20260731 B752 Q-A package.pdf

Q&A

B752 Repair Façade & Tuckpointing

FA663326Q0007

Questions Government Response

1. May we have a flashing detail cut sheet for the windows.

Attached is the original detail (det 7/A3), indicating a flashing below each window sill.

2.Do the engineers have a flashing detail cut sheet for the A/C Supply Duct connected to the building

The original mechanical details (S2 and Mechanical det 7 of M3) are the only info provided.

3. Can we replace the concrete slab at the front doors to eliminate the trip hazard and slope to connected slab.

The contractor can replace the entryway slab with new

4. Is there a brick spec in the plans for brick replacement?

The brick specification in section 04 20 00 paragraph 2.1.2 of the technical specs as separate bid documents.

5. KTR requested existing conditions photo See attached Photos l i

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I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I um a duly Registered Architect under the laws of the State of Minnesota.

Date • ff Project No. 4-'llt.. ,qi;o� Drawn By WHl-1 No. Revision

934 LOGISTICS·

GROUP/LGC

M/R/A

FAMILY SERVICES

BUILDING 752

PROJECT QJKL 95-0054

MINNEAPOLIS I MN

JANUARY 1h, 1996

Date

100% Submittal

A3-:

----:::--"""----------l

L 5x5x3/s

12"

SECTION

3/4" • 1'-0"

1/2" PLYWOOD ROOF

SHEATHING lYP.

L 5x5x3/8

51/{ 12"

SECTION

3/4" = 1'-0"

·Gio,1�-:r1Nt.t it" (.1111

� _JL___

1/z't/J X 4'' ------, EMBED EXP. BOLT JCJL

4" 411 lYP.

C8x11.5

CONT. PL 1/(x12"

1/£¢ X 4"

EMBED EXP. BOLT

TYP.

GROUT SOLID

BELOW LINTEL

AND AROUND

BOLTS

ADD 1 - #5 BAR

ADD

GROUT SOLID

BELOW LINTEL

AND AROUND

BOLTS

1 - #5 BAR

-+- -4-11-�

4 4"

<> GENERAL <> STRUCTURAL NOTES:

DESIGN CODES USED:

THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE UNlrORM BUILDING CODE

(1994) EDITION).

ALL OTHER CODES USED ARE LISTED WITH THEIR APPROPRIATE SECTION.

ADDITIONS TO SPECIFICATION SECTIONS:

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND NOTIFY THE

ARCHITECT OF ANY DISCREPANCIES FOUND. FIELD VERIFY SIZES, DIMENSIONS AND

CONFIGURATIONS OF ALL EXISTING CONDITIONS AFFECTING THE WORK PRIOR TO

FAl3RICATION OR ERECTION OF STRUCTURE.

VERIFY SIZE, LOCATION AND NUMBER OF ROOF AND FLOOR OPENINGS WITH MECHANICAL

AND ELECTRICAL CONTRACTORS.

DESIGN LNE LOADS:

ROOF ------- 40 PSF. TOP CHORD

10 PSF. BOTTOM CHORD

WIND (Os) ---- 17 PSF.

(80 MPH BASIC WIND SPEED)

<> CONCRETE MASONRY WALLS <>

DESIGN CODES USED:

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-88) (WORKING STRENGTH

DESIGN).

DESIGN STRESSES:

MASONRY PRISM STRENGTH: F'm = ----- 1,350 PSI.

GROUT COMPRESSIVE STRENGTH: F'c = ----- 3,000 PSI.

ADDmONS TO s1•ECIFICATIONS DMSION 4 - MASONRY:

ALL CONCRETE MASONRY UNITS SHALL BE ASTM C-90, GRADE N TYPE I UNITS.

ALL MORTAR SHALL BE lYPE S, PROPORTIONED BY VOLUME ACCORDING TO ASTM C270, EXCEPT

TYPE M SHALL BE USED BELOW GRADE, UNLESS NOTED OTHERWISE.

ALL GROUT SHALL HAVE 3/8" MAXIMUM AGGREGATE SIZE AND 8" MINIMUM SLUMP.

ALL WALL OPENINGS SHALL BE REINFORCED WITH 2-#5 BARS EACH SIDE MINIMUM. REINFORCING

· SHALL EXTEND FULL WALL HEIGHT VERTICALLY. EACH 'i=>AIR OF BARS SHALL BE GROUTED SOLID IN

ONE CELL, ON AN .AXIS PERPENDICULAR TO WALL.

ALL SECTIONS CONTAINING REINFORCEMENT SHALL BE INSPECTED BY ENGINEER, ALL OTHER WALL

SECTIONS DO NOT REQUIRE SPECIAL INSPECTION, UNLESS NOTED OTHERWISE.

SPLICES FOR VERTICAL AND HORIZONTAL BARS SHALL LAP 40 BAR DIAMETERS OR 24" MINIMUM.

TOOTH IN NEW BLOCK AT ALL JOINTS 01' NEW TO EXISTING UNLESS OTHERWISE NOTED ANO GROUT COMMON CELLS SOLID. WHERE EXISTING BLOCK PRESENTS ROUGH FACE ArTER REPAIR, PATCH, GRIND ANO RUB SURFACE AS REQUIRED TO MEET REQUIRED ARCHITECTURAL FINISH.

<>STRUCTURAL STEEL <>

DESIGN CODES USED:

A.I.S.C. SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL

FOR BUILDINGS (JUNE 1, 1989).

A.I.S.C. CODE OF STANDARD PRACTICE FOR BUILDINGS & BRIDGES (SEPTEMBER 1, 1986).

AMERICAN WELDING SOCIElY STANDARDS.

MATERIALS:

STRUCTURAL STEEL ------·----------- ASTM A36.

STEEL PIPE COLUMNS -----·---------- ASTM A501.

STRUCTURAL TUBING. COLUMNS -------- ASTM A500,GR.B. fy = 461<SI

3/4" DIAMETER FIELD BOLTS -------- ASTM A325.

ANCHOR BOLTS ---------·------------ ASTM A36, U.N.O.

ADDmONS TO SPECIFICATION DMSION 5 - METALS:

ALL STRUCTURAL STEEL SHALL BE FABRICATED ANO ERECTED ACCORDING TO LATEST A.I.S.C.

SPECIFICATIONS.

ALL SHOP CONNECTIONS SHALL BE WELDED.

ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE CODE FOR ARC AND GAS WELDING IN

BUILDING CONSTRUCTION OF THE AMERICAN WELDING SOCIETY. PROVIDE E70XX ELECTRODES.

ALL FIELD WELDING SHALL BE SHOWN ON THE SHOP DRAWINGS.

ALL FIELD WELDING SHALL BE PERFORMED BY AN A.W.S. CERTIFIED WELDER USING E70XX

ELECTRODES AND INSPECTED AS PRESCHIBED BY THE DESIGN ENGINEER.

ALL FIELD BOLTS SHALL BE 3/ 4" DIAMETER A325 BOLTS UNLESS NOTED OTHERWISE.

TEMPORARY ERECTION BOLTS, CLIPS, HANGERS AND TEMPORARY BRACING SHALL BE FURNISHED AS

REQUIRED BY ERECTOR.

BEFORE LEAVING THE SHOP ALL STEEL SHALL BE CLEANED AND PAINTED WITH ONE COAT OF

PRIMER.

TOUCH UP FIELD SPLICES, CONNECTIONS, WELDS AND ABRASIONS WITH TOUCH UP SHOP PAINT ArTER INSTALLATION.

<> LIGHT GAUGE METAL FRAMING <>

DESIGN CODES USED:

A.I.SJ. SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS

(AUGUST 19, 1986).

MATERIALS:

LIGHT GAUGE METAL FRAMING ------- ASTM A568, C645.

GALVANIZED COATING -----·--------- ASTM A525.

ALUMINIZED COATING -------------- ASTM A463.

MINIMUM YIELD STRENGTH:

STUDS ANO DIAGONAL BRACING ------ Fy= 40 KSI MIN.

TRACK, CHANNELS AND ACCESSORIES - Fy= 33 KS! MIN.

ADDmONS TO SPECIFICATIONS DMSION 5 - METALS:

WALL STUDS SHALL BE COLD ROLLED STEEL, GALVANIZED OR ALUMINIZED, C SHAPE, PUNCHED FOR

UTILITY ACCESS AND AS NOTED BELOW:

NON LOAD BEARING INTERIOR WALLS - 25 GAUGE MIN., AT 16" o/c., WITH BRACING SIMILAR TO

EXTERIOR WALLS.

TRACK SHALL BE COLD ROLLED OR BREAK FORMED STEEL, GALVANIZED OR ALUMINIZED, U SHAPED

AND 25 GAUGE MIN. AND AS NOTED ON THE DRAWINGS.

LIGHT GAUGE METAL FRAMING FASTENERS SHALL BE MIN #12 SELF TAPPING SHEET METAL SCREWS, 16 THREADS PER INCH, WITH LOW PROFILE HEAD.

TEMPORARY BRACING FOR WALLS SHALL BE FURNISHED BY THE LIGHT GAUGE METAL FRAMING

INSTALLER AND MAINTAINED UNTIL PERMANENT SYSTEMS PROVIDING LATERAL STABILllY ARE IN

PLACE.

FASTEN TRACK TO CONCRETE OR MASO�IRY WITH MIN. 5/32" DIAMETER x 1 1/4" EMBEDDED POWER DRIVEN PINS AT 16" o/c., UNLESS NOTED OTHERWISE.

<> STRUCTURAL WOOD <>

DESIGN CODES USED:

AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (1985).

NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (N.D.S.), NFPA

DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES, TPI

DESIGN STRESSES:

DOUGLAS FIR AND LARCH LAMINATED BEAMS. . Fb = 2,400 PSI.

. . Fv = 160 PSI.

DIMENSION LUMBER (NO. 1) . AS PER N.D.S.

ADDmONS TO SPECIFICATION DMSION 6 - WOOD:

SPACE FRAMING NOTES:

CONTRACTOR SHALL VERIFY THE FOLLOWING:

EXISTING TOP OF WALL PLATES BEARING ON MASONRY SHALL BE 2X MATERIAL ANCHORED WITH 1 /2" ROUND (MIN.) BOLTS AT 48" o.c. (MAX). THERE SHALL BE AT LEAST 2 BOLTS IN EACH STICK. ANCHOR BOLTS SHALL BE PLACED SUCH THAT THEY WILL NOT INTERFERE WITH THE FULL

BEARING OF TRUSSES OR ROOF JOISTS.

JOISTS AND GIRDERS SHALL BE NOTCHED TO PROVIDE FULL BEARING OF THE MEMBER UNLESS

OTHERWISE SHOWN. DO NOT OVERCUT.

BOLTS IN WOOD ARE MACHINE BOLTS, UNLESS OTHERWISE NOTED. MACHINE BOLTS SHALL HAVE A

SHANK DIAMETER WITHIN 1 /64" OF THAT SPECIFIED. BOLTS ARE ASTM 307 STEEL.

BOLT HOLES SHALL BE 1 /3t' OVERSIZE. WHERE STEEL IS CONNECTED TO WOOD, HOLES IN STEEL

SHALL BE 1 /16" OVERSIZE. PROVIDE STANDARD CUT WASHERS UNDER HEAD ANO NUT WHERE

BEARING IS AGAINST WOOD. WASHERS WILL NOT BE REQUIRED UNDER HEAD OF CARRIAGE BOLTS.

LENGTH OF THREAD SHALL BE SUCH THA

T NOT MORE THAN 1/2" OF THREAD SHALL BEAR AGAINST

WOOD. ALL NUTS SHALL BE TIGHTENED WHEN PLACED AND RE -TIGHTENED AT COMPLETION OF THE

JOB OR IMMEDIATELY BEFORE CLOSING WITH FINISH CONSTRUCTION. BOLT HOLES IN WOOD

MEMBERS, INCLUDING GLU-LAM, SHALL BE DRILLED ON THE JOB SITE. WHERE STEEL. SIDEPLATES

ARE USED FOR CONNECTION, THE PLATE SHALL BE USED AS A TEMPLATE.

PLYWOOD SHEATHING:

INTERIOR PARTITIONS WHERE NOTED, ROOFS, EXTERIOR WALLS AND SUBFLOORS SHALL BE

SHEATHED WITH PLYWOOD WITH EXTERIOR GLUE CONFORMING TO THE REQUIREMENTS OF STRUCTURAL 1.

PLYWOOD SHEATHING USED STRUCTURALLY SHALL EXTEND CONTINUOUSLY BEHIND ALL FINISHES, AND SHALL BE PROTECTED BY AN UNBROKEN LAYER OF MOISTURE TIGHT PAPER.

PLYWOOD JOINTS SHALL BE BACKED BY A SINGLE COMMON MEMBER. THE EDGE OF THE PLYWOOD SHEET SHALL LAP A MINIMUM OF 3/4" WITH THE BACKING MEMBER. THE PLYWOOD NAILS SHALL BE AT LEAST 3/8" FROM THE EDGE OF THE PLYWOOD SHEET AND FROM THE EDGE OF THE BACKING MEMBER. IN GENERAL SHEETS SHALL BE 4' -o'' x 8' -0" AND SHALL BE LAID WITH FACE PLIES ACROSS RAFTERS AND TRUSSES AND WITH END JOINTS STAGGERED 4'-o''.

NO PANEL SHALL BE USED WHICH IS LESS THAN 24" IN WIDTH ON ROOFS.

THE NAILING ALONG THE END EDGE OF THE SHEET AND FOR ALL OTHER CONTACTS SHALL BE AS

CALLED FOR UNDER THE NAILING SCHEDULE BELOW.

MINIMUM PERMISSIBLE NAILING:

ALL NAILS SHALL BE COMMON WIRE NAILS. WHERE NAILS TEND TO SPLIT THE WOOD, NAIL HOLES

SHALL BE PRE-DRILLED.

JOISTS, RArTERS, OR TRUSSES

DOUBLE JOISTS AND

BUILT UP BEAMS

ALL PLYWOOD SHEATHING

WHEN PERPENDICULAR TO BEARING

WHEN PARALLEL TO BEARING

1 o• OR LESS IN DEPTH

MORE THAN 1 O'' DEEP

AT EDGES OF SHEET.

AT ALL OTHER CONTACTS

2-1 Od TOENAILS

EA. SIDE.

1 Od TO ENA I LS AT @ 12" o.c. EA.

SIDE.

16d AT 12"oc

STAGGERED

1 /t' BOLTS AT

2•-o"oc STAGGERED

8d @ 6"oc 8d @ 12"oc

FOR PLYWOOD NAILING, 9 GAGE x2 1 /8" CUT NAILS MAY BE USED IN LIEU OF 8d COMMON WIRE

NAILS.

NAILING NOT NOTED ABOVE OR ON DETAILS SHALL BE AT LEAST TWO NAILS AT ALL CONTACT

POINTS, USE 8d THROUGH 1" MATERIAL, 16d THROUGH 2" MATERIAL, 40d THROUGH :5' MATERIAL AND 30d THROUGH t' MATERIAL ON FACE OF SHEATHING.

MACHINE APPLIED NAILING:

USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOB SITE DEMONSTRATION FOR EACH PROJECT AND THE APPROVAL OF THE ARCHITECT OD STRUCTURAL ENGINEER. THE APPROVAL IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. MACHINE NAILING WILL NOT BE APPROVED IN 5/16" PLYWOOD. IF NAILHEADS PENETRATE THE OUTER PLY MORE THAN WOULD BE NORMAL FOR

HAND NAILING OR IF MINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED THE

PERFORMANCE WILL BE DEEMED UNSATISFACTORY.

FABRICATED WOOD TRUSSES:

FABRICATE, SUPPLY AND ERECT WOOD TRUSSES AS SHOWN ON THE DRAWINGS AND AS SPECIFIED, TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, NFPA AND DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD

TRUSSES, TPI AND THE LOCAL CODE OF JURISDICTION.

MANUFACTURER SHALL FURNISH DESIGN DRAWINGS BEARING THE SEAL AND REGISTRATION NUMBER OF A DESIGN PROFESSIONAL LICENSED IN THE STATE WHERE THE TRUSSES ARE TO BE INSTALLED.

DRAWINGS SHALL BE APPROVED BY ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION.

LUMBER USED SHALL BE IDENTIFIED BY THE GRADE MARK OR A LUMBER INSPECTION BUREAU OF

AGENCY APPROVED BY THE AMERICAN LUMBER STANDARDS COMMITTEE.

CONNECTOR PLATES SHALL MEET OR EXCEED ASTM A446 STEEL.

TRUSSES SHALL BE FABRICATED IN COMPLIANCE WITH REQUIREMENTS IN QUALITY CONTROL

STANDARD QST-88, TPI.

TRUSSES SHALL BE HANDLED DURING FABRICATION, DELIVERY AND AT JOB SITE SO AS NOT TO BE

SUBJECTED TO EXCESSIVE LATERAL BENDING. ERECTION SHALL BE IN ACCORDANCE WITH

HANDLING AND ERECTING WOOD TRUSSES HET-80, TPI. TRUSSES MUST BE SET AND SECURED

LEVEL AND PLUMB, AND IN CORRECT LOCATION. CUTTING AND ALTERING OF TRUSSES IS NOT

PERMITTED.

BRACE TRUSSES SUFFICIENTLY DURING ERECTION TO PREVENT TOPPLING OR OOMINOING. INSTALL

ALL BRACING BEFORE PLACING LOADS ATOP TRUSSES.

TRUSSES ARE TO BE BRACED AS PER THE RECOMMENDED DESIGN SPECIFICATIONS FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES DSB-89 BY THE TRUSS PLATE INSTITUTE.

I hereby certify that this pion, specification or report was prepared by me or under my direct supervision and that I am o duly registered Engineer under the laws of the state of Minnesota

Nome A. Fellows

Registration No. 23253 Dote 1 /16/96

Project No. 94187R Drawn By J. Soldin

No. Revision

DUNHAM

ASSOCIATES

MECHANICAL

ELECTRICAL

STRUCTURAL

8200 Normandalo Blvd., Suft• 500 Miooaopolls, MN 55437-1060

Date

CONSULTING

ENGINEERS

PhCM (612) 820-1400 © Fa)C', (612) 820-:2:760

Winsor/Faricy Ar�hitects, Inc ..

-12: Vvalj,;s,!11 :S! t�ort11. Suite 200 Sa:r:; r}aUL M: .. l')/ ir;ot'), 55lOQ,l142 ('' ') '2 ' 2·, (1( r.· ' · · ;· 1 ., •)')'18030' ) 1 •�• • J -..,l).).) , ,l,_( .) t.. .. L.L,). ._

934 LOGISTICS

GROUP/LGC

M/R/A Fomily Services

Minneapolis, MN

SECTIONS AND

STRUCTURAL NOTES