT BROUGHT INTO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING

OPERATION.

3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING.

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES (REQUIRED ONLY FOR PRETENSIONED OR SLIP-CRITICAL JOINTS)

REQUIRED SPECIAL INSPECTIONS AFTER BOLTING OF STRUCTURAL STEEL (AISC 360 N5.6)

SPECIAL INSPECTION TASK

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X -

OTHER REQUIRED SPECIAL INSPECTIONS OF STRUCTURAL STEEL (AISC 360 N5.7 AND N5.8)

SPECIAL INSPECTION TASK

1. VISUALLY INSPECT EXPOSED CUT SURFACES OF GALVANIZED STRUCTURAL STEEL MAIN MEMBERS AND EXPOSED CORNERS OF

RECTANGULAR HSS FOR CRACKS SUBSEQUENT TO GALVANIZING.

2. DURING PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL, VERIFY AND DOCUMENT THE

DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO

THE CONCRETE PRIOR TO PLACEMENT OF CONCRETE.

3. INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPLICABLE, TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON

THE CONSTRUCTION…

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