17C-211 (18) Mar- 13-01 10: 07A P.01
%A
ING INSPECTION ROYAL
DENORT BpM pPTON,MA 01060
EStGNKR ILDERS
Tranemittal
TOLL Ryan S. Wlv%rig, PE Attention: Ryan
28 Aldrich Street
Northampton ,MA 01060
From: Paul H $ourbeau, AIA Date. 3/1.3/2001
Director of Ar itectural Services
Rebar Shop Drawings,
Re: Fl(wincse Savings-Flareuce,MA -Endomm: Architectural Plans and
Marked up Structural Plans.
CC: Jim Schwartz, Copies: 3 of each, I-Structual Dwg
AnthonyPBtillo 413-W-1272
0 Urgent 0 For Review D Please Comment aRlpsse Reply
Ryan,
I am sending you Copies of the rebar shop drawings, 1-am also having SVM send along to you
the current steel shop drawings for your use. They witprovide you with two sets, one for you
and one for the building inspector. In addition,I am sending you the revisett architectural plan
drawings for your review. I have included a marked up se; of structural drawings to indicate
to you the changes in dimensions. If you have any other 1�estions, please call
Paul
X82 Fide NO Road D Hampton, NH 03M . . . . . . . ¢t'or'e(W3)e2s-�M3 W(603)926-sao7
03/19/2001 16:11 4135844593 RYAN S HELLWIG PE , ��' PAGE 01
r
_.--- .... /-7e �1
RYAN S. HEI.L'VG, PE STRI3RA7L ENGINEER •
Ta And=y PaOD
Northampton Building Commisioner
Fax#: 587-1272 D
1
a
Re: Florence Savings Bank Addition MAR 19 2001
85 Main Street
Florence,MA
DEPT OF BUILDING INSPECTIONS
Date of Inspection: March 19,2001 NORTHAMPTON,MA 01060
Present @ Site: Guy(M&R—Concrete SuheostrgcWc)
The following items were noted:
1. All reinforcing bat's should be clean;
2. The bottom of the forms mid the keyway should be clean;
3. All lap spli=slwuld-ovcrhq)-4Qbu diameters,24 inches mint++_ um
4. Minimum clear cover should be provided for rebar per the specifications,paraphrased aaMbvw:
For Slabs&Walls: '
2"(#6 and larger near side exceed to weather)
1- Y: (#5 and smalier-near sid"xposed to weather)
(near side not exposed to weather)
5. The horizontal#5 bars should be on the outside of the vertical#4 liars,,qp drawn on 4/S 1.1;
6. A horizonW#4->utc.should be placed at the hook of the outer#4 vertical, as drawn on 4/S 1.1;
7. Corner bare will ba placed at a11-eornera;
8. All pilasters should be reird iced with three"s,as drawn on 5&6/S 1.1.
These items should be addressed-before pouring.wwmete.
I hope that you Sod this satisfactory. Please let me know if you have any questions.
Resp Submit d,
Ryan . Hellv g- s. PE 37300 ST
Copy to: Paul Bourbeau(Royal Designlilders)@ fox#:.60..1' - 9M6- 5907
• 2S ALDRW STREET • NORTHAMPTON,MA 41060
• VOWE 413-364-ULWG(4544} • FAX 411-59/-HLWFtx(�593) •
05/22/2001 14:34 4135644593 RYAN S HELLWIG PE PAGE 01
7LI-7-.1il
RYAN S. HELLWIG, PE i STRUCTURAL ENGINEER i
n cti -Control nspection`Report #2 --�
To: Anthony Patillo
Nnrshampten Eluilding Commisioner
Fad: 587-1272
C E O OWE
Re: Florence Savings Bank Addition l� ! MAY 2 2 2001
85 Main Street
� Florence, MA
J DEPT OF BUILDING INSPECTIONS
Date of Inspection May 22, 2001 NORTHAMPTON,MA 01060
The structural steel frame has been pwlmUy erected. No work was-in-progress,presumably because of the rain. All
cotwwwan&inost oftl:e-frst and second floor beams and bar joists appear to have been installed. No metal form
J+dock nor roo€morning has been inoalW.
The foliovang items were noted;.
�+ 1. Grout under tbecohmm bases-is net adequate. So=ofthe grout has spaded id€slier►out,and/or does not
support the entire arm-of tic--plates.
2. Some of the concrete foundation appears to have been damaged,presumably by the steel erection. A repair
J scheme should be submitted for review.
3. The W12x14 beam on line 6 between lines A&B was notched to 2-'/z"support a barjoist. This was not shown
on the design drawings,nor on the shop drawings which I reviewed. The fabricator should submit calculations
proving that thri notch will not adversely affect the beam's strength or stiffness
4. One Wl2xl4 beam near F2(SWE mark 58B1)had its connection angle holes misaligned ata#thr aq*-was
welded in-the field in the correct location. however,the welding pattern boxed the angle all ar�und,which is
contrary to the AISC-regtirernents for single-angle connections. Tlrc fabricator should subrtait calculations provring
that the weld pattern will not adversely affect the copnectioaa's_strength.
S. One W16x26 beam near F2_(SWE marls 18H1)had its comection.angle holes tnisaligued,and the angles were
welded in the field in the correct-location. These-wclds-appear to be made properly.
6. The foundation wall at fine D,between lines-l & 1,dees rot have it connection to,the floor framing,to be
properly restrained at the top in order to resist the backfill soil-pressure.
1 hope that you find this-wishictory.Tease let me know if you have any questions.
Respectfully Submitted,
JRyan fI vig{.Mass. PE 37300 ST
wCopy to: Paul Bourbeau(loyal Design Builders)@ fax#: 603 -926- 5907
I
_28�.T1 -H STREET 0 NORTHAWTON,MA 01060 •
• VOWE 4t3-59&R.WG(4S9Q • FAX.4t3-584-HLWYnx(4593) •