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Home My WebLink AboutMiscellaneous - Exception (566)06 u DESIGN CALCULATIONS FOR Precast Concrete Retaining Wall Produced by Concrete Systems, Inc. The Arbors at North Andover North Andover, MA Revision 1 Pro Con, Inc. Uwall Scope of Engineering: • Overturning • Sliding • Applied bearing pressure • Pullout Analysis not in Uwall Scope of Engineering: • Slip circle/ global stability • Bearing capacity of foundation soils. • Settlement • Scour • Slope stability for temporary cut • Site drainage (runoff must be diverted away from wall) Design 1: pp. l — 3 Design 2: pp. I — 8 Design 3: pp. 1 -,8 • 12' high • 6:1 Batter • Seismic analysis • No geogrid Pro Con, Inc. Uwall Calculations Page 1 of 3 The Arbors Design 1 HNorth Andover, MA WALL PARAMETERS stem length (from H:= 12ft wall height from top of leveling pad face)* P,:= 0 radians backslope angle w:= 0.16515 radians wall batter Wu 5in depth of UWall face LP := L — Wu LP = 3.413 -ft L •tan(0)•tan(w) L := P L = 0•ft L •= L + L L = 3.413 -ft PP 1 — tan(p) • tan(w) PP p P PP p h:= LP•tan(p) h = 0•ft height of backslope soil wedge H Hs :=Oft height of broken back slope 1:= atan s 1=0 2H if (I > 0, 1, R) (i = 0 RETAINED FILL PROPERTIES .5236 angle of internal friction 125'lbf 7r 3 soil unit weight ft, 6 .6667•( friction angle between soil & wall cos((O + w)2.. 2 Ka = 0.235 cos(w)2•cos(w — 6) 1 +sin(O + 8)•in(� — p} cos(w — 6).Csos(w + (3) HORIZONTAL FORCES Ps := .5-Ka--Jr-(H + h)2 cos( — w) Ps = 1.98 x 103• lft Horizontal force due to retained soil ql 0 ft live load surcharge qd := 0 ft� dead load surcharge Pq :_ (ql + gd)Ka•(H + h)•cos((� — w) Pq = 0. IV Horizontal force due to surcharges behind wall ft Pa := Ps + Pq Pa = 1.98 x 103. lbf ft Total Horizontal active force PH (603) 889-4163 Concrete Systems, Inc. Arbor-NOGRID-seismicD1.xmcd FAX (603) 598-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 2 of 3 The Arbors North Andover, MA Resisting Moment: Wri:= L••yr H• 1 ft Wri = 5.745 x 103•1bf Weight of reinforced soil mass L•ryft Wrp:=r h• lWrp = 0•1bf Weight of soil due to backslope 2 L + H-tan(w) Xri := Xri = 2.915•ft Moment arm for soil mass 2 2•L Xrp := H•tan(w) + Wu + P 3 Xrp = 4.692•ft Moment arm for backslope L Moment arm for dead load Xqp = L + [(H + h) tan(w)] — P Xqp = 4.123 ft surcharge Mr:= Wri•Xn+ Wrp•Xrp+ gd.Ift•Lp.Xgp Mr = 1.675 x 104 ft•lbf Overturning Moment: ,YS := H + h YS = 4 -ft 3 Yq:= H2 h Yq=6•ft Mo .— (PS YS + Pq Yq)• I ft Mo = 7.921 x 103•ft-lbf M FSot := r FSot = 2.114 Mo Base Sliding: Cds 1 Coefficient of direct sliding RS := Cds'(gd• 1 ft•Lp + Wri + Wrp)•tan(4)) RS = 3.317 x 103•lbf R FSSI := S FSSI = 1.675 Pa'] R PH (603) 889-4163 Concrete Systems, Inc. Arbor-NOGRID-seismicDl.xmcd FAX (603) 598-1344 8 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. The Arbors North Andover, MA Uwall Calculations Seismic: Seismic Load A=.17 Am=(1.45—A)•A Am=0.218 MSeis:= .5•PAE•.6•H•lft MSeis =5.288x 103•Ibf•ft Overturnin4 FSot:_ Mr MSeis"+ Mo Sliding Rs (Pa + Seis) • 1 ft Soil Bearing Stress: Page 3 of 3 PAE .375•Am•Jr H2 Seis := .5•PAE FSot = 1.268 if (FSot >: 1.125, "OK" , "NG") = "OK" FSsi = 1.222 if(FSs1 >: 1.125, "OK" , "NG") = "OK" M —[Wri'(Xn+Wa• Xrp—L +lftq Lp Xqo 2 r 2 d' 2 Wri + WrP + qd• I ft•LP e = 4.546 -in eccentricity Check a<U6 6 = 7.66 -in Be := L — 2•e Be = 3.072 -ft effective base width Wri + Wr(3 + (q1 + gd)•Lp• 1 ft Qa Be lft Qa = 1.87 x 103. IV applied bearing pressure ft2 PH (603) 889-4163 Concrete Systems, Inc. Arbor-NOGRID-seismicD1.xmcd FAX (603) 598-1344 8 Commercial Street csigroup.biz Hudson, NH 03051 • 10.5' high • 6:1 Batter • Seismic analysis • 3:1 Backslope • Geogrid Pro Con, Inc. The Arbors North Andover, MA Uwall Calculations Design 2 Page 1 of 8 WALL PARAMETERS H := 10.5ft wall height from top of leveling pad L:= 7ft reinforcement length p,:= 0.321 E radians backslope angle w := 0 radians wall batter Wu := 5in depth of Uldall face LP := L - Wu LP = 6.583 -ft L •tan(p)•tan(w) L P L= 0 -ft L= L +L L= 6.583 -ft PP I - tan(p)-tan(w) PP ¢ P PP ¢ h:= LP•tan(p) h = 2.195 -ft height of backslope soil wedge H Hs = 6.5ft height of broken back slope I := atan s I= 0.3 2•H ¢:=if(I>0,I,¢) ¢=0.3 RETAINED FILL PROPERTIES .5236 angle of internal friction125 IVryr' 3 soil unit weight ft 8: .6667•(o friction angle between soil & wall cos( + w)2 Ka �_ 2 2 Fsin( + S)•sin(� - ¢) cos(w) •cos(w - S) 1 + w - 6)'cos(W + ¢) _ HORIZONTAL FORCES Ps := .5•Ka-yr (H + h)2 Cos(4) - w) P = 3.382 x 103• IV Horizontal force due to retained soil Ka = 0.388 s ft ql := 0— live load surcharge qd := 0f dead load surcharge Pq := (qI + gd)Ka•(H + h)•cos((� - w) Pq = 0. IV Horizontal force due to surcharges behind wall ft Pa := Ps + Pq Pa = 3.382 x 103. lhf ft Total Horizontal active force 2/17/2012 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd 11:30 AM 9 Connercial Street Hudson, NH 03051 C Pro Con, Inc. The Arbors North Andover, MA Uwall Calculations Resisting Moment: Wri := L• -yr H• 1 ft Wri = 9.188 x 103• IV Weight of reinforced soil mass Page 2 of 8 L•ryr h• 1 ft Wrp := 2 Wrp = 960.228•lbf Weight of soil due to backslope L + H•tan(w) Xri := Xri = 3.5 -ft Moment arm for soil mass 2 2•L - H•tan(w) + Wu + 3 P XrR = 4.806•ft Moment arm for backslope Xrp: L Moment arm for dead load XqP := L + [(H + h) tan(w)] - P Xqa = 3.708 ft surcharge Mr := Wri• Xn + WrP'XrP + qd' I ft•L(3'X9a Mr = 3.677 x 104•ft. lbf Overturning Moment: Ys H + h Ys = 4.232 -ft 3 Yq := H 2 h Yq = 6.347 -ft Mo := (Ps -Ys + Pq•Yq)•lft Mo = 1.431 x 104•ft•ibf M FS ot := r FS ot = 2.57 Mo Base Sliding: Cds:= 1 Coefficient ofdirect sliding Rs Cds'(gd' lft•Lp + Wri + Wrp)•tan(�) Rs = 5.859 x 103•IV R FSsI = s FSs1= 1.733 Pa• 1 ft PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 3 of 8 The Arbors North Andover, MA Seismic: Seismic Load A:= .17 Am := (1.45 - A)•A Am = 0.218 PAE:= .375•Am•^yr H2 MSeis:= .5•PAE•.6•H•lft 3 MSeis = 3.542 x 10 •lbf•ft Seis :_ .5•PAE Overturning M FSdt:= M Seis r FSot = 2.06 if(FSot >_ 1.125, "OK" , "NG" _ "OK" o Slidin FSSI :_ Rs FSsi = 1.486 if(FS,l >- 1.125, "OK" , "NG") _ "OK" (Pa + Sei$) • 1 ft Soil Bearing Stress: l1 Mo 1Wri (Xr -I + W �Xrp - 2 I + lftgd Lp(XqO-2e _ J j Wri + Wrp + qd• 1 ft•Lp e = 15.439•in eccentricity Check a<U6 6 = 14 -in Be := L - 2•e Be = 4.427 -ft effective base width Wri + Wrp + (qt + gd)•Lp• lft Qa: Be•lft Qa = 2.292 x 103• IV applied bearing pressure 2 ft Note: The eccentricity is slightly outside the kem, therefore, Qa is underestimated. Recalculate for Qm11ax. a = L - (L + e) a = 26.561 -in l2 Qmax . 2 (Wr1 + Wrp3 a q, + q d) 1 ft Qmax = 3.056 x 103 ft 2 lbs ft PH (603) 889.4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 4 of 8 The Arbors North Andover, MA INFILL PROPERTIES .5934 angle of internal friction Si = .66614(riction angle between soil & wall 125 lbf infill unit weight ft3; cos(I)i + w)2 Kai'_ 2 2 �•=0.32]. 2 ILCO-S-(-w ` i+S'si -' -p ` cos(w) •cas(w - b) 1 + .- 6),Cos(w + 0) HORIZONTAL FORCES DUE TO REINFORCED SOIL PS := .5•Kal ryi•H2 cos(Oi - w) Ps = 1.832 x 103• ift Horizontal force due to reinforced soil ql _ 0 IV live load surcharge qd = 0, IV dead load surcharge ft, ft2 Pq := (ql + gd)Kai H•coq(�i - w) P = 0• IVHorizontalforce due to surcharges above zone q ft Pa := Ps + Pq Pa = 1.832 x 103• Ibf Total Horizontal active force ft GEOGRID MATERIAL PROPERTIES Tult 5475 ll fr ultimate tensile strength RFD := 1.2 durability reduction factor RFID:= 1.1 installation damage reduction factor RFCR := 1.42 creep reduction factor Bunc 1.1 factor of safety against uncertainties PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 5 of 8 The Arbors North Andover, MA ALLOWABLE WORKING STRESS OF GEOGRID T T Tult = 2.655 x 103• lbf Ta RFD'RFID'RFCR'FSunc a ft P "min := a Nmin = 0.69 minimum number of geogrid layers Ta CHECK TENSION AT FIRST GEOGRID LAYER E1 := 2ft E2:= 4 -ft Acl E2 + El D1 := H— Acl Dl = 9 ft 2 2 Fgl := (ryi•Dl + ql + gd)'Kai•co4-Oj — w)•Acl Fgl = 897.107- ft if (Fg1 < Ta, "OK" "NG") = "OK" CHECK TENSION AT SECOND GEOGRID LAYER E3 — E1 Ac2 E3:= 6ft Ac2: 2 D2:= H — Acl — 2 D2 = 6.5 ft Fg2 := (^yi'D2 + ql + gd)•Kai O+N — w)•Ac2 Fg2 = 431.941.1bf ft if(Fg2 < Ta, "OK" , "NGI "OK" CHECK TENSION AT TOP GEOGRID LAYER Ac3 (E3 + E2 H — 2 Ac3 = 5.5•ft D3 := 2 �`c3 D3 = 2.75 ft Fg3 := (7i'D3 + ql + gd)•Kai'c+i — w)•Ac3 Fg3 = 502.546.1 ft if (Fg3 < Ta, "OK" , "NG") = "OK" PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 G Pro Con, Inc. The Arbors North Andover, MA FAILURE PLANE ANGLE Uwall Calculations Page 6 of 8 —ta0i — R) + 4tan(Opi - (3}.ttan(4)i - p) + cof�tbi + W))•(l + tan0 - 9.16,6141i +,+ res 1 + tan0i — 4(tan((�i 0) +'cot(c�i + w)) res = 0.362 atan(res) = 0.347 ot= atan(res) + a = 0.871 radians adeg = a• 180 Meg = 49.909 degrees Tr EMBEDMENT LENGTH La3:= L — Wu — E3•tan(1.5708 — a) + E3-tan(w) La3 = 1.533 -ft La2 := L — Wu — E2•tan(1.5708 — a) + E2-tan(w) La2 = 3.216 -ft Lal := L — Wu — El•tan(1.5708 — a) + El-tan(w) Lal = 4.9 -ft PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 7 of 8 The Arbors North Andover, MA SHEAR STRENGTH TRANSFERED TO GEOGRID (ANCHORAGE CAPACITY/PULLOUT) Ci := .7 coefficient of interaction between soil & geogrid (from manufacturer) of d H - E + El - H•tan(w) + Lal tan(p) d 9.779-ftdepth 1 ( 1) (tan(oL) 2 1 overburr ). den AC := 2 L C d + AC = 4.976 x 103• IV anchorage capacity al' i ( 1'7i qd)'�i ft FS AC FS = 5.547 Fgl d (H - E + E2 - H•tan(w) + La2 tan(p) d 8.04 -ft depth r 2:= ` 2� tan(a) 2 2 overburden AC := 2•La2•Ci•(d2.7i + qd)-,�i AC = 2.685 x 10 3 •lbfIV anchorage capacity ft FS := AC FS = 6.217 Fg2 + E3 - H•tan(w) + La3 tan(p) d 6.301 -ft depth r 3 ( 3) (tan(cx) 2 3 overburden AC := 2-La3'i C••(d3'-1i + qd'4'i x AC = 1.003 103• lbf anchorage capacity ft FS := AC FS = 1.995 Fg3 I PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 8 of 8 The Arbors North Andover, MA FAILURE PLANE ANGLE(RETAINED SOIL) —tan(0) — p) + tan( — p)-(tan(� — p) + cot( + w))-(1 + tan(6 — w)-cot(c + w)) 1 + tan(b — w) -(tan( — p) + cot(c + w)) res = 0.365 atan(res) = 0.35 ae = atan(res) + � ae = 0.873 radians E2 —El adeg := ae.180 adeg = 50.036 degrees DL 7r tan(ae) RESISTING FORCE OF LOWEST GEOGRID (INTERNAL SLIDING) Lps+tan(p).'tan(() Lps := L — Wu — DL Lps 1 tan(p) tan{w) Lpl := Lps+ Lpps LpI =4:907,ft Wpri := Lps•(H — El).ryi Wpri = 5.214 x 103• Ift ryi•Lpl•Lps-tan(p) IVC from geogrid Wprp 2 W = 465.858. prp ft ds 1manufacturer Rps := Cds•(gd'LRl + Wpri + Wprp)•tan(0) Rps = 3.831 x 103. IV ft SLIDING FORCE AT LOWEST GEOGRID PShI .5•Ka.-If(II�— El + ht)2 .cos( — w) Pghl (ql + gd)•Ka•(H — El + hl) -cos( — w) hl = Lpl•tan(p) hl = 1.519ft PShI = 2.106 x 103• I ft IV Pqhl — 0. ft Pahl := PShl + Pqhl Pahl = 2.106 x 103• IV FSsil :== R's FSSI1 = 1.819 Factor of Safety against internal sliding Pahl PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGIDD2.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 as r S t kit N � • 11' high • 6:1 Batter • Seismic analysis • Lower tiers with groundwater present (saturated backfill 165 psi Geogrid Pro Con, Inc. Uwall Calculations Page 1 of 8 The Arbors Design 3 North Andover, MA WALL PARAMETERS ................. .... H:= lft wall height from top of leveling pad L 6ft reinforcement length 0 radians backslope angle W:= 0 radians wall batter Wu := 5in depth of UWall face LP ;= L — Wu LP = 5.583 -ft I,p tan(a)tan(W) L= 0•ft L •= L+ L L= 5.583 -ft pp. 1 — tan(p)•tan(W) PP P PP h = LP-tan(0) h=0—ft height of backslope soil wedge H As := Oft height of broken back slope I := atan s 1=0 2•H P = if(I > 0, I, (i) 0=0 7i 125 Ibf infill unit weight ft3 RETAINED FILL PROPERTIES 4):= .5236 angle of internal friction165 lbf 3 saturated soil ..8.:= .66674 friction angle between soil & wall unit weight cos( + w)2 Ka 2 2 Ka = 0.297 cos(w)2 cos(w — S) 1 +(4 cos(w — 8)•cos(w + (i) HORIZONTAL FORCES Ps := .5•Ka-1 (H + h)2 cos( — w) Ps = 2.57 x 103. lbf Horizontal force due to retained soil ft ql 0 ft live load surcharge qd := 0 ft dead load surcharge Pq := (ql + gd)Ka•(H + h)•cos(Q — w) Pq = 0. IV Horizontal force due to surcharges behind wall Pa := Ps + Pq Pa = 2.57 x 103. IV ft Total Horizontal active force 2/17/2012 Concrete Systems, Inc. Arbor-GEOGID-IowertierD3.xmcd 11:11 AM 9 Connercial Street Hudson, NH 03051 Pro Con, Inc. The Arbors North Andover, MA Uwall Calculations Resisting Moment: Wri := L•ryi•H• 1 ft Wri = 8.25 x 103• Ibf Weight of reinforced soil mass Page 2 of 8 L -yr h•lft Wrp := Wrp = 0•lbf Weight of soil due to backslope 2 L + H•tan(w) Xri � Xri = 3 -ft Moment arm for soil mass 2 2•L Xrp • 3 H•tan(w) + Wu + P xrp = 4.139•ft Moment arm for backslope L Moment arm for dead load Xqp = L + [(H + h)•tan(w)] - Xqp = 3.208 ft surcharge Mr:= Wri•Xn+ Wrp•Xrp+ gd•Ift•Lp.Xgp Mr = 2.475 x 104•ft•lbf Overturning Moment: Ys H + h Ys = 3.667 -ft 3 Yq H+h Yq=5.5-ft 2 Mo : (Ps•Ys + Pq•Yq)• lft Mo = 9.424 x 103•ft•lbf M FSat := r FSot = 2.626 Mo Base Sliding: Ods := 1 Coefficient of direct sliding Rs := Ods'(gd' lft•Lp + Wri + Wrp)•tan(,�) Rs = 4.763 x 103.1bf R FSsI := s FSsI = 1.853 Pa lft PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGID-IowertierD3.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. The Arbors North Andover, MA Uwall Calculations Seismic: Seismic Load A:= .17 Am := (1.45 - A)•A Am = 0.218 PAE:= .375•Am•^ ef? MSeis .5•PAE•.6•H•lft MSeis = 5.376 x 103•lbf-ft Seis := .5•PAE Overturnina Page 3 of 8 = 1.672 FSot := Mr MSeis + Mo F °t if(FSot>_ 1.125,"OK" ,"NG") _ "OK" Sliding1 FSSI := Rs FSsI = 1.407 if (FSsI >_ 1.125, "OK" , "NG") = "OK" (Pa + Seis)• 1 ft Soil Bearing Stress: MO -1W, (Xri 2.1 + VJTp (;Xrp - L ) + lftgd La CXgR 2 J Wri + Wrp + qd• 1ft•Lp e = 13.708 -in eccentricity Check a<L/6 6 = 12 -in Be := L - 2•e Be = 3.715 -ft effective base width Wri + Wrp + (ql + qd)-Lp• 1 ft Qa Be• l ft Qa = 2.221 x 103. lbf applied bearing pressure 2 ft Note: The eccentricity is slightly outside the kem, therefore, Qa is underestimated. Recalculate for Qmax. 2 a:= L - �+ a = 22.292•in 2 2•(W, ri + Wrpql + + qd)"ft 3 W. lbf Qmax Qmax = 2.961 x 10 ft — 3 oa ft PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGID-IowertierD3.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 4 of 8 The Arbors North Andover, MA INFILL PROPERTIES A:= .5934 angle of internal friction 8- := .6667•(Kriction angle between soil & wall cos(�i + w) 2 Kai . Kai 2 = 0.255 2 F5ins(,i+ b •sin_ 'i � - cos(w) •cos(w - b) 1 + HORIZONTAL FORCES DUE TO REINFORCED SOIL Ps := .5•Kal •yi•H2•cos(10i - w) Ps =1.598 x 103.1 Horizontal force due to reinforced soil q1 - 0 lbf live load surcharge qd = 0• ibf dead load surcharge ft2 ft2 Pq :_ (ql + gd)Kai H-cos(-Oi - w) Pq = 0. IV Horizontal force due to surcharges above zone ft Pa := Ps + Pq Pa = 1.598 x 103• ibf ft Total Horizontal active force GEOGRID MATERIAL PROPERTIES Tuit = 5475 1bf ultimate tensile strength ft RFD := 1.2 durability reduction factor RFID := 1.1 installation damage reduction factor RFCR:= 1.42 creep reduction factor Bunc 1.1 factor of safety against uncertainties PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGID-IowertierM.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. Uwall Calculations Page 5 of 8 s. The Arbors North Andover, MA ALLOWABLE WORKING STRESS OF GEOGRID T Tult Ta = 2.655 x 103lbf . Ta RFD•RFID•RFCR:FSunc ft P "min T Nmin = 0.602 minimum number of geogrid layers a CHECK TENSION AT FIRST GEOGRID LAYER E1 := 2ft E2 = 4 -ft A _ E2 + E1 D .— H— Ad D = 9.5ft cl — 2 1 2 1 Fgl :_ 0i'Dl + ql + qd)-Kai cog,�i — w)•Acl Fg1 = 752.931. IV ft if (Fg1 < Ta, "OK" , "NG") _ "OK CHECK TENSION AT SECOND GEOGRID LAYER E3 — El Act E3:= 6ft Ac2 := 2 D2:= H — Acl — 2 D2=7ft bf Fg2 :_ �ryi D2 + ql + gd)•Kai co�4i — w)•Ac2 Fg2 = 369.861• Ift if(Fg2 < Ta; "GK" , "NG") _ "OK" CHECK TENSION AT.TOP,GEOGRID LAYER Ac3 := CH — E3 2 E2 / Ac3 = 6 -ft D3 :=23 D3 = 3 ft lbf Fg3 := (,yi•D3 + ql + gd)•Kai•c+i — w)•Ac3 Fg3 = 475.536• ft if(Fg3 < Ta,'"OK" , "NG") _ ''OK" PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGID-IowertierD3.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 a. Pro Con, Inc. The Arbors North Andover, MA FAILURE PLANE ANGLE Uwall Calculations Page 6 of 8 4ati(4.i — p) taxi spi — tan gy + 1*(101 + wX, +:tan(b tu� cot�tp� +:c 1 + tan(si w)•(ta#i — 0) + 0001i + w)) res = 0.453 atan(res) = 0.425 a := atan(res) + (0 a = 0.949 radians adeg := a• 180 adeg = 54.353 degrees w EMBEDMENT LENGTH La3:= L — Wu — E3•tan(1.5708 — a) + E3-tan(w) La3 = 1.28 -ft Lal = L — Wu — E2•tan(1.5708 — a) + E2-tan(w) La2 = 2.715 -ft Lal = L — Wu — E1 •tan(1.5708 — o.) + E1 -tan(w) Lal = 4.149 -ft PH (603) 889-4163 FAX (603) 589-1344 csigroup.biz Concrete Systems, Inc. 9 Commercial Street Hudson, NH 03051 Arbor-GEOGI D-IowertierD3.xmcd Pro Con, Inc. The Arbors North Andover, MA Uwall Calculations Page 7 of 8 SHEAR STRENGTH TRANSFERED TO GEOGRID (ANCHORAGE CAPACITY/PULLOUT) Ci .7 coefficient of interaction between soil & geogrid (from manufacturer) E1 Lal depth of d:= H - E + - H•tan(w) + tan(p) d = 9•ft 1 1) (tan(ot) 2 1 overburr den AC := 2•La1•Ci•(dl•ryi + gd)4i AC = 3.878 x 10 3 •IbfIV anchorage capacity ft FS := AC FS = 5.15 Fgl = H - E + E2 - H tan(w) + La2 tan(p) d 7 -ft depth of d 2 ( 2) tan(o)2 2 = overburden AC := 2•La2•Ci•(d21i + qd)'�i AC = 1.973 x 103. lbf ft anchorage capacity FS := AC FS = 5.335 Fg2 d - E + E3 - H•tan(w) + L� tan(p) d = 5•ft depth of 3 ( 3) (tan(ot) 2 3 overburden AC := 2•La3•Ci•(d3•Yi + gd)4i AC = 664.709• IV anchorage capacity ft FS := AC FS = 1.398 Fg3 PH (603) 889-4163 Concrete Systems, Inc. Arbor-GEOGID-lowertierD3.xmcd FAX (603) 589-1344 9 Commercial Street csigroup.biz Hudson, NH 03051 Pro Con, Inc. s. The Arbors North Andover, MA Uwall Calculations FAILURE PLANE ANGLE(RETAINED SOIL) Page 8 of 8 _ –tan( – p) + tan( – p)•(tan(o – p) + cot(o + w))•(1 + tan(S – w)•cot(o + w)) res 1 + tan(8 - w)•(tan((� - p) + cot( + w)) res = 0.487 atan(res) = 0.454 ae := atan(res) + 4) ae = 0.977 radians E2 – El adeg := ot• 180 adeg = 55.984 degrees DL := e 7T tan(ae) RESISTING FORCE OF LOWEST GEOGRID (INTERNAL SLIDING) Lps•tan((3)•tan(w) Lps := L – Wu – DL LPps ' 1 – tan(p)•tan(w) Lpl := Lps + Lpps Lpl = 4.233 -ft Wpri := Lps•(H – El) li Wpri = 4.763 x 103• IV 7i Lpl Lps tan(p) lbf from geogrid Wprp := 2 Wprp – 0• ft Cds := I manufacturer Rps := Cds•(gd•Lpl + Wpri + Wprp)•tan(0 Rs p = 3.212 x 103• Ift SLIDING FORCE AT LOWEST GEOGRID PShl := .5•Ka•,yr (H – El + hl)2•coo – w) Pqhl (ql + gd)•Ka•(H – El + hl)•cos((� – w) Pahl ' PShI + Pqhl FSsll:_` Rps Pahl PH (603) 889-4163 FAX (603) 589-1344 csigroup.biz hl := Lpl-tan(p) hl = 0 ft PShI = 1.721 x 103. IV IV Pqhl = 0• ft 3 IV Pahl = 1.721 x 10 .— ft FSsl l = 1.867 Factor of Safety against internal sliding Concrete Systems, Inc. 9 Commercial Street Hudson, NH 03051 Arbor-GEOGI D-IowertierD3.xmcd S.B. SAGER & ASSOCIATES, INC. CONSULTING ENGINEERS 2 Canton Street, Suite B-229 Stoughton, MA 02072 Tel: 781-341-4770 Fax: 781-341-6020 January 29, 2013 Florence Electric 290 Pine Street Canton, MA 02021 Attn: WalterNunes :e:' Brightview Senior Living Center Back -to -Back Outlet Boxes l SBSA Project# 12016 la 7 s As we understand it, there are some locations on the above -referenced project that required the use of back-to-back outlet boxes in the walls due to the spacing of the studs. For those locations, we recommend the use of a moldable putty pad to protect the boxes. The fire barrier product, as manufactured by 3M.and distributed by Fire Retardants Inc., is an acceptable product to use in this application, provided the boxes are completely wrapped as indicated in the installation diagrams. Very truly yours, Kurt Sager, President S.B. Sager & Associates, Inc. KS/kJ 12016backtobackoutletboxe s012913. florence S.B. SAGER & ASSOCIATES, INC. CONSULTING ENGINEERS 2 Canton Street, Suite B-229 Stoughton, MA 02072 Tel: 781-341-4770 Fax: 781-341-6020 January 29, 2013 Florence Electric 290 Pine Street Canton, MA 02021 Attn: Walter Nunes Re: Brightview Senior Living Center Non -Metallic Ceiling -Mounted Boxes . SBSA Project# 12016 Dear Walter, As we understand it, the wood -framed ceiling contains non-metallic boxes for fixtures. We further understand that the boxes are types "BZ20CN" and "BZ20CH". In reviewing the UL Online Certification Directory CEYY.R18795, it is clear that these types of boxes are acceptable. "for use in the ceiling of fire resistance floor -ceiling assemblies constructed with wood joists, wood flooring and gypsum wallboard ceilings with 2 hours or less classification." Based on this, we find the use of such products acceptable for this application. Very truly yours, Kurt Sager, President S.B. Sager & Associates, Inc. KS/kj 12016nonmetallicceilingmountedboxes012913. 1orence Firestop Associates, Inc. January 25, 2013 Florence Electric LLC 125 John Hancock Road, Suite #4 Taunton, MA 02780 Attn: Walter Nunes Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section C --4th Floor *** Certificate of Installation *** We, Firestog Associates, Inc., subcontractor to 'Florence Electric LLC, hereby certify the installations of all fire rated penetrations in Section C. 4th Floor to be sealed in accordance with UL Systems on the Brightview Senior Living, North Andover, MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS MailingAddress. 554 Boston Post Road, #384, Orange, CT 06477 tet/fax 203-795-3701 : firestopossociates@hatinaii.com Firestop Associates, Inc. January 24, 2013 Hart Mechanical, Inc. 293 Oakwood Drive Glastonbury, CT 06033 Attn: Tyler Miller Cc: Tiffany Moody Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section C -4th Floor *** Certificate of Installation *** We, Firestop Associates. Inc., subcontractor to Hart Mechanical, Inc.. hereby certify the installations of all fire rated penetrations in Section C. 4th Floor to be sealed in accordance with UL Systems on the Briahtview Senior Living, North Andover, MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all firestop installations have been performed by product certified, trained and qualified installers. Sincerely, o Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS Mailing Address: 554 Boston Post Road, #384, Orange, CT 06477 tel/fax 203-795-3701 . firestopassociates@hotmail.com ALL -TEMP HVAC CORP. 91.1. CAND1A RD MANCHESTER NH 03109 Tel: (603)-623-5977 Fax: (603)-6234062 Fax January 25, 2013 Pro Con Incorporated 1359 Daniel Webster Highway Hooksett, NH 03108 Attn: Wally Ryan Re: Brightview North Andover Dear Wally, All fourth floor f recaulking for "C" wing is complete Sincerely, ��M� Joseph Gagnon Vice President December 17, 2012 Project: Engineer: DESIGN DAY MECHANICALS INC The Commonwealth Of Massachusetts State Building Code Construction Control Affidavit Brightview 1275 Turnpike Road North Andover, Massachusetts David E. Goddard, P.E. Design Day Mechanicals, Inc. 1 Mapleleaf Drive, Nashua, NH 03062 In accordance with Section 116.0 of the Massachusetts State Building Code, I, David E. Goddard Registration No. 31095, being a registered Professional Engineer, hereby certify that Douglas C. Waitt, my assigned representatives from Design Day Mechanicals, Inc. (DDMI) has been present on the construction site to determine that the work is proceeding in accordance with the documents approved for the Building Permit, as required in Section 116.2.2, item 3 as outlined below. November 26, 2012 Observed rough -in :ductwork within Area C, as shown on approved DDMI drawings M-1 AC, 1.2C, 1.3C and 1.4C. Ductwork was properly fabricated, installed and sealed, and, properly insulated. _, _ <�. Respectfully submitted, David E. Goddard, P.E. Professional Engineer #31095 licals, Inc. David E. Goddard, P.E • 1 Mapleleaf Drive, Nashua, NH 03062 • (603 ) 888-1632 . davidegoddard@live.com Douglas C. Waitt P.O. Box 447, New Ipswich, NH 03071 . (603) 291-0111 . dougwoitt@comcost.net 84 Gilford Street Manchester, NH 03102 . (603) 668-5027 . rdging@comcast.net Richard D. Gagnon .• John L. Waitt 148 Beaver Ridge Road, Center Barnstead, NH 03225 (603) 269-7253 )Iwdd@tds;net Phase Construction Control Document u To be submitted at completion of required site reviews of phase construction r< for work per the 8" edition of the Massachusetts State Building Code, 780 CMR, Section 107.6.2.2 V Project Title: Brightview Senior Living Ctr Date: 01/21/13 Permit No. Property Address: 1275 Turnpike Street, North Andover MA 1, Stephen S. Sager, P.E. MA Registration Number: 38799 Expirationdate: 06/30/14 am a registered design professional and I hereby certify that I or my designee have inspected the following work, and I certify that the work has been performed in a manner consistent with the approved plans and specifications for the following phase of construction as indicated: Required Site Review and Documentation for Phase Construction " to be performed by the appropriate registered design professional or his/her designee or M.G.L.c 112 §81R contractor) Site Review and Documentation R Site Review and Documentation R Soil condition and analysis Energy efficienc Footing and Foundation, including Reinforcement and Foundation attachment Fire Alarm Installation' Concrete Floor and Under Floor Fire Suppression Installation' Lowest Floor Flood Elevation Field Re orts5 Structural Frame—walUfloor/roof Carbon Monoxide Detection S stem Lath and Plaster/Gypsum Seismic reinforcement Fire Resistant Wall/Partitions framing Smoke Control Systems Fire Resistant Wall/Partitions finish attachments Smoke and Heat Vents Above Ceiling inspection Accessibility 521 CMR Fire Blocking/Stopping System Emergency Lighting/Exit Signage Other: X Means of Egress Com onenets Roofing, co in S stem Venting Systems kitchen chemical, fume Mechanical Systems Special Inspections (Section 1704): Indicate with an 'x' the work you reviewed for compliance with the approved plans and specifications and describe in detail below. 2. Include NFPA 72 test and acceptance documentation 3. Include applicable NFPA 13, 13R, I31), 14, 15, 17, 20, 241, etc. - test and acceptance documentation 4. Include NFPA 720 Record of Completion and Inspection and Test Form 5. Include field reports and related documentation 6. Nothing contained within construction control shall have the effect of waiving or limiting the building official's authority to enforce this code with respect to examination of the contract documents, including plans, computations and specifications, and field inspections. Work Description': 3rd & 4th Floor C -Wing These areas were reviewed prior to requesting a rough wiring inspection. a.Describe in sufficient detail the enrk (i.e. foundation steel reinforcing, kitchen vent Sys j@ •jjt€ 't Enter in the space to the right a "wet" or electronic signature and seal: Phone number: 781-341-4770'i Building Official Use Only Building Official Name: Trial Version 10 09 2012 list it applicable, the submittal documents that pertain to the anrk sshich nas ksager@sbsager.com Date: D. Robert Nicetta, Building Commissioner TOWN OF NORTH ANDOVER OFFICE OF BUILDING DEPARTMENT 400 Osgood Street North Andover, Massachusetts 01845 Telephone (978) 688-95454 Fax (978) 688-9542 CONTROL CONSTRUCTION- SECTION 107.6 M.S.B.C. CERTIFICATE OF ENGINEERING/ARCHITECTURE BULDING INSPECTOR TOWN OF NORTH ANDOVER 400 OSGOOD STREET NORTH ANDOVER MA 01845 I, Domenic A. Ciolino HEREBY CERTIFY THAT. THE BUILDING CONSTRUCTED AT Brightview— Wing C. 1275 Turnpike Street DOES CONFORM IN ALL RESPECTS TO THE MASSACHUSETTS STATE BUILDING CODE AND APPLICABLE FEDERAL REGULATIONS FOR THE FOLLOWING: Fire Protection Installation in New Residential Apartment Building, Wing C only. System is approximately 80% roughed -in at this point. All work observed appears to be installed in accordance with the 'l etts Building Code, 8th Edition. p o poMEN1C A. � CJOUNO AIo. r AUTHORIZED SIGNATURE: DATE: January 11, 2013 REGISTRATION: MA. Lic. No. 41630 Control Construction Form revised 11. 15.2004 BOARD OP APPEALS 688-9541 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 A4LLINOD consulting engineering services, inc. Field Visit Report Project: Brightview North Andover Address: 1275 Turnpike St., North Andover MA Attendees Pietro Pastore Observations 1. Reviewed rough plumbing systems in Section "C" wing. Date of Visit: 12-13-12 2. All Section "C" rough plumbing systems have been installed either in accordance with the construction documents or in an approved alternative manner. Prepared By: Pietro Pastore, Allied Consulting Engineering Services 215 Boston Post Road, Sudbury, Massachusetts 01776 43 Jefferson Boulevard, Warwick, Rhode Island 02888 978.443.7888 Fax: 978.443.4636 401.461.7888 Fax: 401.784.6708 H:141380-891413BOIFVR112-13-12_Site Visit.doc alliedconsulting.net PRO CONJf INCORPORATED Design and Construction Management April 3, 2013 Erik Anderson Pro Con Inc Re: Bdghtview Senior Living 1275 Turnpike Street North Andover, MA Structural Observations 3128/13 Hello Erik, Per your request, we visited the above referenced site this past Thursday, March 2e, to perform structural observations in accordance with the requirements set forth in the Massachusetts Building Code 780 CMR, between the hours of 2:00 p.m. and 3:45 p.m. The temperature was approximately 50 degrees and it was cloudy. Wally Ryan, project superintendent with Pro Con Inc, allowed access to the site. Questions/comments were discussed with Wally while on site. The following is a brief summary of our findings: Progress: Foundation: The foundation work, consisting of concrete foundation walls, concrete piers, and concrete column/wall footings is complete. Slabs on grade: Interior slabs on grade have been completed. From 92/6/92 report: In locations at the slab on grade, cracks were viewed to be %" +/- in width in various areas. In one location, a small amount of elevation variance on each side of the crack was observed. As discussed with Wally on site, these cracks must be repaired. Cracks'/" or larger in width must be grooved out and grouted as required. Exterior slabs on grade, ramps and exterior pads have not yet been placed. Wood Framing: The extent of the wood framing, inclusive of wood beams, joists, floor trusses, roof trusses and wall panels had been installed at all levels at the combustible framed wing. Structural steel framing: The majority of the structural steel beam, column and HSS x -bracing framing had been erected at the time of the visit, only miscellaneous work remains. Structural steel bar joists had been installed at structural steel beam support locations and CFS wall framing on the 2nd, 3`d and 4t" floor framing levels of the non-combustible framed wing. From 92/6/92 report: At the "Break Room 219" location, a beam stiffener and column bolt holes are misaligned with the column location. New stiffeners should be added to the beam, and the column attached to the beam flange via welds (to be reviewed by the SER) or new bolts. A Stebbins Company P.O. Box 4430 Manchester, NH 03108 603.623.8811 Fax 603.623.7250 www.proconinc.com Brightview Senior Living -:Structural Observations North Andover, MA 4/3/2013 From 1216112 report: Various end plate moment connections were observed to have TC bolts that have not been snapped. All bolts in these connections shall be torqued to the designed values. From 1216112 report. The third floor beam located in the braced frame at grid line A-4 between grid lines A -C and A-E was observed to have gaps between the top flange and the steel decking. The steel deck should be verified to have all puddle welds in place — connecting it to the beam. If the deck cannot be attached to the beam, shim plates may be used to create a positive connection — notify SER for further direction. Cold Formed Steel (CFS) Framing: CFS bearing and non-bearing exterior wall framing had been installed at all levels of the structure for support of the structural steel joist framing. Erection of the pre-engineered CFS roof trusses had also been completed. In (2) locations, damaged CFS trusses had been noted, particularly in the area of the bottom chord. These trusses require replacement or repair. If repaired, a certified repair design sketch must be generated and forwarded to our office for review. Locations noted were above units 201 and 403. All areas must be reviewed to ensure additional locations do not exist with this scenario. CMU wall framing: CMU wall framing had nearly been completed at the time of the visit for stair towers and elevator. From 1018112 report In most locations, the L6x4 angles had been installed along the 8" CMU fire wall as indicated on 5/S5.2. As viewed and discussed with Wally, the bond beam had been installed a course to low at the 2nd floor level. This alternate scheme will require either of the following to be implemented: • Cells at 24" olc, corresponding to %" diameter expansion anchor locations must be fully pressure grouted • Screen anchors by Hilti or approved equal (suitable for use in ungrouted cells) must be installed in lieu of the expansion anchors detailed on section 5/S5. Update 12/6/12: Anchors had been installed in these locations as required on the combustible wing side of the firewall. However, at several locations noted on the non-combustible wing side (and few locations on the combustible), the bolts were installed at the top elevation of the vertical slotted holes. This scenario will not allow for the designed vertical movement of the floor frame along the CMU wall. As installed, the current condition utilizes the CMU fire wall as a bearing wall (not permitted). These angles must be reinstalled with the bolts at the bottom of the slot to allow the necessary vertical movement. Update 1/28/13: As an approved alternate, the washers and nuts are to be removed and the bolts are to be cut approximately 3/" from the face of the angle. Update 4/3/13: Along the combustible wing of the structure, the weight of the structural steel angle, coupled with the distance from the angle to the nearest pre-engineered wood truss, is resulting in a slight deflection of the floor sheathing. As discussed with Wally on site, an additional wood truss is to be installed along side of the existing truss to reduce the span of the floor sheathing and limit the deflection of the sheathing. From 1216112 report: The 2"d floor deck support angle along the grid line A-2 stair CMU wall was observed to have multiple bolts installed in open knockouts. These bolts (where centered in the knockout) should be grouted solid with the placement of the stair support beams. The bolts that are not centered in the knockouts should be re -installed a minimum of 4" from the edge (to ensure proper grouting around the anchor). Page 2 of 3 PRO CON, INC. P.O. Box 4430 Manchester, NH 03108 603.623.8811 Fax 603.623.7250 wwwproconinc.com Brightview Senior Living - Structural Observations North Andover, MA 4/3/2013 From 12/6/12 report. The top corner of the "Stair 1203" CMU wall (at the third floor corridor) was observed to have a crack propagating from the corner down to the interior edge of the doorjamb. The crack was observed on both sides of the CMU wall (corridor and shaft edge). This crack should be filled with an epoxy resin such as Sikadur 35 Hi -Mod LV (or approved equal). Comments: As indicated by the information contained in this report, the majority of the items remaining pertain to "A" wing. With the exception of the additional pre-engineered wood truss to be added on the combustible side of the fire wall, there are no remaining items in "C' wing. And with the exception of the structural steel column to be relocated along the exterior wall separating "B" wing from the break room (item #2 below) and repairs required to the concrete slab on grade, there are no additional items to address on "B" wing. Items to be addressed by the Contractor: 1. From 1216112 report: Repair cracks at slab on grade as discussed above. 2. From 1216112 report: New stiffeners and a beam/column connection shall be installed at the "Break Room219", where the as -built stiffeners are misaligned. 3. From 1216112 report. All TC bolts in end plate moment connections shall be torqued until snapped. 4. From 1216112 report: The third floor beam located in the braced frame at grid line A4 between grid lines A -C and A-E shall have a positive connection with the steel deck. Please verify all puddle welds are in place. If the deck cannot be attached to the beam, please notify the SER for an alternative shim plate detail. 5. Repair or replace CFS roof trusses above units 201 and 403. If repaired, certified repair sketches must be generated by CFS subcontractor and forwarded to our office for review. 6. From 1018112 report. At the 2" floor framing level, along the fire wall, blocks must be grouted solid at L6x4 ledger support or screen anchors must be utilized to secure the L6x4 continuous angles as discussed above. Update 12/6/12: Reinstall bolts at the bottom of the slots in the angle and reinstall angles as discussed above. Update 1/28/13: As an approved alternate, the washers and nuts are to be removed and the bolts are to be cut approximately 3/4" from the face of the angle. Update 413113: An additional pre- engineered wood truss is to be installed along the existing truss on the combustible wing to reduce the span of the floor sheathing as discussed above. 7. From 1216112 report. The bolts that are not centered in the knockouts at the 2"4 floor deck support angle along the grid line A-2 stair CMU wall should be re -installed a minimum of 4" from the edge (to ensure proper grouting around the anchor). All voids should be grouted solid. 8. From 1216112 report: The top corner of the "Stair 1203" CMU wall should be filled with an epoxy resin such as Sikadur 35 Hi -Mod LV (or approved equal). 9. Please continue to send special inspection reports to our office through the architect for review. Please feel free to contact me if you should have any further questions. Best regards,,. Mi heW LaBrecque, P.E. Page 3 of 3 PRO CON, INC. P.O. Box 4430 Manchester, NH 03108 603.623.8811 Fax 603.623.7250 www.proconinc.com PRO CON�� INCORPORATED Design and ConstmMetion Management ARCHITECTURAL FIELD OBSERVATION REPORT DATE: January 23, 2013 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # 07 PROJECT # 301112 DATE OF VISIT: January 23, 2013 TIME: 11:30 am WEATHER: PARTLY CLOUDY TEMP RANGE: 330 F PRESENT AT SITE: (WR) Wally Ryan / PCI, (EA) Erik Anderson / PCIA, (CB) Carey Babyak / PCIA, (MC) Mike Callihan / PCI, & (LS) Louis Stamatelos / PCI. REPORT BY: Carey Babyak / PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be perjob requirements unless noted.) • Installation of PVC trim ongoing at `C' wing • Densglass sheathing installation ongoing at `B' wing. • Exterior walls in progress at `B' wing • 4th floor bar joists and decking Ongoing at `A' wing. • 3rd tier of pre -cast retaining wall at rear of site ongoing. OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 09/18-07 At second floor interior corridor replace floor sheathing in its entirety at location with large hole. (01/23/13) Item CLOSED. CLOSED 09/18-08 At stair No. 4 exterior masonry opening for window, grind smooth the emu outside corners to view to match the bullnose jamb profiles above. (01/23/13) Item OPEN. WR 09/18-11 At first floor operable partition (between Caf6 #134 and Multi -Purpose Room #135), bearing wall and non-bearing wall below steel beam conflict with specified operable partition panel storage. Refer to Revision #3 drawing A2.1 b dated 08.03.12 for further clarification. Wally Ryan (PCI) to provide PCIA requested dimensions for verification. Structural engineer, Paul Goldberg (PCIA), to review alternate floor joist support and coordinate option with PCIA for further action. (01/23/13) Steel angle installed per ASI #41, sketches #S23 - #S23.2. Operable partition storage coordinated with contractor. Unistrut installed on beam to allow proper partition storage and alignment. See attached photo for reference. CLOSED 10/17-01 WR reported that due to MEP -FP conflicts, the 3rd floor corridor ceilings must be lowered 2" to 84" a.f.f. EA noted this is acceptable only if required. All MEP -FP items are to be held tight to structure above. (01/23/13) Item OPEN. WR 11/14-01 Cracks in 1s' floor slab were noted. Cracks to be filled and ground smooth prior to installation of floor finishes. (01/23/13) Item OPEN. WR A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 1 of 2 Brightview Senior Living (North Andover, MA) OPEN ITEMS (continued): (from previous reports.) Date # Item Noted Ball In Court 12/19-01 At West end of building, sheathing does not step down to grade as indicated on 2/A3.3. WR noted work is scheduled to bring the siding down per the elevation. (01/23/13) Siding was revised to match the elevation drawing. CLOSED 12/19-02 At West end of building, foundation wall protrudes into recess, beyond extent of exterior walls above. Roof over exit door will be extended to cover protruding foundation wall. (01/23/13) Roof canopy extended to cover foundation wall per RFI 55R response and sketch #A- 60 - #A60-16. CLOSED 12/19-03 In IL -05c one bedroom units with dens: the sprinkler head at the center of the ceiling appears to present a conflict with the surface mounted light scheduled for that location. (01/23/13) Item OPEN. WR 12/19-04 WR noted the mechanical subcontractor is planning to use the closet off room 129 "Executive Director" for a mechanical unit. EA advised that if this room is used for mechanical another closet must be provided for the office. A meeting will be held with mechanical subcontractor to finalize design of this area's mechanical systems. (01/23/13) Item OPEN. MC/EA 12/19-05 The area of the ceiling in room 129 that is located under the fire stair must be a 2 hour rated ceiling assembly. WR to confirm installation of this assembly. (01/23/13) Item OPEN. WR OBSERVATIONS: Date # Item Noted Ball In Court 01/23-01 Unit #338 entrance door conflicts with fish tank location. Relocate entrance door 24" from face of corridor #329 wall. See attached photo. WR 01/23-02 At Fitness #440, door #43913 not centered on wall and framed for pocket doors. There is an adjacent 3'-0" rough opening for a door impeding the function of the pocket door. This door is not part of the contract drawings. Pocket doors to be relocated to center of wall and the adjacent door rough opening is to be removed per the floor plans on the contract drawings. WR 01/23-03 As discussed with Wally Ryan and Louis Stamatelos no additional expansion joints are required at the 2 -hour fire -wall exterior siding. Refer to details 25, 26, 27, and 28 on dwg. sheet A4.30. FOR RECORD 01/23-04 Lobby bridge framing and concrete floor complete. Architect to provide detail for typical guardrail post connection, blocking, and trim. (Pour stop in alignment with face of beam flange.) CB End of Report NOTE: PLEASE FORWARD CONFIRMATION AND/OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Ray Bolouk, Wally Ryan, Carey Babyak, Jim Loft, Matt LaBrecque, Paul Goldberg, & Joe Downey A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 2 of 2 PRO CON �� INCORPORATED Design and Construction Management_ ARCHITECTURAL FIELD OBSERVATION REPORT DATE: April 18, 2013 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # 10 PROJECT # 301112 DATE OF VISIT: April 18, 2013 TIME: 11: 00 am WEATHER: SUNNY TEMP: 63° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (EA) Erik Anderson / PCIA, (MC) Mike Callihan / PCI REPORT BY: Carey Babyak / Erik Anderson PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be perjob requirements unless noted.) • GWB installation in progress in `A' and `B' wing. • Brick and siding installation nearly complete • Retaining wall at rear of site approximately 80% complete • Porte Cochere perimeter soffit and column base work in progress. • Trim in progress on south elevation of building. • Construction of ALZ rooftop decking set to begin. OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 09/18-08 At stair No. 4 exterior masonry opening for window, grind smooth the cmu outside corners to view to match the bullnose jamb profiles above. (03/07/13) Item OPEN. WR 11/14-01 Cracks in 15` floor slab were noted. Cracks to be filled and ground smooth prior to installation of floor finishes. (03/07/13) Item OPEN. WR 12/19-02 At West end of building, foundation wall protrudes into recess, beyond extent of exterior walls above. Roof over exit door will be extended to cover protruding foundation wall. (04/18/13) Item CLOSED. Roof Canopy modified to cover and conceal top of foundation wall. CLOSED 12/19-03 In IL -05c one bedroom units with dens: the sprinkler head at the center of the ceiling appears to present a conflict with the surface mounted light scheduled for that location. (01/23/13) Item OPEN. WR 12/19-05 The area of the ceiling in room 129 that is located under the fire stair must be a 2 hour rated ceiling assembly. WR to confirm installation of this assembly. (03/07/13) Item OPEN. WR 01/23-01 Unit #338 entrance door conflicts with fish tank location. Relocate entrance door 24" from face of corridor #329 wall. See attached photo. (04/18/13) Item Closed. Unit #338 door relocated 2'-0" to avoid conflict with millwork and fish tank. CLOSED A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Pagel of 3 Brightview Senior Living (North Andover, MA) OPEN ITEMS (CONTINUED (from previous reports.) Date # Item Noted Ball In Court 01/23-04 Lobby bridge framing and concrete floor complete. Architect to provide detail for typical guardrail post connection, blocking, and trim. (Pour stop in alignment with face of beam flange.) (04/18/13) Item Closed. ASI #82 issued with sketches #SK -A64.11 and #SK - A64.12 showing steel plate and HSS tube sleeve post anchor details. CLOSED 02/20-01 At the open shelving in IL unit living rooms provide front apron to support edge of shelf and conceal ledger wall support beyond. Refer to attached photo for further clarification and direction. (04/18/13) Item CLOSED. Apron added. CLOSED 02/20-03 At first floor corridors, there are several locations where plumbing risers along the concrete retaining wall do not align within framing for the typical corridor arch feature. At these locations only, double the pilaster width to cover the riser. Also, provide a soffit and matching pilaster at the adjacent arch. Refer to attached sketch/photo for clarification. (04/18/13) Item CLOSED. Pilasters added. CLOSED 02/20-04 Wally Ryan discussed the library flue routing options: 1.Vertically through the building to above the roof. 2. Horizontal venting out the side of the building onto the patio. Option #2 is not acceptable due to beam clearance and patio use. Architect to review vertical routing and protection of the flue through upper floors through to the roof. Provide all required details and revisions necessary to facilitate work. (At Pub #251, review possible routing through millwork pilaster at bar area.) (04/18/13) Item CLOSED. Flue routed through Brain Fitness #133 between main entrance and outdoor patio, per RFI #73 response and sketches #SK - A86 and #SK -A87. CLOSED 03/07-01 On South elevation many new boxed siding materials and accessories stored in large deep puddles and mud. WR or LS to inspect materials prior to installation. All soiled materials to be thoroughly cleaned and dried. All deformed or damaged materials will not be allowed to be used on this project at the contractor's expense. (04/18/13) Item CLOSED. CLOSED 03/07-02 In AZ Dining Room #331, the revised light fixture quantities, locations, and GWB soffits have not yet been revised in the field. WR to coordinate with Florence Electric to ensure the work being done on-site is per the revised drawings. Refer to RFI #63 response and sketch #-70 for clarification. Owner to verify all light switching controls, typical. (04/18/13) Item CLOSED. 03/07-04 Architect to further review balcony guardrail mock-up at PCIA office. WR/LS to verify with guardrail contractor if top rail and bottom stile can be offset to better attach to column without a full height blank panel. (See attached photos.) (04/18/13) Item CLOSED. CLOSED A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108.603-623-881 1 • Fax: 603-623-7250 Page 2 of 3 Brightview Senior Living (North Andover, MA) OBSERVATIONS: Date # Item Noted Ball In Court 04/18-01 At first floor window sill, unapproved "Lowe's" sealant tape used. The installed tape is inadequately adhered to the felt paper. Gaps, air bubbles, and loose ends are visible. At this instance only, apply even consistent pressure at the entire tape surface in order to get the maximum uniform adhesion possible. At all future locations, use of this product is prohibited. Submit to architect for approval all substitute materials to be used before any similar future work commences. WR 04/18-02 In some instances, open mortar joint between the thin brick soldier course and the thin brick running bond course exceeds the allowable 3/8" joint depth. Thin brick contractor to submit via RFI how this joint is to be treated in order to look uniform with the other thin brick work and fully conceal all substrate material behind the thin brick. WR 04/18-03 The installed trim between the thin brick pilaster and the PVC pilaster is acceptable and approved to be replicated at all trim conditions between brick and PVC pilasters. WR 04/18-04 Provide pipe insulation for all piping above Entry Hall #131 and Stair #3 and elsewhere as required by the drawings, specifications and good practice. Pipe insulation is to safeguard against condensation and noise. WR 04/18-05 The ceiling at Sun Room #301 is to be raised in order to accommodate adequate window and window trim clearance. Architect to submit via ASI a revised reflected ceiling plan for this change. The cove lighting will be deleted in its entirety and replaced with strip light fixtures and automatic dimming to facilitate "sun -downing" on the east elevation. WR/CB 04/18-06 The installed vented vinyl soffit material above the fourth floor balconies is acceptable as installed. The previous requirement for additional 1x3 PVC trim on top of the vinyl (to match the balconies below) is no longer required. The vented vinyl soffit material is an acceptable balcony ceiling finish at the fourth floor location only. WR End of Report NOTE: PLEASE FORWARD CONFIRMATION AND/OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Dan Messier, Wally Ryan, Jim Loft, Matt Wirth, Matt LaBrecque & Joe Downey A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 3 of 3 IARC) CONS - INCORPORATED Desipt and Constnrction Marrngement ARCHITECTURAL FIELD OBSERVATION REPORT DATE: February 20, 2013 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # 08 PROJECT # 301112 DATE OF VISIT: February 20, 2013 TIME: 11:30 am WEATHER: SUNNY TEMP RANGE: 42° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (EA) Erik Anderson / PCIA, (CB) Carey Babyak / PCIA, (MC) Mike Callihan / PCI REPORT BY: Carey Babyak / PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be per job requirements unless noted.) • Installation of PVC trim ongoing at `C' wing. • Densglass sheathing installation complete at `B' wing. • Window rough opening flashing at `B' wing ongoing. • 4th floor bar joists and decking Ongoing at `A' wing. OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 09/18-08 At stair No. 4 exterior masonry opening for window, grind smooth the cmu outside corners to view to match the bullnose jamb profiles above. (01/23/13) Item OPEN. WR 10/17-01 WR reported that due to MEP -FP conflicts, the 3rd floor corridor ceilings must be lowered 2" to 8-4" a.f.f. EA noted this is acceptable only if required. All MEP -FP items are to be held tight to structure above. (03/07/13) Ceiling framing installed as tight as possible CLOSED 11/14-01 Cracks in 15` floor slab were noted. Cracks to be filled and ground smooth prior to installation of floor finishes. (01/23/13) Item OPEN. WR 12/19-03 In IL -05c one bedroom units with dens: the sprinkler head at the center of the ceiling appears to present a conflict with the surface mounted light scheduled for that location. (03/07/13) Item OPEN. WR 12/19-04 WR noted the mechanical subcontractor is planning to use the closet off room 129 "Executive Director" for a mechanical unit. EA advised that if this room is used for mechanical another closet must be provided for the office. A meeting will be held with mechanical subcontractor to finalize design of this area's mechanical systems. (03/27/13) Mechanical closet location moved. CLOSED A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Pagel of 2 Brightview Senior Living (North Andover, MA) OPEN ITEMS continued (from previous reports.) Date # Item Noted Ball In Court 12/19-05 The area of the ceiling in room 129 that is located under the fire stair must be a 2 hour rated ceiling assembly. WR to confirm installation of this assembly. (01/23/13) Item OPEN. WR 01/23-01 Unit #338 entrance door conflicts with fish tank location. Relocate entrance door 24" from face of corridor #329 wall. See attached photo. (03/07/13) Unit entrance door relocated per ASI #51 and sketch #SK -A59. CLOSED 01/23-02 At Fitness #440, door #4396 not centered on wall and framed for pocket doors. There is an adjacent T-0" rough opening for a door impeding the function of the pocket door. This door is not part of the contract drawings. Pocket doors to be relocated to center of wall and the adjacent door rough opening is to be removed per the floor plans on the contract drawings. (03/07113) Doors revised and installed per contract drawings. CLOSED 01/23-04 Lobby bridge framing and concrete floor complete. Architect to provide detail for typical guardrail post connection, blocking, and trim. (Pour stop in alignment with face of beam flange.) (03/07/13) Item OPEN. Cg OBSERVATIONS: Date # Item Noted Ball In Court 02/20-01 At the open shelving in IL unit living rooms provide front apron to support edge of shelf and conceal ledger wall support beyond. Refer to attached photo for further clarification and direction. WR 02/20-02 Not used. 02/20-03 At first floor corridors, there are several locations where plumbing risers along the concrete retaining wall do not align within framing for the typical corridor arch feature. At these locations only, double the pilaster width to cover the riser. Also, provide a soffit and matching pilaster at the adjacent arch. Refer to attached sketch/photo for clarification. WR 02/20-04 Wally Ryan discussed the library flue routing options: 1.Vertically through the building to above the roof. 2. Horizontal venting out the side of the building onto the patio. Option #2 is not acceptable due to beam clearance and patio use. Architect to review vertical routing and protection of the flue through upper floors through to the roof. Provide all required details and revisions necessary to facilitate work. (At Pub #251, review possible routing through millwork pilaster at bar area.) EA/CB End of Report NOTE: PLEASE FORWARD CONFIRMATION AND/OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Ray Bolouk, Wally Ryan, Carey Babyak, Jim Loft, Matt LaBrecque, Paul Goldberg, & Joe Downey A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 2 of 2 PRO CONN INCORPORATED Design and Construction Management ARCHITECTURAL FIELD OBSERVATION REPORT DATE: May 28, 2013 PROJECT: Brightview — North Andover Senior Living PROJECT # 301112 FIELD REPORT # 11 DATE OF VISIT: May 23, 2013 T1ME:11: 00 am WEATHER: OVERCAST TEMP: 73° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (EA) Erik Anderson / PCIA, (MC) Mike Callihan / PCI REPORT BY: Erik Anderson AIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be per job requirements unless noted.) • GWB installation 95% complete • Brick and siding installation nearly complete. Mortar installation underway at thin brick. • Retaining wall at rear of site approximately 95% complete • Porte cochere roofing installation underway. • Installation of finishes and millwork underway. OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 09/18-08 At stair No. 4 exterior masonry opening for window, grind smooth the cmu outside corners to view to match the bullnose jamb profiles above. (05/23/13) Opening to be surrounded by casework. OPEN. WR 11/14-01 Cracks in 1 st floor slab were noted. Cracks to be filled and ground smooth prior to installation of floor finishes. (05/23/13) OPEN. WR 12/19-03 In IL -05c one bedroom units with dens: the sprinkler head at the center of the ceiling appears to present a conflict with the surface mounted light scheduled for that location. (05/23/13) Sprinkler relocated. Item CLOSED. 12/19-05 The area of the ceiling in room 129 that is located under the fire stair must be a 2 hour rated ceiling assembly. WR to confirm installation of this assembly. (05/23/13) OPEN. WR 04/18-01 At first floor window sill, unapproved "Lowe's" sealant tape used. The installed tape is inadequately adhered to the felt paper. Gaps, air bubbles, and loose ends are visible. At this instance only, apply even consistent pressure at the entire tape surface in order to get the maximum uniform adhesion possible. At all future locations, use of this product is prohibited. Submit to architect for approval all substitute materials to be used before any similar future work commences. (05/23/13) Area corrected. Item CLOSED. A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Pagel of 2 Brightview Senior Living (North Andover, MA) OPEN ITEMS (CONTINUED): (from previous reports.) Date # Item Noted Ball In Court 04/18-02 In some instances, open mortar joint between the thin brick soldier course and the thin brick running bond course exceeds the allowable 3/8" joint depth. Thin brick contractor to submit via RFI how this joint is to be treated in order to look uniform with the other thin brick work and fully conceal all substrate material behind the thin brick. (05/23/13) OPEN WR 04/18-03 The installed trim between the thin brick pilaster and the PVC pilaster is acceptable and approved to be replicated at all trim conditions between brick and PVC pilasters. (05/23/13) CLOSED 04/18-04 Provide pipe insulation for all piping above Entry Hall #131 and Stair #3 and elsewhere as required by the drawings, specifications and good practice. Pipe insulation is to safeguard against condensation and noise. (05/23/13) Insulation installed. Item CLOSED. 04/18-05 The ceiling at Sun Room #301 is to be raised in order to accommodate adequate window and window trim clearance. Architect to submit via ASI a revised reflected ceiling plan for this change. The cove lighting will be deleted in its entirety and replaced with strip light fixtures and automatic dimming to facilitate "sun -downing" on the east elevation. (05/23/13) Work in progress. OPEN WR 04/18-06 The installed vented vinyl soffit material above the fourth floor balconies is acceptable as installed. The previous requirement for additional 1x3 PVC trim on top of the vinyl (to match the balconies below) is no longer required. The vented vinyl soffit material is an acceptable balcony ceiling finish at the fourth floor location only. (05/23/13) CLOSED OBSERVATIONS: Date # Item Noted Ball In Court 05/23-01 Gable details not correct at main gables column lines B-5 and B-10. See photo 1 attached. Upper gable should protrude out beyond face of gable below. Refer to SK -A57.1 R1 and SK - A57.5 for details. WR 05/23-02 In Brain Fitness room 133 there is ductwork protruding below the specified ceiling height. See photo 2 attached. Provide dropped g.w.b. soffit at the area of ductwork only. WR 05/23-03 At the cased opening between the IL Living Room and the main lobby, the casing at the sill is not the correct profile. See photo 3 attached. Refer to elevation 1/D A7.4 for correct trim between the window casing and the wainscot. Refer to ASI 39 for extent of wainscot. WR 05/23-04 In IL Dining Room 246, there are no scheduled penetrations from the new duct shaft on the West side of the room (adjacent to main lobby). If mechanical engineer has specified a louver or access panel at this location notify the architect and interior designer immediately. Artwork is planned for this wall. See Photo 4 attached. WR End o Report NOTE: PLEASE FORWARD CONFIRMATION AND/OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Dan Messier, Wally Ryan, Jim Loft, Matt Wirth, Matt LaBrecque & Joe Downey A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 2 of 2 PRO CC)N�� INCORPORATED Design and Constriction Management ARCHITECTURAL FIELD OBSERVATION REPORT DATE: March 07, 2013 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # 09 PROJECT # 301112 DATE OF VISIT: March 07, 2013 TIME: 11: 00 am WEATHER: SNOWING TEMP RANGE: 28° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (EA) Erik Anderson / PCIA, (CB) Carey Babyak / PCIA, (MC) Mike Callihan / PCI, & Louis Stamatelos / PCI REPORT BY: Carey Babyak / PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be perjob requirements unless noted.) • IL unit trim and balcony guardrail mock-up completed and ready for review. • GWB installation in progress in `5A' (building part `C') common areas. • Installation of exterior windows in `2A' (building part `A') half of building in progress. • Framing at `2A' (building part `A') east half of building in progress and almost complete. • Porte Cochere steel framing complete, roof framing not yet started. • Siding and trim in progress on south elevation of building. • Construction of IL Patio roof canopy set to start. OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 09/18-08 At stair No. 4 exterior masonry opening for window, grind smooth the cmu outside corners to view to match the bullnose jamb profiles above. (03/07/13) Item OPEN. WR 10/17-01 WR reported that due to MEP -FP conflicts, the 3`d floor corridor ceilings must be lowered 2" to 8-4" a.f.f. EA noted this is acceptable only if required. All MEP -FP items are to be held tight to structure above. (03107/13) Ceiling framing installed as tight as possible to underside of sprinkler piping. Ceiling height to be 8'-2" +/-. CLOSED 11/14-01 Cracks in 1s` floor slab were noted. Cracks to be filled and ground smooth prior to installation of floor finishes. (03/07/13) Item OPEN. WR 12/19-02 At West end of building, foundation wall protrudes into recess, beyond extent of exterior walls above. Roof over exit door will be extended to cover protruding foundation wall. (01/23/13) Item OPEN. WR 12/19-03 In IL -05c one bedroom units with dens: the sprinkler head at the center of the ceiling appears to present a conflict with the surface mounted light scheduled for that location. (01/23/13) Item OPEN. WR A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108 •603-623-881 1 • Fax: 603-623-7250 Page 1 of 3 Brightview Senior Living (North Andover, MA) OPEN ITEMS (continued): (from previous reports.) Date # Item Noted Ball In Court 12/19-05 The area of the ceiling in room 129 that is located under the fire stair must be a 2 hour rated 02/20-04 Wally Ryan discussed the library flue routing options: 1.Vertically through the building to above the roof. 2. Horizontal venting out the side of the building onto the patio. Option #2 is not acceptable due to beam clearance and patio use. Architect to review vertical routing and protection of the flue through upper floors through to the roof. Provide all required details and revisions necessary to facilitate work. (At Pub #251, review possible routing through millwork pilaster at bar area.) (03/07/13) Item OPEN. EA/CB OBSERVATIONS: Date # Item Noted Ball In Court 03/07-01 On South elevation many new boxed siding materials and accessories stored in large deep puddles and mud. WR or LS to inspect materials prior to installation. All soiled materials to be thoroughly cleaned and dried. All deformed or damaged materials will not be allowed to be used on this project at the contractor's expense. WR 03/07-02 In AZ Dining Room #331, the revised light fixture quantities, locations, and GWB soffits have not yet been revised in the field. WR to coordinate with Florence Electric to ensure the work being done on-site is per the revised drawings. Refer to RFI #63 response and sketch #-70 for clarification. Owner to verify all light switching controls, typical. WR 03/07-03 Not used. 03/07-04 Architect to further review balcony guardrail mock-up at PCIA office. WR/LS to verify with guardrail contractor if top rail and bottom stile can be offset to better attach to column without a full height blank panel. (See attached photos.) CBIWR/LS A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 2 of 3 ceiling assembly. WR to confirm installation of this assembly. (03/07/13) Item OPEN. WR 01/23-01 Unit #338 entrance door conflicts with fish tank location. Relocate entrance door 24" from face of corridor #329 wall. See attached photo. (03/0713) Item OPEN. WR 01/23-04 Lobby bridge framing and concrete floor complete. Architect to provide detail for typical guardrail post connection, blocking, and trim. (Pour stop in alignment with face of beam flange.) (03/07/13) Item OPEN. 02/20-01 At the open shelving in IL unit living rooms provide front apron to support edge of shelf and conceal ledger wall support beyond. Refer to attached photo for further clarification and direction. (03/07/13) Item OPEN. WR 02/20-02 At all unit bathroom open shelving above bathroom vanities. Shelf depth is 18" +/-. Provide typical shelf depth of 12". Infill installed shelves with GWB in order to maintain 12" uniform shelf depth for all unit bathrooms. See attached photo for further clarification. (03/07/13) Item OPEN. WR 02/20-03 At first floor corridors, there are several locations where plumbing risers along the concrete retaining wall do not align within framing for the typical corridor arch feature. At these locations only, double the pilaster width to cover the riser. Also, provide a soffit and matching pilaster at the adjacent arch. Refer to attached sketch/photo for clarification. (03/07/13) Item OPEN. WR 02/20-04 Wally Ryan discussed the library flue routing options: 1.Vertically through the building to above the roof. 2. Horizontal venting out the side of the building onto the patio. Option #2 is not acceptable due to beam clearance and patio use. Architect to review vertical routing and protection of the flue through upper floors through to the roof. Provide all required details and revisions necessary to facilitate work. (At Pub #251, review possible routing through millwork pilaster at bar area.) (03/07/13) Item OPEN. EA/CB OBSERVATIONS: Date # Item Noted Ball In Court 03/07-01 On South elevation many new boxed siding materials and accessories stored in large deep puddles and mud. WR or LS to inspect materials prior to installation. All soiled materials to be thoroughly cleaned and dried. All deformed or damaged materials will not be allowed to be used on this project at the contractor's expense. WR 03/07-02 In AZ Dining Room #331, the revised light fixture quantities, locations, and GWB soffits have not yet been revised in the field. WR to coordinate with Florence Electric to ensure the work being done on-site is per the revised drawings. Refer to RFI #63 response and sketch #-70 for clarification. Owner to verify all light switching controls, typical. WR 03/07-03 Not used. 03/07-04 Architect to further review balcony guardrail mock-up at PCIA office. WR/LS to verify with guardrail contractor if top rail and bottom stile can be offset to better attach to column without a full height blank panel. (See attached photos.) CBIWR/LS A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 2 of 3 Brightview Senior Living (North Andover, MA) OBSERVATIONS (continued): Date # Item Noted Ball In Court 03/07-05 Architect to have fence enclosure option at the kitchen exhaust fans, adjacent to the AZ Patio, reviewed by acoustic consultant. The fence may possibly conceal the vertical black membrane roof at the higher roof above the Kitchen. Fence type, location, and extent are dependent upon the final review by the consultant. CB 03/07-06 Shift in operable partition location requires revised plan detail at column enclosure at opposite end of partition storage closet. Architect to review and provide sketch. CB 03/07-07 Modified beam at IL Unit #433 complete. Architect to provide detail for beam enclosure and revised ceiling plan. (See attached photo.) CB End of Report NOTE: PLEASE FORWARD CONFIRMATION AND/OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Ray Bolouk, Wally Ryan, Carey Babyak, Jim Loft, Matt LaBrecque, Paul Goldberg, & Joe Downey A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108. 603-623-8811 • Fax: 603-623-7250 Page 3 of 3 MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 FAX: (603) 668-8641 FAX: (508) 393-8490 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PROCON CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: INSIDE DATE: 05-22-13 FIREPROOFING FIELD REPORT 'ON, MA (617) 269-8829 FAX: (617) 269-8837 PURPOSE: To perform thickness testing on previously sprayed fireproofing in accordance with project specifications and ASTM E605. Installer: Forge Industries Manufacturer: Cafco Product: Blaze Shield General Location: Kitchen Area -B, floor framing Item Location Member Size Minimum Required Thickness Minimum Average Thickness Obtained Status Beam B -A.6 -B-9.4 to B-10.1 IOKI .63 .75 Pass Deck B-5.8 to B -9.4 -B -A to BA.4 N/A .81 .94 Pass Deck B-2.5 to B-5.8-BA.4 to B-B.B N/A .81 1.06 Pass Beam Hallway intersection W 12x40 .63 .87 Pass PREPARED BY: Don Pollard