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0054 CEDARWOOD ROAD
5W Ceo�tr w ooC� �Gt • � �� ,.1- -- - - - - __ _ .�� �r �.-. .:. r n t C I �� i� - 1 1 6- e �� • al�ee ' , J��•}�1NA.L-y Sl���.'I/l-YETI s=: ,•:, .. �': SMOKE FV�EG"i OiS REVIEWED D IINSTHi;LE BUILDING DEPT. GATE O - FIRE �TMENT DATE IV �. �` UiREO fOR PfRMRTING Cl F� SIGNAT R�RFO .. H2Ae.1G' _ CARBONMDN011�FQL_ps :. c HIS AT AL L CoRNE�LS� ': z —H2^e IG"o-c yc - /vl r516e;I(o"o.c., _ ::- -- —- - - _ - - H15, TyP. o I I 1 Q c'LJ:..: r .. .. .... I I-J /A 15 7LATE _ w Fl ooRS1 rRoNTK - o - - o IMPORTANT 51 DE5 oNl-Yt ANY )NST3UCTION THAT INCREASES LM S A BEYU 0 SG. FT. PER LEVEL MAY RE IE gig ['.. .., '•,.:^•.:^,j,<,. S:S. - �:i%___ L Ls_c'L x�'_%_ � ® ® INST TIN OF ADDITIONAL SMOKE D 1 A S PARATE PERMIT IS REQUIRED R THE INSTAI LATICN OF SMOKE DETECTORS-THE E TF ICAL I' PERMI TISFY THIS REGUIREME �/. P FRONT ELEVATION ,�t1POR7ANT-UPGRADE REQUI I `c SCALE: 1/4"=1'-O" STATE BUILDING CODE REQUIRES THE UPGRAD F N SMOKE DETECTORS FOR THE ENTIRE DWELLING If 4 ^ I ONE OR',,ORE SLEEPING AREAS ARE ADDED OR CR rE 1, v I I 1 i h!5;Al'v1,4 L�, E: A SEPARATE PERMIT IS UIRED FO 7," —�' ryF �IALLATIONOF SMOKED T�� �J C o �' - _ PERMIT D T S 9 $ RE P :_- �,_ ' :•i :F may° H2AP-W o—, SHF-,A WALL v HZge l6" _: � .`.� , Y H?ae I /'A e I� o� _f ICo"O.G. - �. _ Fa' .. m' N2Ac I/o" _ TYP - (3)IGd NNLS(Con+mon� pp-r fit 5 bo-H-,n l Flb�, RIGHT ELEVATION REAP, ELEVATION �MT51lceEA. LEFT ELEVATION all5TUF m SCALE: 1/8"=1'-O" SCALE: 1/8"=V-0" T p)A fjp T .SCALE: 1/8"=1'-0" S limey ul i /V)ST,A T06T 70 v _ 8 Z z WINDOW SCHEDULE PROGRESS PRI.ir�nr r r .�, . -- .4 •A AICQHH R7I65t -m Iff r: -4 19 ------. �3 Ai, -0,z r. -0 c L 22;ox 581= 13, of SH£AFLWALL A B � EXTERIOR DOOR SCHEDULE s s Tl i oeaR -0• ., ,6106 1 8 - ]e d fYd c• � La oFcx vb�n -� ,o-r J;r. rd ed J-r- J-s s-3• s•�• Jd " S �( a lS ? o O T yy K LL JOO N ti nY x 4 {t. • - e,nz X s b 0{EN 10 C V ~ FARMSrS PORCH = V 0 P �53 FIRST FLOOR PLAN SCALE: 1/4"=1'-0" A B 5 5 NW• 2 W8 i � �F5 E 04 A 5 r ii95A stf, 5K-1 TYP,PAW.Ft?wPowP5 o� 5WAIZWAW, ei-05 Z I o H O B B 30 . D O W U .BEDROOM 3 .q B BEDROOM 7 (1Y-e•.u'-07 O b 0 a s. < -10• a•-10- f-10 = ... a'-a• Dora im °�-s' oan�'ucx .s'-s °°a�i1 a'-/• s'-e• 'o`a• a'-0' � i U 1Iv5A (zM125A At L-(4)co(�n�S V(Z Y SECOND FLOOR PLAN SCALE: 1/4"=1'-0" ' A ym- 5 3 a<8 �r g 5. . . r Rg2 (2) i3/a x 1C, L1t.5 ,c,TFUGTOPAL- z O 312 Po°°E 2-W TOE L12 I $OIP — ,2 3,0 PJfTFN ' 2m na asrs HZAT 'TY7.ei6"oc U12 RmoE 15/iE1l ON -. �y'v. �4I1(•q{+cr3 2 1/2•rmt Pl '•�•.•.:y? LI S1U05 O IC C 2-a0 TOE n/LS F ./14 SOiFIfve W � e 3j . � Ifo o-G•� 's in 's :-aa TOE was > w r! di LE C T�P- SOP50Ne I(o"o. V TYP. ys E M r�.TSn1v� �p ',� 10' - tm iasw 1'i• (a)wo P.T. is V' ./,.e samr N2A sir rx T-0_ ^-A 15T ro 'P(-ATG C o I SECTION "C—C" w P.T.POaT SCALE: 1/4"=1'-0" b , 9 1 7- CRAM ,o• 2.,o P. T gg CR c cc a 4 sow Tn�oN � r,a•.,a•.,z•cone Era § IO"M)N* � E o ,o•swm '�s�'D� x c., (2)/a DONE15 SECTION "B—B" Cg4,O SECTION "A—A" 3 SCALE: 1/4"=1'-0" UAL SCALE: 1/4"=1'-0" Y • 5 VERIFY TiAT FcoTtNG C30STS OF "THAT FOv.IICIATIOnJ WA1• — 15 MIN. 101' TA1Gi•K v, o8 1 }q10 v.T. y 1 a o �• 1 c� z I o O 4'1 LI • ._ ..— h'q131 P.T../]ROK W u N � 1/LS O IS QG C� 3'17 LG F po-,1v1c mluPn Y 3o"x3a'Xi2,1 Foams w/4r4 WaS e qt0 P.T..0 ti RORS K' 24 v o B S 00 I 10 P.T. par. pm. par. aa. cm. 3 �SR i C m q FIRST FLOOR FRAMING PLAN SCALE: 1/4"=1'-0" v1w' { 6 a8 :F S g _ SKE-rGH sk-1 r" D ¢X4 F - y - } xA_;�F Post up P -2 6RF15 gS-"STL Da PVC-VA-W, �ID6t PdT POWO 4XA..PF Pa6t powt-r t j s � HDgj HDaA �2)HD$A E S U . U C, B mrt. mrr. aar. aar.•• aar. O � _ `c SECOND FLOOR FRAMING PLAN SCALE: 1/4"=1'-0" �8 �. gill ULL r - z a � 4 ST.RftX£ ,oit O.c _ LVL -41-IT'Iff i I ❑ ❑. 4w{— . ! OF-POST a o. i E 0 RF 0-1 Ya Y 58 U _ ROOF FRAMING PLAN SCALE: 1/4"=1'-0" V, �l a8 Oi 8 .. ,h� <<h- ,�-..q��, .s 4i+'.y rrlr•■ ("„;SPs d�.Te$m� :41:...,.h•"i'iriCn�,Ea'm.:tc..;.a.rrt°!.'.,..,.•r..: • Straps-dr es ,,./,wa ^::4fi�.aF1P'��•56H�,Ss�`i'rzEY�C�S�N.'+lfK��,"F"r.'4.�tSa�'e.��fiP ���dF��hxxa': � �:Wtlfir� Ilk • .. . .. ---- rCtrzle-ReterenctKey-6ha --------- . rs-galvanued, . ._.---'- Straps are designed to transfer tension loads in a wide variety of applications. ! FINISH:me pro;products a and HST6-gray paint;all teal r- HRS-A 12 gauge strap with a nailing pattern designed for installation I Some products are available in stainless steel or ZI4AX^ f on the edge of 2x members. finish;see Corrosion Information,page 10-11. l ; on,ap;od.V-are avallaWe wfN additional corrosion protection.Additionalpr,)uUdS 1 on this papa may also De ava/6ole w8h in option,Check with Simpson for details. IEnd � ' LSTA and MSTA-Designed for use on the edge of 2x members,with a nailing INSTALLATION:Use all specified fasteners.See General Notes. Allowable Allowable pattern that reduces the potential for Splitting. ) OPTIONS:Special sizes can be made to order.Contact Simpson. Fasteners e>�'-'eearn and Strap LSTI-Light straps that are suitable where pneumatic-nailing is necessary CODES:See page 12 for Code Reference Key Chart. Model Ga Dimensions (Total) Tension P) Tension Loads Cade through diaphragm decking and wood chord open web trusses. MSTC and RPS meet code requirements for reinforcing No. (OF/SP) (SPF/HF) Ref. MST-Splitting may be a problem with installations on lumber smaller than 316% cut members(16 gauge)at top plate and RPS at sill plate. W L Hells 133) 160) (139) (160) .I either till every nail hole with tOdx1%•nails or fill every-other hole with 16d Common International Residential Code®-2000/2006 R602.6.1 LS7A9 1Y. 9 8-10d 620 740 535 635 or�� nails.Reduce the allowable load based upon the size and quantity of fasteners used. International Building Code°-20002006 2308.9.8 LSTA12 1y, 12 10-foci 775 925 _665 795 y " MSTC-High Capacity strap which utilizes a stoppered nail pattern to help (For RPS,refer to page 166.) minimize wood splitting.Nail slots have been countersunk to provide a lower LSTA15 tY 15 12-10d 930 1110 800 950 7.62,90.128 j nail head profile. _ LSTA18 1Y. 1a 14-10d 1085 1235 930 1110 LSTA21 tY, 21 16-10d 1235 1235 1065 1235 _ �{ �W LSTA24 20 1Y, 24 18-10d 1235 1235 1200 1235 1Y;� 1yi-I �� _• fie') ST292 2Ya 9%a 12-16d 1090 1265 940 1120 Typical LSTA Installa •'' f ST2122 2Yo 1245. 16-160 1470 1530 1260 1505 3,39,88,104,128 Ty(hanger not shorn ! ` • � , ' ST2115 % 1641e 10-16d 660 660 660 660 Bend strap one time ST2215 2Yo 16Ys 20.16d 1850 1875 1590 1880 7,62,90,128 LSTA30 1% 3g 22-10d 1640 1640 1500 1640 1640 1640 1640 t :„, "� - - -•-- 3% 49 24 foci `2510-''2975 2150 2555 .. LSTA36 _ L LSTI49 9,128-- - LST173 3Y4 73 48-10dxl% 3770 4205 3225 3830 MSTA9 1Y. 9 8-foci 635 750 545 645 MSTA12 18 1Y 12 10-10d 795 940 680 810 Matedel j -• 9r Model MSTA15 1Y 15 12-foci 955 1130 820 970 Nn• Thlekness N '0 1 MSTA18 tY 18 14-100 Yi 31 1130 7,62,90.128 •, PS218s ST2115 MSTA21 tY 21 16-10d 1270 1505 1090 1290) �" • a MSTA24 1Y 24 18-10ci 1430 1640 1225 1455 I M � 3 ! MSTA30 IY. 30 22-t0d 1805 2010 1545 1820 1.See page 177 for loads associate MSTA36 1Y. 36 26-10d 2050 2050 1830 2050 PS straps. / i i ST9,ST12, a� BE •'S, I i �r MSTA49 1Y. 49 26.1D0 2020 2020 183D 2020 170 -•. I ST18,ST22 i •. BgY3 '' i�)�4,�,h1.,y>; 111 FS eai; 2Y. 69 d - 60 2p95 1605 1900 ST6215 2540 2540 2285 50 3,39.88,104,128 ST ST62 Ne2345n 28-16d 8-16d 745 885 640 760 ST9 16Y.a ST12 Y. 11% 10•16d 930 110B 5 s 800 950 T?B ra LSTA and MSTA YF` D " Pilot holes not shown ST18 tY 171: 14-16d 1300 1420 1125 1330 3,39,88,128 - ,'H+ ( ) ST22 1y. 21% '18-16d 1420 1420 1420 1420 nsa+e ono vsua ss.E o MSTC28 3 28% 36-1605inkers 2950 3455 2530 2980 PS MSTC40 3 40Y 52-16d sinkers 4265 4745 3655 4745 'Y `^ M 3 52Y. 62.1fid sinkers 4745 4745 4360 4745 9,23,128 STC52 1-3-1 MSTC66 3 65Y. 76-16d stokers 5860. 5860 5585 5860 G MSTC28 - •.^ : MSTC78 14 3 77Y 76-t6d siNrers 5860" 5860 5585 5860 o u ST6236 2Ye 33`Ye 40-1be '38E5,_. 3845. 3465 3845 3,39,88,104.128 HRS6 lib 6 6-10d 525 605 455 525 HST 1% a fo-10d 87s Colo 760 880 1z8 .o. `.•- I 14-tod 1225 1415 1060 1230 ywo o 5 1990 2325 HR58 f - c o HRS12 1% 12 x 2755 3 8 -------------- o MST126 12 2Ya 26 26-10dx1% 2380 274 MSTI MST LSTI Y 2Y'HST2 and HSTS HST2 HSTs • � � MSTI36 2%. 36 36.10d 1% 3295 3800 3220 1% 3' HST3 erb HST6 HST3 HST6 39 BB 12 .w MST148' 2%e 48 48-10dz1% 4390 5065 3670 4290 • --- HRS S MSTI60 2%. 60 60.10dx1% 5080 5080 4590 5010 • ---- - .m MST172 2%. 72 64-tOdx1% 5080 5080_._5080 80 3,39.121.128 Typical P5720 Insla S t.Loads include a 33%or 60%load duration Ir+crease an the fasteners for earthquake or wind loading, but 00 NOT Include a 33%stress increase on the steel rapacity. 2 iodxl%' s may be substituted where 16d sinkers or too are spect0ed a1100%of the table loads. rap •'k' - 3.10d commons may be substituted when 16d sinkers are specified at 100%of table loads. 4.16d sinkers(0.148-dia.x 3W long)or 1 Dd commons may be substituted where 16d commons are sped0ed at 0.85 of the table loads. Q1 5.Use tiVl at Ne nags In each member being connected rs acAleve the listed loads. i +0=2.ft., 6.PS suap design loads mustbedermBolts am Installedothperpendicaptoain Hole diamet i N rt ma De oversizetl to accommodme the HOG. esipnrmustdetermithevers 7 For ovedaD splice deta0s,icier to technical bulletin T-CMST(see page 1871or details). HRS Installation 8.Soaps war lOd(0.148 dia x 3)relk SDedOM may De suhsUWed wiN ttbxt Y(0.f48 du.x 1 t1)wiN no reduction in load. Typical MSTI Installation i 9.Tension goads apply for uplift when installetl vertically. Typical LSTI to.NAILS:160=0.162'dia.x 3%'long,t6d sinker=0.148'dia.x 3Y.'loop,l0d•0.148'dia.x 3'loop. (MIT hanger shown) Installation 100z1w•It 'dia.x 1".,.np.See page 16-171or other nail sizes and information. LSTI similar 148 -,,, Q - Stud to.Band joift - 11 Aral_161e with additional corrosion protection.Check with factory. ®Avallaale with additional corrosion protection.Check with factory. ' f DF/SP Allowable SPF Allowable Fasteners(Total) -7-� Single Ply Band Joist ll h� Doub(e Ply Band Joist(3) Hodel Oty Loads Loads No. Req'd To To To Uplift up fit Model Oty. DF/SP Allowable Uplift Loads SPF Allowable Uplift Loads DF/SP Allowable UpIlli ads SPF Allowable Uplift Loads Rollers Studs Plates (133) (160) (133) (160) '� ` No. Req'd Fasteners Fasteners Fasteners Fastener: I' (Total) (733) (160) Rotal) (133) (160) (Total) (133)' (160) (Total) (133) p60) 12 1 G-8 S--d N/R 670 670 460 460 II LSTA12 1 6-1Ddx1h 485 SSO 6-10dx/h 415 500 6-10d 485 580 6-1 Od 415 SDO - - - T 2 10dxl 10dxl N/R 670 720 460 460 LTS16 1 12-10dx1h 720 720 12.10dxlVw 620 620 12-10d -75 775 12-10d 665 665 T512 1 6-lOdxlh 6•tptlxth N/R 720 720 620 620 �, H6., 1 12-1 Dd 915 950 16-8d 785 820 16-8d 915 950 16-8d 785 820 7Z 1 4dO a-Btl 2-8d 995 995 720 720 ' -- MTS16; 1 14-10dx1'h 840 1OD0 14•10dxlh 730 860 14-10d 1000 1000 14-10d 860 860 rTS30 1 7-tOtl 214-16d 0d N/R 995 995 720 720 ITS12 1 7-10dxth xl h N/R 840 1000 730 860 ' ' 1 12-10dxl% 960 1030 14-10dxth 960 1030 12•10d .960 1030 14-1 Od 960 1 �{d HTS20 1 16.10tlx114 1005 1150 16.10tlx1h 865 990 .16-10d 1260 1450 16.10d 1085 1245 15 M16-16d x114 410dz1h' 1300 1300 1120 1120 15-2 x1h 410dxl% 1300 1300 7120 1120 LSTA18 1 12-10dxih 970 1160 12-10dxih 830 1000 12-10d 970 1160 12-10d 830 1000 ' TS20 xlh N/R 1450 1450 1245 1245 LGT2 LSTA24 / 14-10dxl% 1125 1235 16-10dxl% 1110 1235 14-100 1125 1235 16.10el 1110 1235 3T2 inkers N/Fl 2050 2050 1785 1785 CSIS 1 16-10dxl% 1290 11370 18.10dxl% 1250 1370 16-10d 1 1290 1 1370 18.10d 1250 1370 IAI-Notmqulmd. LSTA30 1 16-t Odxlh 1300 1570 16-10dx1h 1130 '1355 16-lOd 1300 1570 161-10d 1130 1355 MTS12 CS16 1 18-10dx1% 1475 1705 20.1 OdXlh 1415 1700 18.10d 1475 1705 20•l0d 1415 1700 t.' - 29_16d .2065 2480 ---- ! (LTS,�KTSslmllar)- � � � .. -..._ ' CMSTtb. .. 1 2410dxth 2065 2480 24A Odx.1.h 1.790 215 __.-_-.... - 2416d 1790 2150_- MST37 1 2410tlx1h 2180 126151 24-lOdxlh 1890 2270 24-16d 2520 3025 24-16d 2185 2620 CMST12 1 24-10dx1h 2260 2710 2410mr1h 1960 2350 2416d, 2605 3125 2416tl 2225 2710 MSTC28 1 28-1Omrth 2335 2800 28-10dz1 Vi 2p15 2420 28-160 Sinker 2335 00 28 28•16d Sinker 2015 2420 Top Plates to 4 1.Leads for stud to band Joist connections are based on a 4.For straight straps,use hall of the total fasteners listed an earn 8.11a1 'Hl' } minimum-haM'ois14 . Mgonaslong smi y eptneF4 member in the connection. - - acceptable as loop as minimum ng Is Arallahle with addlNoaal corrosion protection.Cheri with hctory. H 2.Leads for straps based on 2h'clearspan between stud 5 Radom loads for a single band Joist less than 1 h'thick diameter nail percetra0on into H2 and band julsL 6.CMST and MST require double sleds of a minimum 3'width. the framing Is maintained, Fasteners(Total) OFBPAIIowahleLoads SPF AIIowableLoads ode[ Oty 3.0 a sin members must be fastened together to ad 7.VaNes for straps assume a minimum rO8 penetration of m0 to Req'd TO To Uplift Uplift az a s'upfe unit. diameters into the stud or dmjoisL / Plates Studs (133) (160) (133) (160) ® CS16 1 3-10dxlh 410dxlh 350 350 350 350 1 5•8d 5.8d 415 415 365 365 MTS16 A 1 3-8d 3Ad 350 420 245 245 Stud to Stud 3:70 370 ;P4 1 4-4-8d h 44.8d h 455 465 265 265 S Mailable with additional commuloa protection.Check with hcioly. LSTA18 1 4-Bd 441d 455 465 265 265 y .5A I S-8d 5-8d Epp Epp 520 535 OF/SP Atbl, ads SPF Allowable Loads 312 1 6.10dxlh 6-lomnh 72p 720 620 820 .._n.�` Model Dh i 5.lpdxtt5 S10mi1h 620 745 530 585 -- No. Req'd Faslenert Fasteners lip. P I 6-10dxlh 8.10dx1h 775 775 775 775 (Total) 6D) Rataq (133) (150) .5 2 10•8d 10.8d 830 830 730 730 CS20 1 14-8d 1030 Wed 885 1030' u U CS18 1 18-8d 1370 22Sd 1230 13704 2 6-8d 6-8d 700 840 490 490 -•6 4 1 6 6-10dx1h 735 88S 630 760 L6TA36 1 14-10d 130 14•10d 990 11852 8-Btl B-8d 910 930 530 530 $ MSTA36 1 14. 1400 14.10d 1010 1210 312 1 7-100x1h 7-1ptlzlh 840 1000 730 860 F F CS18 1 22-0tl 705 268d 1490 1705 1 6.10d 6.10d 890 1065 605 605 MSTC40 1 28-16d Sinkers8p0 28-t6d Sinkers 2015 2420 1 6.10d 6-1 Do 890 1665 605 605 G HD2A 2 4.4L'MB 775 4-%'MB 2570 2570 SA 2 10.60 1041d 1200 1200 1D40 1070 3P2 PHD2-SOS3 2 20-SDSV.x3 3610 3610 2D-SOSV.x3 3375 3375 MTS76 44 1 N/R 12-10mrth 1360 1360 1170 1170 >; . HDSA 2 4-0L'MB 3705 3705 4.4L'MB 3130 3130 112 2 12-10dxth 12•tOdxlh !"0 1440 1240 1240 g g HDGA 2 4-W MS 4405 44D5 4-W MB 3680 3680 CS16 S20 1 12•10dx11h 12-10dxth 1450 1450 1245 1245 &_ RC PHDSSDS3 2 28•$DSV.x3 4685 460 28SDSV.x3 4380 4380 312 2 14.10tlx1h 1410dz1h 1680 2000 t460 1720MSTC66 1 64-16d SWcera 5505 5660 64-16d Sinkers d471l20 2 24•tOdxlh 2410dx1Vi 2900--�-2900 2490 24920 3 'g PHD6SDS3 2 .,.3CSDSYW SS60 36•SDSV.x3-I•Notled far HDBA 2 6=h'MB 6465 6465 6-h•MBdurum load for SPH4 In Saulnem Pine Is 1490 poun05. CMST14 I 56.16d 5600 6490 64 16d CMST12923s TWO - 7 t.Loads am baud an an 18•clear span. H2.SA - * .1 I,% 2.Night;ower wood structural panel sheathing Is acceptable as lan9 a minimum nail penetration into the framing is maintained. k- SSP MTS72 - RSP4 3.Al1owa0la loads for HDA and PHO baud on 2-2x and greater k A ( SP4 vertical wood member.HTS t DSP (SPH4 "1, 4.Cut length for coil strap are CS16.42•.CS18.38•.CS20=35•. _ r 8 r 1 M similar) 4.'i HB CMST14.76•,CMST12-92•.similar)) 5.for st2ipM straps,uu hall of the total fasteners fisted on each MSTA36 member In In?connec8on. .: ..p1 -.. _E` 4 Truss•fo- .MTS16plate connections i.�,not shown for clarity. ed md (Ouen li tily of 2 Application) is i7 TOWN OF BARNSTABLE,BUILDING PERMIT APPLICATION Map Parcel` D 72 Application # 03 Health Division Date Issued 6 Conservation{Division Application Fe � Planning Dept. Permit Fee 740 5f Date Definitive Plan'Approved by Planning Board I Historic - OKH Preservation/Hyannis Project Street Address %Gvc00 �i� Village ,17 r 04[r117 Owner U2 dc,,A Address_ d.3 41wyr Llzz1,6;5 .S �.t►/L M�.vd /�'Jf��5 is� GU I JA Telephone 75�-- X 3I -3T47 F Permit Request `fin A&SZ:&Z&--Z 2AA0 Square feet: 1 st floor: existing/�36 proposed 2nd floor:existing proposed 86 Y Total new�® Zoning District Flood Plain Groundwater Overlay S Project Valuatiot D O Construction Type rm,An 1� Lot Size 21 aQ Grandfathered: ❑Yes ❑ No If yes, attach supporting documentation. Dwelling Type: Single Family. M, Two,Family ❑ Multi-Family (# units) Age of Existing Structure Historic House: ❑Yes dNo On Old King's Highway: ❑Yes eNo Basement Type: Full ❑Crawl ❑Walkout Ell Other ti Basement Finished Area (sq.ft.) Basement Unfinished Area(sq.ft) 4 2 12 Number of Baths: Full: existing /' new Half: existing new Number of Bedrooms: existing L new Total Room Count (not including baths): existing new First Floor Room Count Heat Type and Fuel: 00 GaS ❑Oil ❑ Electric ❑ Other Central Air: ►(Yes ❑ No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ff'No Detached garage: ❑ existing ❑ new size_Pool: ❑ existing ❑ new size — Barn: ❑ existing ❑ new size_ Attached garage: ►existing ❑ new size _Shed: ® existing ❑ new size _ Other: GN�tiF Zoning Board of Appeals Authorization ❑ Appeal # Recorded ❑ Commercial ❑Yes d No If yes, site plan review# Current Use �m,'14 e Proposed Use 'arr,, APPLICANT INFORMATIONCno (BUILDER OR HOMEOWNER) c r Name fLA 9;&,OA)!' Telephone Number Address 06Q �� o �s .c/� License # C 4 9 2D .l Home Improvement Contractor# Worker's Compensation # w, 6 2!2303/t97 AL.1i CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGN TURE DATE 6 a I � A FOR OFFICIAL USE ONLY A�PPLICATION#- i DATUSSUED �. ,MAP IAARCEL NO. -ADDRESS VILLAGE OWNER Z DATE OF INSPECTION: r i_ FOUNDATION FRAME INSULATION ,ew �} FIREPLACE 1 ; ELECTRICAL: ROUGH i FINAL tPLUMBING: ROUGH :FINAL GAS: ROUGH s FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. ' � T Town of Barnstable Regulatory Ser-Aces '- qrAls`E Thomas F.Geiler,Director �Ptf 6.K;� Building Division (�� i Thomas Perry, CBO,Building Coimmissioner . 200 Main Street, Hyannis,MA 02601 CC) www.town.barnst2ble.ma.us 'Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: Map/Parcel: D 0 79 Project Address SYCft"I'aca R0 dr• Builder: �- r The following items were noted on reviewing: . ii €�l6�✓ �,�.� t�f �ul f /�E t✓/.�L'�. l�.d/$ cy12 �Q WFC4A- •�v Co�-u/�c�rE ��vi¢-�ys �� -� G1s ��yv-. . 000 B C�6GA✓ �J o Ef A/0 r L m c,*7'1 xj J_*. , a°WVV�s Aver ah4mm No 64 / � -ivy-� sus �'� 41;�_ �4- ,W&x s fe 6/,WJ GtlL�i2 S�/ -h�1��l1 /Udu 2T -,C ssu�7-< 5 _ W G :. D�o�fJ� Reviewed by: Date: Q:Forms:Plnrvw r Town.of Barnstable Regulatory Services BARNSfABLE •. HAS , � Thomas F.Geller,Director "lEo 39„A, Building Division Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fan: 508-790-6230 PLAN REVIEW Owner: �-k 46k/M6_tJ,4 Map/Parcel: Q -6 79 Project Address Sri cC--t)Ak0,I0A Builder: C3 N 64— The following items were noted on reviewing: Ca}t-C-rI tEtJee2. C 1-l0-r N0ZEA 0/Z- 0L6�b_ TZ) TOrS7— PbkC# Revie:'wed by: Ta. kJ14� Date:'-. — �— —� Q:Forms:Plnrvw The Commonwealth of Massachusetts .Department of Industrial Accidents Office of Investigations , i 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Ell ectricians/P.lumbers Applicant Information Please Print Le 1 Nerve (Business/Or�i7a}ionlIndividual): c s . Address: .4 C��c� Qegio (o 2 City/State/Zip: S'. Phone.#: 9�L/ 64�b�t5 Are you an employer? Check the appropriate box: Type of project(required): 1.L�1 I am a employer with 4 ❑ I am a general contractor and I 6. ❑New construction employees(full and/or part-time).* have hired the sub-contractors listed on the attached sheet 7. ❑Remodeling 2❑ I am a•sole proprietor or partner- These sub-contractors have ship and have no employees 8. ❑Demolition employees and have workers' worlang for me in any capacity. 9. Building addition [No workers' comp.insurance comp.incrrrance.t 5. We arc a corporation and its 10-❑Electrical repairs or additions rtgtnred.] officers have exercised their 11.❑Plumbing repairs or additions 3.❑ I am a homcowncr doing all work myself-[No workers' comp. right of exemption per MGL 12.0 Roof repairs incnrance requirecL]t c. 152, §1(4), and we have no •13.❑ Other employees. [No workers' comp.imsurdncc required.] *Any applicant that ebetlo box#1 murt also fill out the station blow sbowing their workers'comp—ation policy infartrration. t Hocowocrs who submit this affidavit indicating they are doing all work and then hire outside contractors must rubrnit a new affidavit indicating such. m 1Cuntractors that cbcck this box must atfacbcd an additional gbcct sbowing the name of the sub-contract m and stain wbcthcr or not those entities have arployees. If the sub-contraetors have mr1P1oycrs,they xnustprovidb their workers'comp.policy nranbcr. I am an employer that is providing workers' compensation insurance for my employees. Belaw is the policy and jab site information.Iu=a-nce Company Name: � 0"k Policy#or Sclf--ins. Lie. 2 0 /2-7 Expiration Date: 6 / O fob Site Address: "�' �t12,9 JAaenOlO 'Pal City/StatE/Zip: (�r�vtl�ir /� IDoZ�c3c3 Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required undrr Section 25A of MGL c. 152 can lead to the imposition of rr>mii al penalties of a floc tip to $1,500.00 and/or one-year imprisonment; as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statcmerit may be forwarded to the Office of InvtSti tions of the DU for insurancc coverer ,t vcrificatiom I do hereby certify unde sand pen of perjury the information provided above is tr e and correct Si En t: - Date: — .Phone Official use only. Do not write in this area, to be completed by city or town offtciaL City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3. City/Towu Cleric 4.Electrical Inspector S.Plumbing Inspector 6. Other Contact Person: Phone#: 1 Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employees: Pursuant to this statute, an employee is defined as "...every person in the smrvice of another under any contract of hire, express or implied, oral or written_" An employer is defined as "an individual, parhlcrship, association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual,partnership, association or other Icgal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of.another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that"every state or Iocal licensing agency shall withhold the Issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced•acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152, §25g7) states`Neither the commonwealth nor any of its political subdivisions shall enter into any contract for,the performance of public work until acceptable evidence of compliance with the ins-uramce r,quircmanl s of this chapter have been presented to the contracting authority. Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and, if accessary, supply,sub-coniractor(s)name(s), address(cs) and phone numbers) along with their ecrti.5eafe(s)of insurance. Limited Liability Companies'(LLC) or Limited Liability Partnerships(LIP)with no-employees other than the =rnbcrs or paitncis, arc not required to carry workers' compensation insurance. If an LLC or LLP does have :mployecs, a policy is required. Bc advised that this affidavit may be submitted to the Department of Industrial kmidcnts for confirmation of insurance coverage. Also be sure to sign.and date the affidavit The affidavit should )e returned to the city or town ihaf the application for the pemrit or license is being rcqucstrd, not the Department of ndvstrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' ,ompcnsation policy,please call the Department at the number listed below. Self insured companies should enter their ;clf insnraar,0 license number on the appropriate,line. :ity or Tows.Officials 'lease be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom ,f tic affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant ,lease be sure to fill in the permit/liccuse number which will be used as a reference number. Iri addition, an applicant ha.t must submit multiple permittliccnse applications in any given year,need only submit onp affidavit indicating c=cnt .olicy information(if necessary) and under`Job Site Address" the applicant should write"all locations in (city or )wn)."A corny of the off davit that has been officially stamped or marked by the city or town may be provided to the pplicant as proof that a valid affidavit is on file for fu.hirc permits or licenses. A new affidavit must be filled out each ear.Wherc a bome owner or citizen is obtmi�a license or permit not related to any business or coimacrcial venture _c. a dog license or permit to biiia leaves etc.) said persoij is NOT required to complete this affidavit h, Office of Investigations would 11 -to thank you in advance for your cooperation and should you have any questions, ica_�;c do not hcsibAa to give us a call. ie Department's address, telephone-and fax number. The Commonwealth of Massachusetts Department of lndustzial Accidents Office of InvestiptIans 600 Washington Street Boston, MA 02111 TO. # 617-727-490.0 ext 4.06 or 1-V7-MASSAFE Fax# G17-727-7749� ,d 11-22-06 www.masS.gov/dia 07/07/2008 14:26 FAX 17813354383 Q 002 JUL-07-2008 Mi)N 12:57 PM FAX NO, P. 0:, _ MC RQ. 1 CE.RTIFICATE: OF LIABILITY INSURANCE p °o� 4J:R�CIA� L, OBTHIS CERTIFICATE IS 1SF-RDAS A MATTER IFMATION ONLY AND CONFFR8 NO RIGHTS UPON THE .3IR nFICATE ltactt CotOilie?:cial Ins- Agency HOLDER.THIS CERTIFICATE DOES NOT AM[ AIID,EXTEND DR ALTER THE COVERAGE AFFORDED B'1r THE CILICIES BELOW Pembroke Street r iztgstOu >� 02364 a INSURERS AFFORDING COVERAGE NAIC ^- 'hona: 781-582'-16(10 pax:781-58..i-4X80 _ — t3tiRED --" —'-- INSUER RA INSURER B: —. --- — r9 Bf>tA INSURER p1 Y C gtom Buildti INSURER C,^ '--- F.O. BoY00 02150 South Weymouth III► INSURER E: :OVERAGES 5 TH5 POLICIES OF INSURANCE I ISYED 13OLOW HAVE BEEN I:ISUED TO THE INSURED NAMI£D ABOVE FOR YANG POLICY PERIOD INOtGA1QO.NOTW(fHSTANDI S ANY REQUIR@MENT,TERM OR :ONDITION OF ANY CONTRACT OR OTI+eR DOCumhivr WITH RESPECT TO WHICH THIS CgKnFICATE MAY BE ISSUED 0R MAT pERTAVK THE INSURANCE AFFORDED BY THE POLIGIGo PEB:R19ED F1@REIN 18 SUBJECT TO ALL THE TERMS.EXCLUSIONS AND CONDITIONS OF SUC POLICIES.AGGREGATE I.Iwt f6 3HOwN MAY HAV E BEEN RE:DUCEG BY PAID Ct"48, ISR�t' POIJGY NUMBER DATEIAI�E Ai .. L1urYs —. .TR NS TYPfi O N' B:E FAcH OGcvRRRU $ACGl ._ GENERAP-LIAR U Y TikTiTl rcorRulGRc1AL Cb iNERAL ttABILm/ �EnnIS6S(E®eea c1Al Ma)E L�OCCURINl�EkD(Any a IrPTtRSDNALBADV JGENERAL Arm aV m0GEN'LAGGIkJGATE I,IMIT APPLIES PER:DOL�r JXT LOG'AMNIOI�L6 LIABIL TYGOMSINEO SINGLI ., ANY AUTO �— ALL OW m'�A)NEO AU rOS BODILY 1dt g (Per p GCHEOULED AL TOS BODILY INJURY S HIRED AUTOS (For DOWE I) •- NON-0V44ED A)TOR PROPERTY DAMA = s (Per a=w*dw) •-�' AUTO ONLY-EA/ CIDENT i _• --• — GARAGE LIABILITY 77 Lq ACC S ANY AUTO AVTT OIILYN EKce95tUAgI3RP'�4tAg1UTY t:ACH OC.CURAEn AGGREGATE _ 3 _ .. ,__.„ ,-• OCCUR L-7 CLAIMS MADE a 3 _ RETENTION $ �� s. WOR ms COVPENSATH IN AND Tlw LEdI SS R A E"D1OY u' m i�C2930JIA7 06/15/08 06/15/09 EL.E•[HAcc1D ar 5 50001y0 ANh PROPRIFTOWFARTI m&xEcunvE FA-DI$rASE•EJ :IAPLDYE •5000g0 _ OI:FICERImIGWIBER EXCL.I DED� --^••�• IIyoa pcq�9untlAr 6,4.DISEASE-PI ,I(Y M IY s 500000 SPECIAL oacV rl&-q bet vN __— oTliol pfiaClaPTpN OF OP�IATION3 f L.OLATIONS/VEItICLG6l e,[CLuIAONs AODEO By NDORSIsI!"T I SPH�+L PROV1810N5 property At: 54 Cedarwood Rd., Catuit, lei 02635 CER111FICAT'E kOLOER CANCELLATION TGliiliBA6fAT SHOD Y AN OF THE ABOVE DOCRWED POLICES R!0 IANCaA-FD BEFUFW THE E�IRATi DATE THEREOF.THE ISSUING INSUREW WILL EIOEAVC 170 NAZI. 10 OA T31NAJrMI Town of Barnstable NOTICE:To THE cERyW=A%"E HoLDrER N^MeO TO THE EFT,GUY I%AILURE TO 00 fic S91AI 1ft- Tom 12erry,, C80 (MFoBG No OBLIGATION OR LIABU.ATY OF Amr KIND UI• IN THEINSURER,ITS A•iENTS CR 200 1Kaia Street 1�AFATg7IvE15 - -.� Hyannis 'MA 02601 AUTnoaQEo ATIAfs ),4CORD CORPOFrATION 11 ACORD 25(2001108) ENER(;Y CONSERVATION APPLICATION FORM FOR ENERGY EFFICICIENCY FOR 6NE- AND TWO-FAMILY DETACHED RESIDENTIAL CONSTRUCTION (780 CMR 61,00) Applicant Name: Site Address: �NGrAfeuockD 9�cy �y . print Town: ' Applicant Phone: IZJ &4— 1,006 Applicant Signature:%- y ` Date of Application: 7 D� _ NEW CONSTRUCTION: chaose ONE of the ollowin two options) 780 CMR TABLE 6107.1 PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA FOR NEW ONE- AND-TWO-FAMILY BUILDINGS MAXIMUM' MINIMUM Ceiling or Slab El0 tion 1: Basement - p Fenestration exposed Wall Floor Perimeter U-factor floors- R-Value R-Value Wall R-Value R-Value AFUE HSPF SE-ER. R-Value and Depth National Appliance Energy 35 R-3 8 R-19 R-19 R-10 R-10, Conservation Act(NAECA)of 4 ft. 1987 as amended,minimums or renter as applicable Note: This form is not required if you choose either of the two versions of REScheek.as,listed below. [Option 2: REScheck Version 4.1.2 or later variant software analysis must-be completed (780 CMR.6107.3.2 RES check—Web which can be accessed at http://www.energ cy odes.goy/reschecly ADDITIONS<On.-A.LTEI _10NS:TO:.�+XISTZNG�.BUILDINGS:O.VER5:�.A.RS OLD *Buildings under 5 years old must use option#1 or#2 in New Construction section above: . Complete the following formula to determine the % of glazing: (a) Gross Wall & Ceiling Area equals EFormula: 100 x b_ a)SF — _ % of glazing (b) Glazing area equals SF Q f lazing is <:40p%.use.the'chart bclo.w. If.,glaziri :is �:40'% proceed to "SUNROOMv section 780 CMR TABLE 6101.3 ... PRESCRIPTIVE ENVELOPE COMPONENT CRITERIA ADDITIONS TO EXISTING LOW-RISE RESIDENTIAL BUILDINGS MAXIMUM MII�CIMUM Ceiling and Wall Floor Basement Wall Slab Perimeter Fenestration Exposed floors R-Value U-factor R-Value R-Value R-value R-Value and Depth .39 R-37 a R-13 + R-19 R-10 R-10, 4 feet R-30 ceiling insulation may be used in place ofR-37 if the insulation achieves the full R-value over the entire ceiling area(i.e.not com ressed over exterior VYalls, and includingan access openings).' ❑ SIJNROOM—An addition or alteration to an existing b>ulding/dwelling unit where the total Ld rea of said addition exceeds 40% of the combined gross wall 4 p.eiling area of the wner to fill out Cansc�merinformation For, (found in Appendix 120.P) I • •Y, . . �oFVEri .Town of Barnstable 0 ` Regulatory Services RAR11=iKn ABLY, Thomas F. Geiler,Director. 16.39.PTFb�.A - Building Division Tom Perry, Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable_ma.us Office: 508-862-403 8 Fax: 508-790-623 0 Property Owner Must Complete and Sign This'Section If Using A Builder as Owner of the'subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application for: P (Address of Job) r �e o Signature of Owner !/ ate lint Name If Property Owner is applying for permit please complete the Homeowners License Exemption Form on th'e reverse side. Town of ]Barnstable 01-VE rpm Regulatory Services Thomas F. Geiler,Director BARNsrABm ,6 Building Division O Tom Perry,Building Conuilfssioner 200 Main Street, Hyannis, MA 02601 www.town.b arnstabl e.ma.us f ce: 508-862-4038 Fax: 508-790-6230 HOATEOVtWER LICENSE EXEMPTION Please Print DATE:.-- JOB LOCATION: number Sti'cet village "HOMEOWNER": name home phone# work phone# CURRENT MAILING ADDRESS: city/town state zip code The current exemption for"homeowners"was extended to include owner-occupied dwellings of six units or less and to allow homeowners to engage an individual for hue who does not possess a license,provided that the owner acts as supervisor. DEFINITION'Ok 90 OWNER Person(s) who owns a parcel of land on'which he/she resides or intends to reside, on which there is, or is intended to be, a one or two-family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official on a form acceptable to the Building Official, that he/she shall be responsible for all such work performed under the building permit. (Section 109.1.1) I The undersigned"homeowner"assumes responsibility for compliance with the State Building Code and other applicable codes, bylaws,rules and regulations. The undersigned "homeowner"certifies that he/she understands the Town of Barnstable.Building Department minimum inspection procedures and requirements and that he/she will comply with'said procedures and requirements. Signature of Homeowner Approval of Building Official _1 Note: •Three-family dwellings containing 35,000 cubic feet or]anger will be required to comply with the State Building Code Section 127.0 Construction Control. HOMEOWNER'S EXEMPTION The Code states that "Any homeowner performing work for which a building permit is required shall be exempt from the provisions -f this section(Section 1 og.1..1 -Licensing of constriction Supervisors);provided that'if the homeowner engages a persons)for.hire to do such cork,that such Homeowner shall act as supervisor:" Many homeowners who use this exemption arc unaware that they arc assuming the responsibilities of a supervisor(see Appendix Q. .u)cs&Rcgulatiom for Licensing Construction Supervisors,Section 2.15) This lack of awareness often results in serious problems,particularly ,hen the homeowner hires unlicensed persons. In this case,our Board cannot proceed against the unlicensed person as it would with,a licensed upervisor. The homeowner acting as Supervisor is ultimately responsible. To ensure that the homeowner is fully aware of his/her nsponsibilitics,many communities require,as part of the permit application, at the homeowner certify that hc/she tmdostands the rtsponssbilitics of a Supervisor. On the last page of this issue is a form currently used by .vcral towns. You may rare t amend and adopt such a fomr/ccrdfrcation for use in your community. I ' . t y I . 1 CNJ( REScheck Software Version 4.1.2 Compliance Certificate Project Title: Cotuit Residence Report Date:07/13/08 Data filename:Untitled.rck Energy Code: 2000 IECC Location: Barnstable,Massachusetts Construction Type: Single Family Glazing Area Percentage: 15% Heating Degree Days: 6137 Construction Site: Owner/Agent: Designer/Contractor: 54 Cedarwood Rd Stuart Hemingway Stuart Hemingway Cotuit,MA 02635 Pioneer Custom Builgers&Developers Pioneer Custom Builders&Developers Inc. Inc. 14 Sandtrap Circle 14 Sandtrap Circle S.Weymouth Ma.,MA 02190 S.Weymouth,MA 02190 r 781-337-1777 781-864-6005 pioneer.stu@verzon.net pioneer.stu@verizon.net Compliance:7.9%.Better Than Code Maximum UA:442 Your UA:407 Gross Cavity Cont. Glazing UA Assembly Area or R-Value R-Value or Door Perimeter U-Factor Ceiling 1:Flat Ceiling or Scissor Truss 948 38.0 0.0 28 Ceiling 2:Cathedral Ceiling(no attic) 355 30.0 0.0 12 Wall 1:Wood Frame,16"o.c. 2458 13.0 0.0 167 Window 1:TW 2852:Vinly Frame,Double Pane with Low-E 61 0.340 21 Window 2:TW 2846:Vinyl Frame,Doublr Pane with Low-E 121 0.340 41 Window 3:TW 2846-2:Vinyl Frame with Low-E 40 0.340 14 Window 4:C235:Vinyl Frame,Double Pane 14 0.340 5 Window 5:A31:Vinyl Frame,Double Pane with Low-E 18 0.340 6 Window 6:A31-2:Vinyl Frame,Double Pane with Low E 18 0.340 6 Window 7:AR21:Vinyl Frame,Double Pane with Low E 3 0.340 1 Window 8:AR31-3:Vinyl Frame,Double Pane with Low E 13 0.340 4 Window 9:TW 2032:Vinyl Frame,Double Pane with Low E 37 0.340 13 Door 1:Solid 40 0.250 10 Door 2:Solid 19 0.250 5 Door 3:Glass 42 0.340 14 Floor 1:All-Wood Joist/Truss:Over Unconditioned Space 1232 19.0 0.0 58 Floor 2:All-Wood Joist/Truss:Over Outside Air 72 38.0 0.0 2 Furnace 1:Forced Hot Air85 AFUE Air Conditioner 1:Electric Central Air13 SEER Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to eet the 2000 IECC requirements in REScheck Version 4.1.2 and to comply with the mandatory requiremen ' ted-irr nspection Checklist. Name-Title aV, Date Project Title: Cotuit Residence Page 1 of 5 Data filename: Untitled.rck Report date: 07/13/08 r • CREScheck Software Version 4.1.2 NJ( Inspection Checklist Date: 07/13/08 Ceilings: ❑ Ceiling 1:Flat Ceiling or Scissor Truss,R-38.0 cavity insulation Comments: ❑ Ceiling 2:Cathedral Ceiling(no attic),R-30.0 cavity insulation Comments: Above-Grade Walls: ❑ Wall 1:Wood Frame, 16"o.c.,R-13.0 cavity insulation Comments: Windows: ❑ Window 1:TW 2852:Vinly Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 2:TW 2846:Vinyl Frame,Doublr Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 3:TW 2846-2:Vinyl Frame with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 4:C235:Vinyl Frame,Double Pane,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 5:A31:Vinyl Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 6:A31-2:Vinyl Frame,Double Pane with Low E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Cl Window 7:AR21:Vinyl Frame,Double Pane with Low E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Cl Window 8:AR31-3:Vinyl Frame,Double Pane with Low E,U-factor:0.340 For windows without labeled U-factors,describe features: Project Title: Cotuit Residence Page 2 of 5 Data filename: Untitled.rck Report date: 07/13/08 r t � #Panes Frame Type Thermal Break? Yes No Comments: ❑ Window 9:TW 2032:Vinyl Frame,Double Pane with Low E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments: Doors: ❑ Door 1:Solid,U-factor:0.250 Comments: ❑ Door 2:Solid,U-factor:0.250 Comments: ❑ Door 3:Glass,U-factor:0.340 Comments: Floors: ❑ Floor 1:All-Wood Joist/Truss:Over Unconditioned Space,R-19.0 cavity insulation Comments: ❑ Floor 2:All-Wood JoisUTruss:Over Outside Air,R-38.0 cavity insulation Comments: Heating and Cooling Equipment: ❑ Furnace 1:Forced Hot Air:85 AFUE or higher Make and Model Number: ❑ Air Conditioner 1:Electric Central Air:13 SEER or higher Make and Model Number: Air Leakage: ❑ Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage are sealed. ❑ Recessed lights are 1)Type IC rated,or 2)installed inside an appropriate air-tight assembly with a 0.5"clearance from combustible materials.If non-IC rated,fixtures are installed with a 3"clearance from insulation. Vapor Retarder: ❑ Installed on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. Materials Identification: ❑ Materials and equipment are installed in accordance with the manufacturer's installation instructions. ❑ Materials and equipment are identified so that compliance can be determined. ❑ Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. ❑ Insulation R-values,glazing U-factors,and heating equipment efficiency are clearly marked on the building plans or specifications. ❑ Insulation is installed according to manufacturer's instructions,in substantial contact with the surface being insulated,and in a manner that achieves the rated R-value without compressing the insulation. Duct Insulation: ❑ Ducts in unconditioned spaces are insulated to R-5.Ducts outside the building are insulated to R-6.5. Duct Construction: ❑ All joints,seams,and connections are securely fastened with welds,gaskets,mastics(adhesives),mastic-plus-embedded-fabric, or tapes.Tapes and mastics are rated UL 181A or UL 181 B. Exceptions: Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in.w.g.(500 Pa). ❑ The HVAC system provides a means for balancing air and water systems. Temperature Controls: ❑ Thermostats exist for each separate HVAC system.A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor is provided. Project Title: Cotuit Residence Page 3 of 5 Data filename: Untitled.rck Report date: 07/13/08 r Service Water Heating: Cl Water heaters with vertical pipe risers have a heat trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. ❑ Circulating hot water pipes are insulated to the levels in Table 1. Circulating Hot Water Systems: Circulating hot water pipes are insulated to the levels in Table 1. Swimming Pools: O All heated swimming pools have an on/off heater switch and a cover unless over 20%of the heating energy is from non-depletable sources.Pool pumps have a time clock. Heating and Cooling Piping Insulation: ❑ HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to the levels in Table 2. Project Title: Cotuit Residence Page 4 of 5 Data filename: Untitled.rck Report date: 07/13/08 r Table 1:Minimum Insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sizes Non-Circulating Runouts Circulating Mains and Runouts Heated Water Temperature(°F) Up to 1" Up to 1.25" 1.5'to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-169 0.5 0.5 1.0 1.5 100-139 0.5 0.5 0.5 1.0 Table 2:Minimum Insulation Thickness for HVAC Pipes Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range(°F) 2"Runouts 1"and Less 1.25'to 2.0" 2.5'to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant and 40-55 0.5 0.5 0.75 1.0 Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD:(Building Department Use Only) Project Title: Cotuit Residence Page 5 of 5 Data filename: Untitled.rck Report date: 07/13/08 Jul 10 08 10: l0a p. 1 FROM DESIMONE SURVEY. FAX NO. : 15085334367 May. 15 2008 02:10PM P2 6tkp� lob o 13 's.r .1 �84 � nid'oo � l r a Ifs ooD 120Aa rD �E 00 s¢ G6a°awo MORTGAGE INSPECTION PLANS as" Seem .d to Reghrtry or Deeds Book /5/S PC" G end sing sf s as lot Zo Z- an plan by Ect Ages//o" G.C Doted %'44$ Z2 jYA44 and neomded 1n Book /$4 P j lids inspection plan ncro not cornp&W tram on tnsfnrment swvvy and in not Waited to be noords& Under no circumseanem are offsets to be used Aar establishing property fines or for cordoucticm psepows of any tWoL t,Ototien of ehectuRs(s) am almon Immom mono *Mw it townpmonee pies boom zoning y-emom is Meet when mmo,.afa0 (M1h .�n to budding oe gook requirernw,b y). P or womb safsnpt.barn vlclation onfarmement action under i a Moss. C.L. lNle %I% !y+� edf4 .Section 7. Location of the dsrsicg as shown hseen dow ngt Ge momLiss Flow Hazard Zswe +e COn ffkwdty Map H& MOO- /Iv PVV&4 10eJ� lAe Flood Hazard Zone has been de4wrmined by the scale abawn .an sold " and its location is not neeepsorty accurate: Accurate detem.inatleo owmat be wmfM rnMoo o vertled eartrai ewa+sy, h perfonviod P.E. OESIMOIE SURVEY 38 CO pM street - �e • Ma iT �AC' HUSET S 1aro DRIVER�S�4ICENS�• �ry�� V, ,NUMBER f S57547400 EXP;_.; ....__ .'DOB 11 27-2010 11 27 11 CLASS REST H&T SEX ".D.. 6-02 M HEMINGWAYq n 1 STUART L ' Arns�S a,7 t 103 AUNT LIZZIES LN ��;" '-•e h t' R b MARSHFIELD,MA ! t �`�v• G j`�ra":� a 02050.4170d� r � ✓— ellUna": CONW-MiCTM o� � . MIdi�I 11 RIO ' CS 0960t8 Tr.a SMOG STUART L H@ON16*l � PO SOX 300. SO WFY4 OUTH; I �� ✓f2� V t..�l�i Boar o ui in /eguliaVon n gs a tan ar s One Ashburton Place Room 1301 Boston. Massachusetts 02108 Board of Building Regulations and Standards License or registration valid for individui use only HOME IMPROVEMENT CONTRACTOR before the expiration date If found return to: Board of Building Regulations and Standards Registration: 1gglgg One Ashburton Place Rm 1301 Expiration: 9/9/2009 Tr# 262606 Boston,Ma.02108 Type: DBA PIOBEER CUSTOM BUILDERS&DEVELOP INC. STUART HEMINGWAY 14 SANDTRAP CIRCLE SO.WEYMOUTH,MA 02190 Administrat Not valid without signatu e OPS-CA1 ip 5OM-07107-PC8490 t,J' STRUCTURAL DESIGN AND WFCM ANALYSIS - --- -- for Hemingway Residence - Cotuit; MA Rockwood Design, Inc. Marshfield, MA TUNE 20, 2008 ®A AAAA v o� RICH ARD --- BERTRAN A 0 STRUCTURAL AL J NO.29594 A �E'GISTEP� • s OFF-- G ►p�s ONA���' i 'WC Guide to W-00&.Construction in-- 1.2 APPLICABILITY Number of Stories (a roof which exceeds 8 in 12 slope shall be considered a story) 7— stories :5 2 stories V, 1.3 FRAMING CONNECTIONS General compliance with framing connections....................(Table 2) Foundation Walls meeting requirements of 780 CMR 5404.1 Concrete Maximum Floor Opening Dimension........... Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall(Fig 6)......................... ft:5 1 2' 2- Maximum Floor Joist Setbacks ..... .... . . Floor Sheathing Thickness Floor Sheathing Fastening..................................................(rable 2).. nails at 6 in edge A in. 4.1 WALLS Wall Height Loadbearin ,walls......................... 10 and Table 5) Non-Loadbearin-walls............' vvuo . . vvu:Story Offsets . . . �2 EXTERIOR ` Wood-Studs Gypsum Ceiling Length(if vvurmo �) � 11) ��---~=��--^~~ ��-- and 2x4ConU -- - --------------' (lQVV ��� or x3� ---''~~~~^�""=""'*u,*Bn`�o���\n0q1L_ --- _~^� vxn�gmnmgompo�� 1G^upa�ngm�*whh2 4 ----- ---------- DouNe�mp�n « om�mQ(�4� o�c�g�mndj��mbmou --' Splice ........................................................ Splice - �n�n of (rxJ 1»and Tub�0) �� � v' Connect' _. � .""common nam� ----.�ab�O) --'—^— ��- -------------------��� ---_ — -- -- A:WC Guidel0.W_ood:Construction-in High-WindAreas:.1j,,O-'nph--Wind Zone------- • Massachusetts Checklist for Compliance (780 cma 5301.2.1.1)' Loadbearing Wall Connections Lateral(no.of 16d common nails)............................... 2 (Tables 7) Non-Loadbearing Wall Connections ...................................................... �✓ Lateral(no.of 16d common nails)......................... .. Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table 9) Z ✓ Header Spans (Table 9)..... •`wi..�P2,v...... I Oft in. s 11' ✓ Sill Plate Spans ••• ............................................(Table 9)•.•" " ��-�M_ft D in. s 11' Full Height Studs (no. of studs)................................ (Table 9).......��I`(�j.(IN��.••• •- •••...• Non-Load Bearing Wall Openings(record largest opening but check all openings for compliance to Table �- Header Spans............................................................. .. -. - Sill Plate Spans............................................ (Table 9)...�............-...:............ ft 6 in.s 12' (Table 9)..................................�ft O in.s 12" �- Full Height Studs(no. of studs)................................ Exterior Wall Sheathing to Resist Uplift and Shear Simul...(Table 9) .•.••• "••'...••.•.3 Minimum Building Dimension,W Nominal Height of Tallest Oenin w 10061W 5 2 p 9 .... ...... c 6'8" Sheathing Type.......... Woop ................... (note 4)....... ..........S.��,..P/Ynlc 5.7, ✓ Edge Nail Spacing..................................I. (Table 10 or note 4 if less Field Nail Spacing...... ----- -- --- --- - ......(fable 10................................. ---- Shear Connection(no.of 16d common nails)(Table 10).::::.-....... 12 ✓ Percent Full-Height Sheathing ="" ..........� ............. i �r - -- — .......................(Table .................,ffik( .o `�...�% 5%Additional Sheathing for Wall with Opening>6'8"(Design Concepts)..................... Maximum Building Dimension, L Nominal Height of Tallest Opening2............... Shea_ mg Type............. -. :............................-...,� <6'8° ............ note 4 WOOp ---Edg�lail Spacing....... ( )........,,_,,_....... ...........ANL :— ✓ (Table 11 or note 4 if less).............Field Nail Spacing P 9.........................................(Table 11)..........................,.. ......,.. 12 in. Shear Connection(no.of 16d common nails Percent Full-Height Sheathing )(Table 11)........................ .. ..............�Fi. �- g.......................(Table 11)...................�:(Kl./.Q..�..........�2% 5%Additional Sheathing for Wall with Opening>6'8"(Design Concepts)..................... a/ Wall Cladding Rated for Wind Speed?.....................:... 5.1 ROOFS Roof framing member spans checked?.......................(For Rafters use AWC Span Tool,see BBRS Website) Roof Overhang 19 .....ctio................. .ari ...... (Figure ).............1 ft s smaller of 2'or U3 Truss or Rafter Connections at-Loadbearing Walls Proprietary Connectors Uplift................................................ # } t7o (Table 12).....................4. Q U- Lateral..............:.............................. - Plf (fable 12)...................... $.a . '—� L=i�6 plf Shear...................................... . . . . _ Ridge Strap Connections,if collar ties not used per page 21..1(fable 13 ZS S__Tplf op 9 p Gable Rake Outlooker..................................... sn )...............-T-�Plf ✓ H�O� Truss or Rafter Connections at Non-Loadbearing WallsFigui a 20)............._ft<_smaller of 2'or U2 r1 Proprietary Connectors - Uplift................... . .. �9(fable 14).......................... Lateral(no. of 16d common nails ... U=���Ib. ✓ Roof SheathingType ) (Table 14)....................4$, ..._ L=l"telb. ►�`- YP '•• • $_Vt P� `�.(per 780 CMR Chapters 58 and9) Roof Sheathing Thickness............................ .............. . t Roof Sheathing Fastening """"' in.a 7/16°WSP 7- Notes: ...........................................(Table 2)......................... ��� .. .... .._ G �/ 1. This checklist shall be met in its entirety,excluding the specific exception noted in 2,to comply-with-the requirements of 780 CMR 5301.2.1.1 Item 1. If the checklist is met in its entirety then the following metal,straps-and hold downs are not - required per the WFCM 11a mph Guide: _ a. Steel Straps per Figure 5 -- b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Corner Stud Hold Downs per Figure 18a and Figure 18b 2. Exception: Opening heights of up to 8 ft. shall be permitted when 5% is added to the percent full-height sheathing requirements shown in Tables 10 and 11. 3. The bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated#2-grade. I --- --•--- --•.. .. -AWC Guide-10-Wood-C6nstrurtion-in-High=Wind Areas: 110`iipli-Wind Zone ---_ Massachusetts Checklist for Compliance* (780 CM 5301.2.1.1)' 4. a. From Tables 10 and 11 and location of wall sheathing and Building Aspect Ratio,determine Percent Full-Height- Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16"and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii. All horizontal joints shall occur over and be-nailed to framing. iii. On single story construction, panels shall be attached to bottom plates and top member of the double top plate. iv. On two story construction, upper panels shall be attached to the top member of the upper double top plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates, band joists, and girders shall be a double row of 8d staggered at 3 inches on center per figures below:Vertical and Horizontal Nailing for Panel Attachment -W ENnitsEDMFIM11 ON _.... __ fi3AMWGUSE8d'NAkS - - AT6b. /1 11 11 11 , 11 11 Y H 11 11 / • 11 11 11 11 /1 11 /1 11 I tl O /1 11 � iO 11 1 I 'O b A 1 $ 11 41 a �j ii IL K 11 11 F _ U d 1 '°I 11,11 Y 1 � 11 tl 111 1 fl ...__. ...__.... II DOME COM O M ECOM r -------WAILSPACM 1y`� t See Detail on Next Page Vertical and Horizontal Nailing for Panel Attachment mil_ -C_G.uide-to-good-Construction-in High--Wind Areas 1-]-O-mph:lri#q ---- - --— - assachusetts Chec1dl_S_tfor Compliance (780 cmR 5301.2.1.1)' - FAQ*: WFCM Checklist Question: I understand if a new home is built in a town in a 1io mph wind zone' then the American Forest and Paper Association (AF&PA) Wood Frame Construction Manual can be used to prescriptively design it. I also understand that in some cases the home can be framed per the WFCMYoo mph Guide, if it meets certain requirements including but not limited to aspect ratio, roof height, number of stories, and exposure.category (B). I have heard that Massachusetts has a "modified" checklist that can be used instead of the checklist at the end of the Guide. Is this true and what can you tell me about this "modified" checklist? AnswerrYou are correct on-the._items that you have rioted-MA-has modified-the checklist in several important ways. The MA version allows a roof with a pitch u to and including 8 in 12 to not be "counted" as a story. Further it does not require steel hold downs and straps-in manv�� ons if full height sheathing is-use-d-as- defined-in the MA checklist. Further, if the building will have furring strips installed in the ceiling abutting the gable wall then 2 x 4s installed on top of the ceiling joists are not required. There are other changes as well that were not noted here. The MA version of the checklist was formulated in recognition of the highly regarded framing methods used in MA for many years and wood framing that has been used in North Carolina over the past io to 15 years which has performed well in severe hurricane weather in that state. ' Answers to FAQs are opinions of the BBRS Staff and do not reflect official positions or code interpretations of the BBRS: f Table 3.1 Nailing Schedule Joint Description Number of Number of Common Nai777 717ls Box Nads Nail Spacing ROOD �. b Rafter to Top Plate (Toe-nailed) FRAMING Ceiling Joist to Top Plate (Toe-nailed) (see Table 3.4A) (see Table 3.4A) Ceiling Joist to Parallel Rafter (Face-nailed) (see Table 3.4A per rafter (see Table 3.4A) perjoist Ceiling Joist Laps Over Partitions (Face-nailed) (see Table 3.9A) (see Table 3.9A) Collar Tie to Rafter (Face-nailed) (see each l Table 3.9A) (see Table 3.9A) each lap Blocking to Rafter(Toe-nailed) (see Table 3.6A) (see Table 3.6A) ap Rim Board to Rafter(End-nailed) 2-8d 2-10d Per tie 2 16d 3 16d each end - each end . ��-4"�r Top Plate to To Plate Iri P (Face-nailed) �, c Top Plates at Intersections (Face-nailed) 2-16d' 2-16d' Stud to Stud (Face-nailed) 4-16d 5-16d per foot Header to Header(Face-nailed) 2-16d 2-16d Joints-each side 16d 16d 24"O.C. Top_or_Bottom-Plate-to-Stud-(End-nailed) _ 16"o.c.along edges _ _ (see Table 3.5A) (see Table 3.5A) Bottom Plite�to Floor joist,Bandjoist,Endjoist or per stud Blocking (Face-nailed) 2-16d',' 2-166' c '•c+A�+y - - p' per foot Q�} s5iw'Jjtr�,�l���5�. r. �• i pt. _ ^^y{" { n- Joist to Sill Top Plate or Girder(Toe-6aite�)— fry: r N'; fi t Bridging to Joist (Toe-nailed) 4-8d 4-10d Blocking to Joist(Tce-nailed) 2-8d 2-10d'--` per joist Blocking to Sill or Top Plate 2-8d 2-1 Od each end Ledger Strip to Beam(Face-nailed)ailed) 3-16d 4-16d each end Joist on Ledger to Beam(Toe-nailed) 3"16d 4-16d each block Band Joist to Joist(End-nailed) 3-8d 3-10d each joist Band Joist to Sill or Top Plate(Toe-nailed) 3-16d 4-16d per joist ; ,a 2-16d 3 16d Per joist t per. foot Structural Panels ^ n+ -lid ,r_a �x c +7:, Diagonal Board Sheathing 8d IOd I'U"or I"x8" (see Table 3.10) 1"x10"or wider 2-8d 2-10d 3-8d 3 10d per support suppo Gypsum Wallboard a _ ;;..t •..s ::x,; p coolers 5d coo rs '7 edge/1 le • "field . Structural Panels Fiberboard Panels 8d I Od 7/16" ;A xtr V tz (see Table 3 11) 25/32" 8d; - P I 3"edge/6'field Gypsum Wallboard 3"edge/6"field Hardboard 5d coolers 5d coolers Particleboard Panels 8d 7"edge/10"field gd 8d (see Table 3.11) Diagonal Board Sheathing (see manufacturer) 1'U'l or I"x8" I"x10"or wider 2-Sd 2-1Od 3-Sd 3-I0d per support rsuppo FL0016 SHEATHINQ ;. Structural Panels _ I"or less greater than I" 8d IOd Diagonal Board Sheathing 10d 16d 6"edge/12"field I"x6"or 1"x8" 6"edge/6"field I"x 10"or wider 2.8d 2-1 Od 3-8d 3.10d per support Nailing requirements are based r capacities, nter at panel edge to obtain higher shear wall sheathing nailed 6inches on-ce the panel edge.If wall sheathing is nailed 3 inches on-center at the e nailing requirements for structural members shall be doubled,or alternate connectors,such as shear plates,shall be used to maintain the load path. When wall sheathing is continuous over connected members,the tabulated number of nails shall be permitted to be reduced to I-I(;d nail per foot. Corrosion resistant I I gage rooting nails and 16 gage staples are permitted,check IBC for additional requirements. I AMERICAN FOREST&PAPER ASSOCIATION _771 Subdiaphragm—A portion of a larger wood diaphragm Wood Structural Panel—A panel manufactured frorn designed to anchor and transfer local forces to primary veneers;or wood strands or wafers;or a combination of diaphragm struts and the main diaphragm. veneer and wood strands or wafers;bonded together with Tie-Down(Hold-Down)—A device used to resist uplift Waterproof synthetic resins or other suitable bonding Sys- of the chords of shear walls. tems. Examples of wood structural panels are plywood, Wall Bracing—a building element that resists lateral loads oriented strand board(OSB),or composite panels. in conventional (non-engineered) applications; the con- figuration and connections are prescribed by the building codes for light-framed wood structures. - ------ - -- •3 _Background Shear walls and diaphragms are designed to transfer structure. Thus, if the walls and roofs are sheathed with in-plane forces. When using these two assemblies to re- panels and are adequately tied together, and tied to the sist lateral design-forces-of buildings the structural system foundation. many of the requirements of a diaphragm is sometimes.-refetred-to-as a "box system". The shear structure are met.This fac exp arns a durability of wood 1 walls provide reacbrons for the roof and floor diaphragms, structural panel sheathed buildings in hurricane and earth- and transmit the forces into the foundation (see Figure quake conditions eves when they have not been engineered l as diaphragms With ordinaryP ;' or shear walls per se. good construction practice,any sheathed There are various textbooks and other resources which element in a building adds considerable strength to the provide in-depth coverage of this topic(see section A.2). ` Figure 2.1 Distribution of Lateral Loads on Buildings (Wind Illustrated) Roof (horizontal diaphragm), carries load to end walls Wind load, F �. G (lb. per sq. ft.) v Side wall carries load - —to roof diaphragm at.top.--- _ and to foundation at bottom v (lb./ft. of diaphragm width) = wl End wall (vertical diaphragm or shear 2b wall) carries load to foundation w (lb./ft. of wall) = F 2 C = vh - APA—The Engineered Wood Associadan i I-A. . Table 3C Shear Capacities for Shearwall Assemblies Framing Species Framing Specie Framing Species G ,-0.50 0.50>Gz0.4 0.4'_>G _0.35 Pane d e Nail S in (in.l 6 4 3 2- 6 2 6 4 3 2' Sheathing Material Minimum Nail Sh r Capacity plf)' Sheathing Size` Thickness in. Structurall 5/16 6d 200 300 390 510 185 275 360 470 170 255 330 435 3/8 8d 230' 3604 460' 610° 2304 3604 460' 610' 230' 360' 460' 610' 7116 8d 255' 395° 505' 670' 255° 395 505 670 240 365 470 620 N --- C 15/32 8d 280 430 550' 730 260 395 505' 670 240 365 470' 620 - _ lOd 340 510 665' 870 315 470. 610' 800 290 435 363 �40-—.-.- m Structural Sheathing, 5/16 6d 180 270 350 450 165 250 •320 415 155 230 300 385 3 Plywood Siding' 3/8 6d 200 300 390 510 185 275 360 470 170 255 330 435 4 8d 220° 320° 410° 530 220° 320' 410' 530' 220 320 410 530 - 7 240° 350° 450° 585' 240 3 0 450 585' 220 325 415 545 -- 15/32 (;d 260 380 490' 640 240 350 p4501 590 220 325 415' 545 d 310 460 6003 770 285 550' 710 265 390 15103 655 • 19/32 10d 11 340 510 665' 870 315 470 61W 800 290 .435 1 565' 740 Plywood Siding' 5/16 6d6 140 210 275 360 130 195 255 330 120 180 235 305 3/8 8d6 160 240 310'1 410 1 140 220 1 285' 375 135 1 205 265' 350 G - Specific gravity of framing species. ' For wind design,tabulated values shall be permitted to be increased 40%. t Framing at adjoining panel edges shall be 3 inch nominal or wider and nails shall be staggered where nails are spaced 2 inches o.c. ' Framing at adjoining panel edges shall be 3 inch nominal or wider and nails shall be staggered where 10d nails having penetration into framing of more than 1-5/8 inches are spaced 3 inches o.c. ° Shear values-may be increased to values shown for 15/32-inch sheathing with same nailing and framing species provided(1)studs are spaced,a_maximum of 16 inches o.c.,or(2)if panels are applied with long dimension across studs. S Common or galvanized box nails unless otherwise noted. ""-- 6 Galvanized casing or siding nails. ' Thickness at point of nailing along panel edges governs shear values. i i AMERICAN FC i Table 3C Shear Capacities for Shearwall Assemblies (Cont.) Sheathing Material Thickness Fastener Wall Construction Panel Edge Nail Shear Capacity of Material Size Spacing(in.) (plf) in. Cellulosic Fiberboard 1/2 6d Blocked 3 125 Sheathing-Regular' Cellulosic Fiberboard 1/2 8d or I gage Blocked 3 125 Sheathing-Structural' galvanized roofing nail, l-1!2"long, 7/16"head 25/32 8d orll gage Blocked 3 175 galvanized roofing nail, 1-1/2"long, 7/16"head Woven or Welded-Wire-Lath —9t8-- -11 ga.Screws or Unblocked 6 -- — --- —180 and Portland Cement Plastet� 1 16 ga.Staples Gypsum Lath,Plain or 3/8"lath 13 ga.Plasterboard Unblocked 5 100 Perforated' and 1/2" Nails taster 2'x8'Sheets 1/2 11 ga.Nails,1-3/4" Unblocked 4 75 Gypsum long,7/16"head Sheathing Board' 4'x8'Sheets 11 ga.Nails,1-3/4" Unblocked 7 100 • 1/2 long,.7/16"head Blocked 175 Gypsum Wallboard' U Mott ed 7 I b/2l00 U2 5d C le Nails 4 12 Blocked 7 125 4 150 6d Cooler Nails Unblocked 7 115 5/8 4 145 Blocked 7 145' 4 1754 - Base ply-6d Two-ply Blocked Base ply-9" 2504 Cooler Nails Face ply-7" Face ply-8d Cooler Nails Lumber Sheathing 5/8 8d Common Nails Strai ht Sheathing 2 per Support 50 Diagonal Sheathin 2 per Support 300 Tabulated shear capacities are for short term loading due to wind or seismic loading in Seismic Design Categories A,B,or C. Values shall not be permitted in Seismic Design Category D,E,or F. Tabulated shear capacities are for short term loading due to wind or seismic loading in Seismic Design Categories A,B,or C. Values — shall be reduced 50%in Seismic Design Category D. Values skall-rtotbe permitted in Seismic Design Category E or F. - - ' Shear capacity is based on maximum framing spacing of 16 inches o:c-for framing spaced at 24 inches o.c.values for 7 inch and 4 inch nail spacing shall be reduce to 75 plf and 110 plf,respectively. Shear capacity is based on maximum framing spacing of 16 inches o.c. • AMERICAN WOOD COUNCIL f 'aisle 3.11 Wall Sheathing and Cladding Attachment-Requirements for Wind Loads - Exposure R 150 Thre Second ust 9U I50 W'in Seed h) R5 IUU 110 120 130 IQU ST URALSHEATHING E I F E I F E F E F I E F E I Fj E I F E F E F Stud Spacing Sheathing Location' (inches,o.c.) Maximum Nail Spacing for 8d otnm Nails or 10d Box Nails(inches,m.c)° 6 12 6 12 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6L12 6 12'- Interior Zone 16 6 12 6 12 6 12 6 12' 6 12 6 12 6 12 6 m 6 12' 24 6 12 6 12 6 12 6 12 6 12r 6 122 6 n 6 6 1 6 12 6 12 6 12 6 2 6 12 6 12 6 12 6 12 _ M 63 6r—'—Perimeter Edge Zone __j 6. 6 12 6 12 6 12 UZ2 r6 12 6 12 6 12 6 12''4° 4° 6 12 612 12—--�.... . 12Z 6 4° 4° C m BOARD SHEATHING or LAP SIDING 0 > 3 Sheathing Size Rafter/fmss Spacing 6 6 P g Minimum Number of 8d Common Nails or 1 Od Box Nails _._(inches,_o.c_ Per Support N Ix6 or Ix8 Sheathing 12-24 2 1 2 2 2 2 2'"-— 2 Z Ix10or Larger Sheathing 12-24 3 3 3 3 3 3 3 3 Oj=3F Nail spacing at panel edges(in.) Nail spacing at intermediate supports in the panel field(in.) For wall sheathing within 4 feet of the comers,the 4 foot perimeter edge zone attachment requirements shall be used. z Tabulated 12 inch o.c.nail spacing assumes sheathing attached to stud framing members with G >0.49. For framing members with 0.42<G<6.49,the nail spacings shall be reduced to 6 inches o.c. requirements 3 For exterior panel siding,galvanized box nails shall be permitted to be substituted for common nails. Tabulated nail spacings assume a building located in Exposure B. -9,the nail the nail —the-nail ____ • VELOCITY PRESSURE CORRECTION COEFFICIENT FOR HEIGHT C h ,_�h`3 - 1,500•0 1.2 I.q 1.6 1.8 USE 2.0THI3 SCALE WITH CURVE A 30 2.4 2,6 28 30 3.2 3.4 3.6 _ 1.400 1,300 1,200 1,100 4000 110 800 100 o{ 800 _ -- —-- .._._.. _ 80 700 0 a 800 70 _ le.-- 300 --60 -- �P _ _.... 400 so 300 40 • 200 •_ �.. - �e , 20 100 s � HODS to Ffl;tfiN� 30 40 eo 60 � u tr 1 X� 7080 80 120 130 140 ;U �'I ID MPS Yeloci FIGURE 1.5 - �:.Pcrssure�ond:Yaeibtion �tY�esseue„srSllktiEig(�aA�±veg round 1-1-31 s r M; X X V OCR ev eS ri a®®a er Shc NAILS 0- V ERTIGAL. SPACING E,�, SIpE I NTa STUM AT P,4NEL F-DGIrS 8d NA L,5 0-3'�.�-� AN D `" Ho(�I s''SDNTi�tiL � �' V�RTIGAL.SPAG 6NG SPACING INTO z • Pt-A-t- I INTO 'TOO It-J FI FL-p EDC�S S/$ /{N cHc¢Ba i-T w I Tt-t 3X 3" y4 x „ w,asHO-125 TYP. t ugs SHFARWAL-t- No sG.4LE ► o , ► rl c a 51�E�tRW,4LL DETAILS r - RICHARD � eFRTt�ar;� �> FZOGKWGtoD DESIGN tNG --- ��:_,� STRU;TURAL !y l• � MARSHFIEI-D AAA j;Fi si / a I TUNS Zoob -1 OF 2 V� j I � MAIN WND FORGE p SiSfaar�NO c L Omt®TO RCW NO LOW rN17 lmaw QSTMC YYC 1JAA ! 7. 4*0=a 6MM RUN 17 N06 Or rd M OF CAN 9b9NO 9MQIOa PLAN Q SOR �•Mg M�Do�):IV=1/Y•JIWIDO M.0SWEADW Yl 9ewau mum 00 J.Carat l Ii tore O NMrm m A mNaf2 wN1 AMU NOQ ON QWA,TQ m was O 11 a.SLaNw Wj m rALL fm f1.9�ra1N 9NpsAf NLyI qp� muaJ mQ a I A tQM(G PL1w7t m Sti Na SIa .UiQ J furl9a awI oWI _ Nmmua NJA PUT N7�M C OR Y(101i U4S L t sw OIP.1 n06 R1Ed 1PAf N NONi "em I[ao06'V'M''rJ9 am P Nai ani t J.M NIL DO IANIRM W Wm MO R,,R WA M(J)I& nNa91 12K ALO Q GOI 06 `SIPADOG ' A aR101 lmmWWC aM 2 m TQmta Mat n W Q M a- �upgyJa7f Km swsw SNa Nat 2 t ICaMOa aatwaK OAR A/JQ NO NIOOtIIaF SINpOOJ f11N1 N tCiFS 6 wRR a PNm Ywl SiQaDalt 3[N [AlR 17^aM SFAmIC f9aOlim amc aD R 9iPOD4 1Rro(W ae Wl qWN Nam M) tfMAS.NZX ra{LrA Ma YAR (►(�j� Y A alfd NOpgo—PIOaOI 9 xw&PER w_x" IA NONNdL OOraO1O1 nT JOm,NOG BROFA ae NM3 OJ-N.1We _ ILO'97$mNa Imw4'w 0 a a�w awm ti/Mart. �aa+O am Su Rai¢ FLOOR or I I.NOaaK ON PLAK NO 9QDN:OOat uC pqr,,M(l Ra�Na,M fq.a1A0M PIArC —_.— -- N Oal9 y-N Nawmra J/a•.If A D=KL' 7DAmW Nm 9a qAO w IDP _ ---— O J-rem 7,04 Nal eAT 41 NAu a J-Il spMJK 6 a��ualtH '•' nnJl IW FROM"NNL NSHEARWALL Z@aE •' (— MIOpI 9M,OR mvI ND t yid i ( 4 ELEVATION: SHEARWALL CONSTRUCTION SECTION: SHEARWALL CONNECTIi N i0 FOUNDATION !(� NOTES: i .^... A8 SGIIG YC-M1O' I.SiGMNC Wm H afL J/a N.DIOL j f....�—j>«r�'\-r'•:1:�.',RV:V:..GN1:EC`]tl EQ PA k ti0n?" \a•I:�••.,-...: ........___..__...__. .' NOTES: Z L IOl as NALS sIMA J 0.Q mm AfW IT PpAm,Em pfIT R"'r mm i —. 1 YN.7 14 aaamoa 80GNfG f✓f011aD Q � f.NAaL s/a M Owl mTN ND 1m.M 3/4 R.FM MOpONI w w v�n..x••�n van wu�w�:�.µ I.WA7NiO 01QaN a0Yp4 rtOm{1'YQI rAvl9FAS 9a%R AWN 9G1NNO m 5LL MIC 1 V S.YRaNl YOa7rf f70.SOE MI1S pmNC OOa12 MCr)a Q 9(,MNNl OCia:>Q I BOIr NaN 11 A. rt I •m ww�t _. 7.SiE 9Ea9Nlll OafAPL10iaN IIO�6 ON 4/Ad p,,� Z Ya N.NIL POCIR140II NIO HI.9t. .• ..axlim A 10f if womc PLR 1Ta1•n.AWN BNIwY pauArc A/al f.NAt.Sw 94mID IB rL _ JIQiJlrlpfi ro Ip6T 9tAwpNC 1.MLW UT—ALL NaJ Wp1OfiGLL 91 flG)0 a t NW m7Am t� V.. a.rxmllrn fGT9E IOtAR RMTRaWMS(WDL)t,NCL 0LR d OF:MFAOI � i i 9�QI0�IiH01 d000t a'� 9[ai101c NM{s _NL NNx.I Ilmw.c rlro sn9 ; i(� 9unfMw w Cl [ Qas NNLJ N+I(awTa SpaOK Nm s i ! of NMI;4 a wow-%vAmc NW J 0 au xALs•J-a Nwzara SPNNO xrw Pumam m� O ®lQl®NN�pW�MI ,I �' w - et Nw O J+L Ka:Olra 9NJMe Nm PLAITS i � arofm®Lr ND sEBU »W � 3/ �/ MM KU MEN HIT ,SECTION: DOUBLE SHEARWAIL CONNECTION TO FOUNDATION ^ T`,SECTION: SHEARWALL CONNECTION TO FOUNDATION NQfES: A6 sraJ:J/f•.ra I 1.9RA7INa rRaaJOg SIf/N IIWN t7Im00t 9(aloi m SLL NOIES: u am ON Y/Jt 'Im6 a a/aa TOT WX PQ,,.N,.Iqr.9WNM fap 51(MaMt Al9 i.9CADpK mAvpa 9PA fi01 19B.mO1C To sLl. . ! . J,NN Ia•"On"ro ANSr =VVWVQ cros- ION wo Of VAs rm N.x PL,.,AVNG WMM WIN FRI 201,,L SM slGanp AIM NroI aJ Na9 SPIOD AS 9fON IamL Nm su afm 911Ai IC WODM To ALA 9f W star am fb Nat ml®At sJWm MNJNT N1M 51LL Ma J7LOs . NUNIa®.2,2&,m' I i I Sing1e-14 BCI®-60=2:0-DF J_oist12J1 BC CALC®9.5 Design Rep UU ort S-- -2 spans-l-Right cantilever l 0/12 slope -"--- Tors ay, June 19, 2008 2A Build 91 16" OCS I Non-Repetitive I Glued&nailed construction File Name: BC CALC Project .ame: HEMINGWAY Residence Description:2J1 Cantilever Joist ,ress: Specifier: Justen C. City, State, Zip:Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA Code reports: ESR-1336 Misc: BO o2-00 00 LL 120lbs B1,3-1/2" DL 0 lbs LL 1207 lbs DL 780 lbs -- ---�otal-Horizontal Product Length=08-00-00 Load Summary. Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf.Area(psf) Left 00-00-00 08-00-00 30 15 16"-- 2 P1: Roof, Ceiling,Wall Conc.-Pt-(IbA—Ted 08-00-00 08-00-00 745 505 _ n/a Controls Summary Value %Allowable Load Disclosure Duration Case Span Location Pos. Moment 0 ft-lbs o Completeness and accuracy of input must n/a 100/0 14 1 -Internal be verged by anyone who would rely on �Neg. Moment -2620 ft-lbs 35.2% 100% 1 1 -Right output as evidence of suitability for r Reaction -377 lbs 30.8% 100% 16 1 -Left particular application.Output here based .,&action 1969 lbs 71.6% 100% 1 2-Left on building code-accepted design t. Shear 1361 lbs 70.7% 100% 1 2-Left properties and analysis methods. Uplift 377 lbs Na 16 1 -Left Installation of BOISE engineered wood Total Load Defl. 2xL/770 0.062" 31.2% products must be in accordance with ( ) 16 2-Cantilever current Installation Guide and applicable Live Load Defl. 2xU1268(0.038") 28.4% 16 2-Cantilever building codes.To obtain Installation Guide Total Neg. Defl. 0.013" 2.7% 16 1 or ask questions,please call Max Defl. 0.062" 6.2% 16 2-Cantilever (888)234-0056 before installation. Span/Depth 5.1 n/a 0 1 BC CALCO,BC FRAMER®,AJSTM, ALLJOISTO,BC RIM BOARD-,BCI®, Bearing Supports %Allow %Allow BOISE GLULAMTM SIMPLE FRAMING 9 pports Dim.(L x W) Value Support . - -Member Material SYSTEM®,VERSA-LAM®,VERSA-RIM---- B0. Hanger Load n/a 120 lbs Unspecified Na Hanger PLUS®,VERSA-RIM®, BO Hanger Uplift n/a 377 lbs Unspecified Na Hanger VERSA-STRAND®,VERSA-S e B1 Wall/Plate 3-1/2"x 2-5/16" 1987 lbs 57.8% n/a Spruce-Pine-Fir trademarks of Boise Wood Prodductsucts,, L.L.C. Cautions Uplift of 377 lbs found at span 1 -Left. Design assumes Top and Bottom flanges to be restrained at cantilever. Web stiffeners are always required under concentrated loads that exceed 1000 lbs. Install the web stiffeners snug to the top of the flange. Follow the nailing schedule for intermediate bearings. —_Notes --- Design meets User specified(2xU240)Total load deflection criteria. Design meets User specified (2xU360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Composite El value based on 23/32"thick sheathing glued and nailed to joist. Panes 'I of 1 - O SE," � ---•-----Single 1-4"BCI®-60s--2:0 Sfl ------- - - Joist12J2 Bui CALL®9:5 Design Repor#—l�S---- - — 2 spans Right cantilevers 0/12-slope-- Thu�siiay,^June-slope 2008 16:24 Build 91 16"OCS I Non-Repetitive I Glued &nailed construction • ame: HEMINGWAY Residence File Name: 2J1.BCC Tress: Description: 2J2 Long Joist, Typical City, State Specifier: Justen C. Customer:, Zip:Cotuit, MA Designer: Richard Bertrand, P.E. Company: Rockwood Design, Inc., Marshfield, MA Code reports: ESR-1336 Misc: I 3 z2-oaoo_ BO,2-1/2" 02-00-00 LL 589 Ibs B1,3-1/2" DL 237 Ibs LL 1614 Ibs DL 981 Ibs - - —---- - Total Horizontal Product Length=24-00-00-------- Load Summary ; Live Dead Snow Wind Roof Live Tagl Description Load Type Ref. Start End 100% 90% 115% 133% 125% OCS 1 Standard Load Unf. Area(psf) Left 00-00-00 24-00-00 35 15 2 P2 same as P1 --- 16" 3 P3:(Bearing Wall&Attic) Conc.Pt-(�bs)Left 16-00-00 16-00-00 266 233 -- n/a n/a Controls Summary value Load Disclosure Allowable Duration Case Span Location Pos. Moment 5015 ft Ibs Completeness and accuracy of input must 67.4/0 100/0 14 1 -Internal- be verified by anyone who would rely on �NF- Moment -2633 ft-Ibs 35.4% 100% 1 1 -Right output as evidence of suitability for reaction 813 Ibs 57.2% .100% 14 1 -Left particular application.Output here based Reaction 2575 Ibs 88.0% 100% 1 2-Left on building code-accepted design t,ont. Shear 1374 Ibs 71.4% 100% 1 2_ Left properties and analysis methods. Total Load Defl. U427(0.615") 84.4% 14 1 Installation of BOISE engineered wood Live Load Defl. U581 (0.451") 82.6p products must be in accordance with Total Neg. Defl. 0581 ( 82.3% 14 1 current Installation Guide and applicable Max Defl. -0. 15" 0 14 2-Cantilever building codes.To obtain Installation Guide 61.5/0 14 1 or ask questions,please call Span/Depth 18.7 n/a 0 1 (888)234-0056 before installation. %Allow %Allow BC CALCO,BC FRAMER®,AJS- Bearing Supports Dim.(L x W) Sup port Member Material ALLJOISTO,BC RIM BOARD- BCI®, Value BOISE GLULAM- SIMPLE-FRAMING BO Wall/Plate 2 1/2"x 2-5/16" 827 Ibs 33.6% n/a Spruce-Pine-Fir SYSTEM®,VERSA-LAM®,VERSA-RIM B1; Wall/Plate' 3-1/2"x 2-5/16" 2595 Ibs 75.4% n/a Spruce-Pine-Fir PLUS®,VERSA-RIM®, - VERSA-STRANDS,VERSA-STUD®are C6utions trademarks of Boise Wood Products, Design assumes Top and Bottom flanges to be restrained at cantilever. L.L.C. Web stiffeners are always required under concentrated loads that exceed 1000 lbs. Install the web stiffeners snug to the top of the flange. Follow the nailing schedule for intermediate bearings. Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified(U480) Live load deflection criteria. — Deslgn meets arbitrary(1") Maximum load deflection criteria: Composite El value based on 23/32"thick sheathing glued and nailed to joist. • Paae 1 of 1 �101SE' . Double-1=3/4"-x-14"-VE-RSA=LAM®-2-0-31-0-0 SP Floor Beam12B1 BC C-AL-CO-9-5-Besign-Report=US---- ~ -2 spans Right cantilever-l-0112Vop-e---" --- -- Thursday, June 19,2008-`11: . Build 91 File Name: 2B2.BCC .ame: HEMINGWAY Residence Description: Left Side Stairs(Full House Width) .iress: Specifier: Justen C. City, State, Zip: Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA Code reports: ESR-1040 Misc: 4 - - I 6 ir IF n .. 2200 00 02-00.0 6 BO,3-1/2". LL 545 Ibs B1,3-1/2" DL 1192 lbs LL 1782 Ibs _------ - '-DL 2-1.52-Ibs Total Horizontal Product Length=24-00-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref Start End 100%-90%— 115% 133% 125% Tnb 1 Standard Load Unf.Area (psf) Left 00-00-00 24-00-00 30 15 00-08-00 n/ 2 P3 -Conc. . s) Left 16-00-00 16-00-00 266 233 3 P2 Conc. Pt. (Ibs) Left 24-00-00 24-00-00 745 505 4 26 n/a3 Left Reaction Conc. Pt. (Ibs) Left 16-00-00 16-00-00 557 124 n/a 5 Wall Unf. Lin. (plf) Left 00-00-00 24-00-00 0 75 n/a •6 Attic Floor Parrallel to Joists Unf.Area(psf) Left 00-00-00 24-00-00 13 7 00-08-00 Load Disclosure ntrols Summary Value %Allowable Duration Case Span Location ° ° Completeness and accuracy of input must Pos. Moment 11033 ft-Ibs 38.0/0 100% 14 1 -Internal be verified by anyone who would rely on Neg. Moment -2764 ft-Ibs 9.6% 100% 1 2-Left output as evidence of suitability for End Shear 1545 Ibs 16.6% 100% 14 1 -Left particular application.Output here based Cont. Shear 2246 Ibs 24.1% 100% 1 1 -Right on building code-accepted design Total Load Defl. U449(0.582") 80.2% 14 1 properties and analysis methods. Live Load Defl. U1121 (0.233") 32.1% 14 1 Installation of BOISE engineered wood products must be in accordance with Total Neg. Defl -0.168" 33,7% 14 2-Cantilever current Installation Guide and applicable Max Defl. 0.582" 58.2% 14 1 building codes.To obtain Installation Guide Span/Depth 18.7 n/a 0 1 or ask questions,please call (888)234-0056 before installation. %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BC CALCO,BC FRAMER®,AJSTm BO Wall/Plate 3-1/2"x ALLJO3-1/2" 1738 Ibs 33.4% 18.9% Spruce-Pine-Fir BOISEIGLULAM-,I SIMPLE DFRAM FRAMING B1 Wall/Plate 3-1/2"x 3-1/2" 3934 lbs 75.6% 42.8% Spruce-Pine-Fir SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, Notes VERSA-STRAND®,VERSA-STUD®are Design meets User specified(U360)Total load deflection criteria. trademarks of Boise Wood Products, L.L.C. Design meets Code minimum(U360) Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. i - �►®iSE Double 1=3/4" x 14"-VERSA=LAM9-2-0 3100 SID Floor Beam12131 BG�C�4L-C®9:5 Design-Report- US -.--2 S-a - Build 91 P 7R Thursday rght-c�nrtiletier�-0/12 slope ,—June �J 0y�6.2q 0 File Name: 2B2.BCC .ame: HEMINGWAY Residence Description: Left Side Stairs(Full House Width) dress: Specifier: Justen C. City State, Zip:Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA Code reports: ESR-1040 Misc: Connection Diagram Disclosure b d Completeness and accuracy of input must a be verified by anyone who would rely on • • • output as evidence of suitability for particular application.Output here based c on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood • • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide a minimum=2" c= 10" or ask questions,please call b minimum= 3" d= 12" (888)234-0056 before installation. ___ Connection design assumes point load is'top-loaded'.-For.connection_design-of'side,loaded'point loads, BC CALCO,BC FRAMER®,AJSTM please consult a technical representative or professional of Record. ALLJOISTO,BC-RIM-BOARDTm--BCIO---*- Member has no side loads. BOISE GLULAM-,SIMPLE FRAMING Concentrated loads are not considered in side load analysis. SYSTEM®,VERSA-LAM®,VERSA-RIM Connectors are:16d Common Nails PLUS®,VERSA-RIM®, VERSA-STRANDS,VERSA-STUD®are_.___, trademarks of Boise Wood Products, _..._ L.L.C. r i KR®,SIE' _ Double 1-3/4" x 14" VERSA-LAM®.2.0_31.0.0_S.P F� _ Build 9M-W9.5 Design Report-Us - ���r-�eam�2BZ ns�-Rigfit cantilever 0/12 sloe - - --` P -T urs ay, une 19,2008 16:24 • .ame: HEMINGWAY Residence File Name: 2B2.BCC .ress: Description: Right Side Stairs (Full Width of House) City, State, Zip: Cotuit, MA Specifier: Justen C. Customer: Designer: Richard Bertrand, P.E. Code reports: ESR-1040 Company: Rockwood Design, Inc., Marshfield, MA Misc: - - V. 4 6 lig 1 I I I i B0,3-1/2" 22-00-00 02-00-00 LL 806 Ibs 131 3-1/2" DL 1327 Ibs LL 1982 Ibs DL 2253 lbs Total Horizontal Product Length=24-00-00 Load Summary Live Dead Snow.TagWind Roof Live Descri tion Load T e Ref. Start End 1000/1) 90% 115% 133% 125% Trib. 1 Slaodatd Load Unf.Area(psf) Left-00=00=00-2#00-00 30 15 Conc. Pt. (Ibs) Left 16-00-00 16-00-00 266 233 00-O8=0SL 3 P2 Conc. Pt. (Ibs) Left 24-00-00 24-00-00 745 505 n/a 4 2133 Left Reaction Conc. Pt. (Ibs) Left 16-00-00 16-00-00 603 141 n/a 5 Wall Unf. Lin. (plf) Left 00-00-00 24-00-00 0 75 n/a 6 Attic Floor Parrallel to Joists Unf. Lin. (pif) Left 00-00-00 24-00-00 13 7 n/a B4 Right Reaction Conc. Pt. (Ibs) Left 08-00-00 08-00-00 310 163 n/a Conc. Pt. (Ibs) Left 00-00-00 00-00-00 0 0 n/a n/a Load Disclosure Controls Summary Value %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 13228 ft Ibs 45.6/0 100% 14 1 - Internal be verified by anyone who would rely on Neg. Moment -2778 ft-Ibs 9.6% 100% 1 2- Left output as evidence of suitability for End Shear 1931 Ibs 20.7% 100% 14 1 -Left particular application.Output here based Cont. Shear 2525 Ibs 27.1% 100% 1 1 -Right on building code-accepted design Total Load Defl. U367(0.711") 98.0% 14 1 properties and analysis methods. Installation of BOISE engineered wood Live Load Defl. U821 (0.318") 43.8% 14 Products must be in accordance with Total Neg. Defl -0.203" 40.6% Max Defl. �0=7-1 ° ° 14 2-Cantilever current Installation Guide and applicable 71.1/0 14 1 -- building codes.To obtain Installation Guide Span%Depth 18.7 n/a 0 1 or ask questions,please call (888)234-0056 before installation. Bearing Supports Dim.(L x W) Value %Allow %Allow BC CALCO,BC FRAMER®,AJSTM Support Member Material ,BCBO Wall/Plate 3 1/2"x 3 1/2" 2133 Ibs 41.0% 23.2% Spruce-Pine-Fir BO SEISTO GLULAM-,I SIMPLEDFRAM NIG B1 Wall/Plate 3-1/2"x 3-1/2" 4235 lbs 81.3% 46.1% Spruce-Pine-Fir SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, Notes VERSA-STRAND®,VERSA-STUD®are Design meets User specified(U360)Total load deflection criteria. trademarks of Boise Wood Products, Design meets Code minimum(U360) Live load deflection criteria. L L.C. Design meets-arbitrar��{1")Maximum load deflection criteria. — - Page 1 of 2 Iffl®ss , -- --_Double-1=3/4"-x-1-4"-VERSA=LAM®-2-0-31-O�O�P Floor Beam1262 BC CALCO 9.5-Design-Report=US----- -2-spans Right cantilever 1 0/12 slope------ —Thursday,-June 19, 2008 16:N Build 91 • File Name: 2B2.BCC .ame: HEMINGWAY Residence Description: Right Side Stairs (Full Width of House) cress: Specifier: Justen C. City, State, Zip: Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA Code reports: ESR-1040 Misc: Connection Diagram Disclosure -�b d Completeness and accuracy of input must a be verged by anyone who would rely on • 7—• • output as evidence of suitability for i particular application.Output here based c on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood • • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide a minimum=2" c= 10" or ask questions,please call b minimum =3" d= 12" (888)234-0056 before installation. Connection design assumes point.load_is'topinaded'._For.connection design of'side-loaded'point loads,._...- ______._BC CALC@,BC FRAMER@,AJS- please consult a technical representative or professional of Record. ALLJOIST®;BC RIM BOARD'14,BCI®, Member has no side loads. BOISE GLULAM- SIMPLE FRAMING Concentrated loads are not considered in side load analysis. SYSTEM@,VERSA-LAM@,VERSA-RIM Connectors are:16d Common Nails PLUS@,VERSA-RIM@, VERSA-STRAND®,VERSA-STUD@ are trademarks of Boise Wood Products, --- L.L.C. • r Double 1-3/4" x 14" VERSA-LAM® 2.0 3100 SP Floor BeaMQl3_3 BC-C-ALC0-9-5-6esign1?q t_ s - -1 span No canfilevers 1-0/12 slope Build 91 Thursday, June 19, 2008 16:24 gas:me: HEMINGWAY Residence File Name: 2B3.BCC cres Description: Under Sitting Room at Stairs City, State, Zip: Cotuit, MA Specifier: Justen C.Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA-.-..Code reports: ESR-1040 Misc: � I. �4-U6Q0 BO LL 557 Ibs B1 DL 124 Ibs LL 603 Ibs DL 141 Ibs - - Total Horizontal Product Length 10:06-00----- ,Load Summary ' Live Dead Snow Wind Roof Live .Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib. 1 Standard Load Unf.Area(psf) Left 00-00-00 10-06-00 0 0 16-00-00 2 Reactions from 2J1 Unf. Lin. (plo Left 00-00-00 10-06-00 80 0. 3 4'x4'Platform%LVL End Load- Conc-pt-1 n/a -(b-}s—Left 06-00-00 06-00-00 320 120 -— n/a Controls SummaryValue Load Disclosure %Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 2396 ft-Ibs 8.3% 100% 1 1 -Internal be verified by anyone who would rely on �E,'Shear -631 Ibs 6.8% 100% 1 1 -Right output as evidence of suitability for Load Defl. U4640(0.027") 7.8% 1 1 particular application.Output here based 3 Load Defl. U5789(0.022") 6.2% 1 1 on building code-accepted design Max Defl. 0.027" 2.7% 1 1 properties and analysis methods. Span/Depth 9.0 n/a 0 1 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable Bearin Supports %Allow %Allow building codes.To obtain Installation Guide — _g pports Dim.(L x W) Value Support Member Material or ask questions,please call BO Hanger Load n/a 681 Ibs Unspecified n/a Hanger (888)234-0056 before installation. B1 Hanger Load n/a 744 Ibs Unspecified n/a Hanger BC CALC®,BC FRAMER®,AJS-, Notes ALLJOISTO,BC RIM BOARD-,BCI®, BOISE GLULAM- SIMPLE FRAMING --Design meets User specified(U360)Total load deflection criteria. ---- SYSTEM®,VERSA-LAM®,VERSA=RIM Design meets Code minimum (U360)Live load deflection criteria. PLUS®,VERSA-RIM®, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Wood Products, Connection Diagram L.L.C. �{b d T c a minimum =2" c= 10" b minimum=3" d= 12" Connection design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, pl( consult a technical representative or professional of Record. er has no side loads. centrated loads are not considered in side load analysis. ,nectors are:16d Common Nails Page 1 of 1 r BC'CAtC@_9;5_Dftgn Report._ Double 1-3/4" x 14" VER Build'9' p I No cantileveSrA��M®2.0-3100 SP 1 s an ' Floor hr12 s o-1 pe-------� -- Beam12 ,ame: HEMINGWAY Residence Thursday, June 19, 2008 1E• Jress: File Name: 264.BCC City, State, Zip: Cotuit, MA Description- Stairwell LVLs Customer: Specifier: Justen C. Code reports: ESR-1040 Designer: Richard Bertrand, P. company: E• ...- Rockwood Design, Inc. Marshfield, MA Misc: 80.3-1/2" ?masp_s _ F• �. - — LL 381 Ibs DL 193lbs r ! 61 LL 310 Ibs —Load Summary - 'Len- -- —DL163-lbs— Total Horizontal Productth=07 00 00-- ll Ta Descri II 1 Standard Load Load T Ref. Smart Live Dead 2 Standard Parrallel Joist Load Unf. Area End s"ON! tNind Roof Live 00-00-00 100% 90% 3 4'x 4'Platform/LVL End-L-oa_ Unf. Lin. (p Left 07-00-00 0 n 115/0 133% 125% Wit. (Ibs) Left 00-00-00 07-00-00- Tnb. 03-00-00 03-00-00 53__ 20 16-00-00 Controls Summa 320 --120— n/a POS. Moment Value %Allowable Load n/a E`Shear 1199 ft-lbsDuration Case Disclosure - 447 Ibs 4.101, 100% San Location � Load Defl. 4.8% 100% 1 1 -Internal Completeness and accuracy e Load Defl. U14775(0.005") 2 4% 1 _ be verified by anyone who wouof ld rely Must ax Defl. U21955(0.004") 1 6% 1 1 Left output as evidence of suitability Span/Depth 0.005., 1 particular application.Out hfor 5.8 0.5% 1 on building code-acceptedPut here based n/a 1 1 properties and analysi methods.0 1 Installation of BOISE engineered wood 1-u- Su p products must be in a Dim. L x W %Allow 0%Allow current Installation Guide and applicable with 1 Post 3-1/2"x 3-1/2" 5741 Value Su ort buildingPPlicable B1 Hanger Load n/a 574 Ibs- lease call Member Materialask codes.questions, obtain Installation Guide 5.5% 6.2% Douglas Fir (888)24 0056 before installation. 4741bs Unspecified Cautions n/a Hanger Column at BearingBC JOI BC FRgMERO,AJS*TM BO analyzed for bearing only column=anal sis has not been ALLJOIST® BC RIM BOARDTM+ N610 otes Y BOISE GLULAMTM SIMPLE FRAMING performed. SYSTEM®,VERSAA AMI VERSA-RIM Design meets User specified(U360)Total load deflection criteria. PLUS®,VERSA-RIM® Design meets Code minimum VERSA-STRAND®,VERSA-STUD®are Design meets arbitrary ,� (L/360)Live load deflection criteria, trademarks of Boise Wood Products, (1 ) Maximum load deflection criteria. L.L.C. Connection Di ram b d a • r• I} • c a •imum=2" c= 10" limum =3" d= 12" on design assumes point load is'top-loaded'. 'e' nsult a technical representative i professonal of Record. oncentrated loads are not considered in side load Professional Re For connection design of'side-loaded'Point loads, :onnectors are: 16d Common Nails age 1 of 1 Double 1-3/4" x 9-1/2" VERSA-LAM® 2.0 3100 SP Floor Beam12135 BC--CC-AtC-®-9.5-Design Report- US 1 slsan i o c n i evers 0T12 slope Friday;June 27, 20p8 17.49 Build 91 •. File Name: Beam 2B6.BCC Name: HEMINGWAY Residence Description:2B5 Window Header Carries 2131 Bess: Specifier: Justen C. City, State, Zip: Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA Cade reports: ESR-1040 Misc: - 6 - -- - i .. 3 2 ME ¢ -31 1 0 WE ?��54FJf ,¢ie S 9r .1 ar BO,3-1/2'_-7_ _ LL 2664 Ibs B1-3=172" _._____D.L2389.lbs. _ LL 1778 Ibs DL-1318-Ibs------ Total Horizontal Product Length=03-06-00 Load Summary Live Dead Snow Wind Roof Live Tag Description Load Type Ref. Start End __400%—_q0% 115% 133% 125% 1 Standard Load Unf.Area(pso Left 00-00-00 03-06-00 0 0 Tnb 2 Roof/Snow Unf. Lin. (plf) Left 00-00-00 03-06-00 360 180 16-00-00 3 Ceiling/Attic Unf. Lin. (plf) Left 00-00-00 03-06-00 240 120 n/a 4 Window/Wall Unf. Lin. (plf) Left 00-00-00 03-06-00 0 75 n/a Second Floor; Unf. Lin. (plf) Left 00-00-00 03-06-00 160 60 n/a 2B5 Reaction Conc. Pt. (Ibs) Left 01-00-00 01-00-00 1782 2152 n/a n/a Load Controls Summary Value %Allowable Duration Case Disclosure Span Location ° ° Completeness and accuracy of input must Pos. Moment 3284 ft-Ibs 23.5/0 100/0 1 1 -Internal be verified by anyone who would rely on End Shear 3334 Ibs 52.8% 100% 1 1 -Left output as evidence of suitability for Total Load Defl. U3631 (0.01") 9.9% 1 1 particular application.Output here based Live Load Defl. U6791 (0.00511) 5.3%. 1 1 on building code-accepted design Max Defl. 0.01" 1.0% 1 1 properties and analysis methods. Span/Depth 3.8 n/a 0 1 Installation of BOISE engineered wood products must be in accordance with ° current Installation Guide and applicable /°Allow %Allow building codes.To obtain Installation Guide Bearing Supports Dim.(L x W) -Value Support Member Material or ask questions,please call B0.; Post 3-1/2"x 3-1/2" 5053 Ibs 48.5% 55.0% Douglas Fir (888)234-0056 before installation. -B1. Post 3-1/2"x 3-1/2" 3096 Ibs 29.7% 33.7% Douglas Fir BC CALCO,BC FRAMER®,AJS-, Cautions ALLJOISTO,BC RIM BOARD-,BCI®, BOISE GLULAM- SIMPLE FRAMING Column at Bearing BO analyzed for bearing only,column analysis has not been performed. SYSTEM®,VERSA-LAM®,VERSA-RIM Column at Bearing B1 analyzed for bearing only,column analysis has not been performed. PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Notes trademarks of Boise Wood Products, Design meets Usef specified_(U360)Total load deflection criteria. L.L.C. Design meets Code minimum (U360)Live load deflection criteria. Design meets arbitrary(1") Maximum-load deflection criteria. - - - — -----Double 1--3/4"x-9- /2"VER-SA=L-AM®-2:0-31.00-SP-Floor BeaMU135 - - BC CALC®9.5-Design Report=us--- -I-span-l-No-cantilevers 10/12 slope --F�� Build 91 ay June 27;2008 17°49 �•' Name: HEMINGWAY Residence File Name: Beam 2B6.BCC Description: 265 Window Header Carries 261 .'ess: Specifier: Justen C. City, State, Zip:Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA Code reports: E8R-1040 Misc: Connection Diagram Disclosure ►�b r. d Completeness and accuracy of input must a be verified by anyone who would rely on • • • output as evidence of suitability for particular application.Output here based c on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood • • products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide a minimum=2" c= 5-1/2" or ask questions,please call b minimum= 3" d= 12" (888)234-0056 before installation. Connection design assumes point load is'top-loaded'._For connection-design of'side-loaded'point loads, BC CALCO,BC FRAMER®,AJSTM please consult a technical representative or professional of Record. ALLJ0IST®; C- -BRIM-BOARDTm BCI®, Member has no side loads. BOISE GLULAMTm SIMPLE FRAMING Concentrated loads are not considered in side load analysis. SYSTEM®,VERSA-LAM®,VERSA-RIM Connectors are:16d Common Nails PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are -" - — trademarks of Boise Wood Products, j _... L.L.C. s Pan,. 9 of 7 m Do led-314"x-9-1./.2"V_ERSA-LAM®-2:0-31-0O-s- PF-loor-BeamQB6- BC CALC®-9.5 Design Report—i_4S ----- -1-span-I No cantilevers 10/12 slope------- --Friday, June 27, 2008 17:33 Build 91 • , File Name: Hemingway Residence.BCC '- Name: HEMINGWAY Residence Description: 2136 Carries Ridge Post Down Over Hearth ;ess: Specifier: Justen C. City, State, Zip: Cotuit, MA Designer: Richard Bertrand, P.E. Customer: Company: Rockwood Design, Inc., Marshfield, MA"Cade reports: ESR-1040 Misc: - ti 06-00-00 BO,3-1/2" LL 1650lbs B1,3-1/2" DL 940 Ibs LL 1650 lbs DL 940 Ibs Total Horizontal Product Length=06-00-00 - - Load Summary; Live Dead Snow Wind 'Roof Live Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% Trib 1 Standard Load Unf.Area (psf) Left 00-00-00 06-00-00 0 0 16-00-00 2 Ridge Beam End reaction Conc. Pt. (Ibs)_--Left-03-00-N- 03-00-00 3300 1823 Controls Summary value Load Disclosure Allowable Duration Case Pos. Moment Span Location Completeness and accuracy of input must 7095 ft-Ibs 50.8% 100% 1 1 -Internal be verified by anyone who would rely on End Shear 2579 Ibs 40.8% 100% 1 1 -Left output as evidence of suitability for otal Load Defl. U1053(0.063") 34.2% 1 1 particular application.Output here based -, s Load Defl. U1645(0.04") 21.9% 1 1 on building code-accepted design Defl. 0.063" 6.3% 1 1 properties and analysis methods. Span/Depth 7.0 n/a 0 1 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable Bearin Su %Allow %Allow building codes.To obtain Installation Guide _ 9 pports Dim.(L x W) Value Support Member Material or ask questions,please call BO Post 3-1/2"x 3-1/2" 2590 Ibs 24.9% 28.20/6 Douglas Fir (888)234-0056 before installation. B1 Post 3-1/2"x 3-1/2" 2590 Ibs 24.9% 28.2% Douglas Fir BC CALC®,BC FRAMER®,AJSTM, Cautions ALLJOISTV,BC RIM BOARD-,BCIO, BOISE GLULAMTM SIMPLE FRAMING Column at Bearing BO analyzed for bearing only, column analysis has not been performed. SYSTEM®,VERSA-LAM®,VERSA-RIM CdIumh at Bearing B1 analyzed for bearing only, column analysis has not been-performed. PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Notes trademarks of Boise Wood Products, L.L.C. Design meets User specified(U360)Total load deflection criteria. Design meets Code minimum(U360)Live load deflection criteria. Design meets arbitrary(1") Maximum load deflection criteria. Connection Diagram b d a c _....— s • ninimum =2" c= 5-1/2" inimum = 3" d= 12" action design assumes point load is'top-loaded'. For connection design of'side-loaded'point loads, pa—se consult a technical representative or professional of Record. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: 16d Common Nails Page 1 of 1 110 MPH EXPOSURE B WIND ZONE li Cantilevered Floor Joists that Support Loadbearing or Shear Wall.Overhang lengths of cantilevered floor joists supporting a loadbearing or shear wall at the end of the cantilever l ' shall be limited to the depth,d,of t Jet t _♦4,` the joists(See Figure 8). `�� Joist shay be.located � . dtreow over stud — 3..3—WOODA JOIST -FLOOR SYSTEMS _.....-' — -----......: . Max..d . - Wood[-joist floor systems shall comply with.requirements set Figure 8.Cantilever with Loadbearing Wall or Shear Wall r forth in the manufacturer's code 0 — evaluation report. -- 3.4 WOOD FLOOR TRUSS SYSTEMS • Wood floor truss systems shall be manufactured and installed in accordance with ANS11rP11 National Design Standard for Metal Plate Connected Wood Truss Construction,the truss design drawings,and/or the eport. manufacturer's code evaluation r . 3.5 FLOOR SHEATHING Floors shall be sheathed in accordance with the governing building code. 3.6 FLOOR BRACING Blocking and connections shall be provided at panel edges perpendicular to floor framing members in the first two truss or joist spaces and shall be spaced at a maximum of 4 feet on center (See Figure 9).Nailing requirements are given in Table 2(See page 7). TYR ig2�'.E_•�.Ai y `Y4, .,..-Blocking _..... .. .— "� Figure 9.Floor Bracing AMERICAN FOREST&PAPER ASSOCIATION r • CcNGRETE = J�=3"oa0 P51 40 KSI yyy S0 N� �O yO O �.,_ -- i ant Z z\ _ IL j -• p • e o _ POST FOOTING FOVN co Or1 F�oTihtG fF -*4- PARS _ _... .. y11 EA WAY Y s # _ U os tY.OF Mgs!t � F,c�nR-o yes' TYP. PETAIL.S ROCKWCOCOD DESIGN MARSH Ft E t-D Nlf� �) • I35TUNF,26,93 �° lddwnt'6.Ten ` ON All HDAs and the HD15 are self-jigging,ensuring code-required r minimum'7 bolt diameter spacing from the end of the wood membe, ` to the HD6Acenter H08A.HDIOAa bolt rtdHDl4Assea design alovsgreaterinstallaGon adjustability.An overall width of 3'/.'for the HD6A.HD8A and HD10A,and c 3'/z'for the HD14A provides an easy fit in a standard 2x4 stud wall. .� T ; MATERIAL:See table on opposite page LOADS:See table on opposite page .. FlNISH:HD14A and HD15—Sim °d PsOn gray paint y Other HDA's—galvanized.May be ordered HOG,contact ' Simpson Strong-Tie. ' a° INSTALLATION:•Use all specified fasteners.See General Notes. ` 'Contact engineered wood manufacturers for connections that are not through the wide face. •For an Improved connection,use a steel nylon locking nut or a thread adhesive on the anchor bolt. -- •Boll holes Shall be a-minimum of- to-a7naximurn dt larger than the bolt diameter •With the exception of the HD15,a washer Is not required `between the base plate of the holdown and the anchor nut. (H0 HDSA Use a Standard washer on the HD15 anchor. 2A similar) •See SSTB Anchor Botts,Simpson's Anchoring Systems and Additional Anchorage Designs for anchorage options.The "_--- estgner may specflyr any ahernate anchorage calCulated-to HD10A --- resist the tension load for a specific job. (HD6A HDSA •Locate on wood member to Maintain a minimum distancerof and HD14.4 similar) _ seven bolt diameters,distance Is automatically maintained when end of wood member is flush with the bottom of th@ holdown. — Pressure-treated •Stud bolts should be snuglytightened. '` barrier may be TO tie ghtened. s• Multiple qu Designerer,the required. .--- •m determine the fasteners required to join members to act as one unit without splitting the wood(see page 20 for SDS values). ......... •Refer to technical bulletin T-ANCHORSPEC for post- For holdowns,per ASTMW standards Installed anchorage solutions(seepage 1871ordetalls). anchor bolt nut should be finger-light CODES:See page 12 for Code Reference Key Chan. plus%to%turn with a hand wrench, with consideration given to possible :• :' future wood shrinkage.Care should be taken to not over-torque the nut, I vertical wood Member Thkkness Impact wrenches should not be used. '•,� . Vertical HDSA Installation St!dsrpost `, With SSTB RaeAor_bolt. _ Washers are not required at the base. eP _.. HD2AHDG Decking —� 04 post (lyp') j Rod * min.(typ.) be Installed between bad rods and wood j Biking t s/e diameter parvardred required machine bops or under i alllhfud rods with anchor I —- eP--ePy are required by nuts and washers _._ son ma the rAY d L.mgetos.� (Simpson RF•8/5x8HDG) l Chect adtl,your bpi � L �j y� budding vde on LeMe.t 1 t 'I/i7', fZOYxi NOS&CaM 1 It.rzsrcquru H02A Installed as a lateral "'�rvtrra merarur,p.I anchor for a deck guardrail ost Stand on movides or mmunom o1a Refer to technial bulletin minimum and K faro CO waher.) TypicalMB6A T-HD2AGRDRLfor disMrab and cf Tie Between Floors more Information. post from post bon (Seepage 187 for details) 1 *TO achieve table loads,the minimum bolt end distance is seven bop diameters. This distance is designed into holdowns. Vertical H015 40 Installation .I I • :No%dowcs re�rld of a:c. ... 14ese products are mailable wdb addil:onal corrosion prorechon Additional products I on tnu page may oho be available rrirb this option,check wdh ire--_ 5 Pson logy details. Material ___......................._ - Model -- ---- Dimensions No. i Base fasteners Ga Gay HB• i SB .......................+- W ! H I B i s0 i Anchor Machias Bolls' ea HD2A 7 12 -- j OiaP O SA -3 49ic 2A 2� B 29Ic --. - �y, i H06A 10 Ss. 3 as tlrc 4's Die M 1 HDB 7 6jw 3y 95c 3Wc r K 21.. _'.�— - 2 HD10A 4e 7 -6Ye 3K 3SS 1115e 3Ae 4 w I 2- 1 c % 2 A ! i HD14A 9 6r5e 3h 34: 1815e 3rRe Wu 21ie % 1 3 y p 4t 7 q 3R 2Ye rg .1 HD15 �, 3 7 204ia i 34e �i 21 c 1 4 b See notes below. 4 3K 24K qye 33i 1 it: 1 5 1 � All to 9at mlaoatls Model_ _--------- /P119/16Q) _ Afloweble TWIN Loads , - --Voldon,_No. SPF/HF(138/1SO) -ss OeHeiUoq DeflecHad 1 z.4o4hQdi6rii7hf e Nfllpheall „Igihait Code Woad MemberTMcbttess Jlflq bte AH 2565 56 Deil_pa load le HD2A 1555 2055 2K 3 SK 4K ! SK Flrah p ROSA 1870 2485 2775 2115 ! 2775 ! 271i0 1320 1740 2165 2570:25fi5'2565 j Raised HO6A 3U5t5 3705 4010 4010 3980 158DSA5 2110 2625 3130' � 0'�8 0.077 _; 5. �980, •+' >61ar .: 3645 3700;3680 0.067 - = r�3.50, 10. 1870 2a70 3085- 0 4280 SOSS SOZO 0.041 0.117 __— 5.: 85 7460 _S 5 5. 4530 54t10 --'-- 10A 664p ti935 83t0 � 6350 7470 7330 0:111 0.121 40.105, H014A - - - •9900 3275 4600 5745 7 S 8160 9500 9195 0269 U2&9 122 HD1S - _ - 11080 13380 13380 - - 1 - 153O - - - 9495 11950 i 12485 0215 0.26 _ 1.Allowabla loads have been - - - - - 13810 D•pg2 I no further increase allowed � earthquake or wind bad duratahs Wall 0.082 2.H015 requhes a minimum �U0°whero otherdurelions govern. Ind 9.Deflection st Highest Allowable Tension load includes!roldown elongation ' to ensure the tension load ca4 p a 3K'e/de j or a Gab rbMod post bn er odran hor Ool[elongation(l.5').Additional elongation o1 anchor bolts holdown capacity. '01 �net ledion mods the 10.to Wirral �0 be added to holdown d[Roelion• J.UMQL*W to Veun the se a mWm QW Dolt for Me HD74A MiNmum post sin Is be a the nil al�tllreu lumberff'*C*mro trm sloes drat am ellher the wide Meeb the a +on Wad carrylnq[aPacitt d the Critical net section illation Qdo the wide face. ors.Yakres In the tables relied 4.HS Is the req�minium distance m 11.To schi-Published loads.mad"1011190 be installed wall tlro nut on the lust stud bolt hole.fshd dfstarhoe from the sad of the stud W thestallcenter io Ore Wasile side of Ore hddown(sea Pkc Jlv below/.t reversed,ne DeslPrmr ahan 5.The designeranchor bon 4W'MO achn ry trw inspllaton. � �p+0owable bads Shmm per AIDS requirements when bon threads are in See s8 and SSTB (Peg[26.27).6.Refer to technical bulletin T.AN HOtiSPEC for retrofit anchor aolutbns 12.HOA and HD allowable bads are based on the barer of the 2005 Hps fastener ; +/sere page 187 for detallsJ. values or the uhbnate load on a steel test 1g divided by 25. 7'""bond WM not deretbP toe fisted loads. 13.Post design shall be by Designee B.See page 13-15 for ihhsthrg and offer imporfant information. 14.Holdowns may be raised off sill plate.Refer to table for Increased dtne[tion values(IrappGeailk).Refer W note q•page 14 for instatta instructions of raised holdowns. ton 1 1 1 1 1 1 BDf1810 Mn Occur at hotdow-OWd'bolts. r -2. Increased Doh slip can occur d oversized holes are drilled through the stud for holdown spud bolts(orrys�holes are when the hole diameter k greater than fhe be diameter plus Yr:Per?DQ5 NDS 11.1.2J. 9 3• When a ring n is Installedwhich rm rhnly ono side of the stud,an essay t*4 f11dSt5 during►oad'utp which can p 1 •? System. use more movement in the shearwali 4. UnresUalned G BPs are I'MIred by anchor bolt nuts can Chad Anodes. ustrlp steel nylon lapdog nuts or)read during cystic bsiveoding: 4 S. Beadrq Mealy ithof your local S. RetighteningMovemecan OCgrr when nuts are not fig tlmay pgrevent nut spin. PldteS building code on usage. Dohs before cove 6 faross«dw,rasa 6. Deflection can occur h1 wall may prevent this. Stud requires,ahafalPbte. to earthquake or high haldown under bad posed by stresses due BCD "Da `t�" da'matrRwm 1. lateral d' LAM - displacement at the top of the wall rotates the stud around its • base causing the holdown base t ` B. Wood shrinks e Plate to displace vertically. Sig Plate 0 can ornay due to dMlro of the sib _...._.._.._.___ and/or top Date;ntds plate. rim Dist. �Y require retightening. )- 9. Uplif forces on the bolts can cause localized Wcrushing - -- bearing locations.Using larger bearing00d t is bon _ FoundaWn 10.Wood at the end o1 the studs q plates may pets m this. under normal dead and live loading; ddil onaf compressive etc may crush • H0ld0vm due b overturning during earthquake and high win loa add tos ! Anchor the deflection. ©®and®do not apply to me PHD and Hoo. r 41 x f ®Anllab/e vHh+otllfional rormalon prolecliaa-Llteca rNOrlactor): ............... f SIVO'PIY Band Jolat(114l ' Moots .§te.Up111t'Lbads Odob(e'PIy'Byhd jwly --1 No.. Repd L isEanrt' I �t33 F tile.itp(tR Loader QF/SP Alt"b&pP► .$Pf ABova4te ItplHt(+pps frGiah t (ffi9}i (TaW) (133), (16c) � hgerc Faaaatts LSTA12 I B 10dxlt4 t 485 580 6 tOdxl'4 ; 415 (fofal) (133) (i6O) ��� (133)) rI6o) LTS18 t 12 10®ilh 720 720 12-?Oda is l 620 6 tOd 485 1580 t 6-100 415 620'r 12-tOd, 500 i"* t 12•i" 916 950 ; 16Sd 77'5 775 12 fOC 665 : tiGs tdTS16 ! 1 14-10dxth 16 915 840 't000 14 tOdxtt;. 730 168d 7W 820 1 12-iOdKi S talod 1000 t000 to-1od 1 16lOdxth 860-- t030 t4tomc1541 960 i030 12=ttb sew tf60 _� ,005 1150 161f]�1Ve 885 i030 14•tOd 860. 103b 1 tSTAIB 1 f2IOdkts' 970 116_6 1210*1% 830 16-10d 1260 1450 1610d 1085 1245' LSTA24 1 14-1Odxlh i 1125 1235 - 1000 12-" 970 ti60 IZ10Q 16-10dxl'4 1110 i 1235; 89Q :1000 CS18 ! 1 1'81 ith ,2gp. Tom. 16-10d 1125 96 ,235 16•tOd 1110 1236 LSTA30 1 18-tOdxlYa 1130 1M S 16 tOd 12510 1370' 18.10d 1250, 1970: 1610mrth t 1300 f670: 16•tl)mrt h•1130 1355 CS16 1 1S/gtbra.H 1,475 1 16.10d 1300 1510 1&10d 1130 1355 CMST14 1 2O10dxl)s I 1700 iB10d 1476`1.7W 24-1 Odx114 ?065 2480 2410dx1 h:1790 , � �'1� 1415 .1.700 MST37• 1 24.10dx1% 2180 2615 2150.'• 247 2416d 2065 2480 2416d 1790 2150 tF A 2270 24.16d 2520 3025 24•16d i-if 8- 5 28?0 - -- - -- --- - - �8mti4S . : ?350 24-180 •�.126 Bd fOdxtll x015 2A20 28,6d 27 t4H t.l wads f�and to band kLst eonaeettarst ma b on a `25. 2&ttla {k¢y ;20i5.'i'm s mum band)btst pe M of 11 V.'. straps,user had ai the toW pi a based on 2t4'gearsw wtv M sw 5 ro the coromc 0" Wners 4sfad on wM 6.Naf inp aver Meav ft is S.Reduoa roads fora saps,bard 1W,W than 1%'thick ameptable u b^0 u minimum 3 MulSek members must be t 6.0=aad MST,eq*,douo0 50�of a diameter nail oenevabon bda as a sYple welt. a7eNer ro act 7.w-for straps assrm,e a min mum ria0 �m a Ow framing h matrt[atned. -_-_-- mews into the SW Or_rtmja�t CS16 AM16 LSTA18 MTS16 - MTS I(o,TYP. - -CS16 dgm � 3 -- •f MSTA36 8 T 2 PHD'a with threaded rod /Quentlty of?Aoolfcallonl GYP. Cortt�Ec-rto�) 15 • AT ItT6RM(;ptA-rTE S K- Z I SEISMICAN• NEW.The Il is symetrically designed for easy installation,with MATERIAL:See table • higher uplift loads to meet new code requirements.A placement mark FINISH:Galvanized;1110-2,H11Z-Z-MAX.Other models available in stainless allows easy installation on double top plates. steel or Z-MAX;see Corrosion-Resistance,page 5. NEW!The H5A has an installed cost benefit,as it only requires 6 nails, INSTALLATION:•Use all specified fasteners.See General Notes. to meet lower uplift requirements. •H1 can be installed with flanges facing outwards(reverse of drawing The H connector series provides wind and seismic ties for trusses and rafters. number 1).When installed inside a wall,a birdsmouth out is required. Allowable loads for more than one direction for a single connection cannot •H2.5,H3,H4,H5 and H6 ties are shipped in equal quantities of be added together.A design load which can be divided into components in rights and lefts. the directions given must be evaluated as follows: •Bend the H7 over the top of the truss.Install a minimum of four 8d Design Shear/Allowable Shear+Design Tension/Allowable Tension<1.0. nails into the truss,including two into the truss side. •Hurricane Ties do not replace solid blocking. 31• CODES:BOCA,ICBO,SBCCI NER-422,NER-393,NER-432;NER-499;.._ 1�u 19H6'r , City of L.A.RR 24818;Dade Co,FL 00-0512.11 (H10); 10 00-0926.01 (H1,H2.5,H3,H4,115). Zv' t1'6 9t y, 5r� 6• 106' 3%• a>�' M 13/4t�y4Hi H211� H2.5 1 �2 H4 ... . 1sY'a• H2.5A U.S.Patent HS H3 4,714,372 U.S.Patent 4,714,372 H6 H8 m 4y. �zow 8' BW 61y U.S.Patera s• (H10R similar) 4,714,372 1 � tts H9 U.S.Patents H7 --� 4,480,941; Canada Patent 1,193.418 r cft fp Qwy y: �s. o To Yd: a At L Merl M I 314- 4 H1 18 6-8lX 4-8d — .958 490 585 485 165 455 400 400 415 140 370 8d. H3 18 4 8d 4-8d — 1433 455 455 125 160 415 320 320 105 140� 290 r 7• H4 20 4 8d 4 8d — 1144 360 360 165 160 360 235 235 140 135 235 H10-2 3-etl� �65'c 265 100 �70 265�*�= �� : .a;;.�.-mod,=: �ss3 ya5.•.e2o 5so � �;;:.�. H7 . 16 4-8d 2-8d 8 8d 2991 930 985 400 — — 800 845 345 — — H8 18 5-10dx1y 5-10dx% — 3' 2422 620 745 — — — 530 565 — — — H9KT 18 4 40S}��x1y 5 SDS}',x1}2 — 2812 875 875 680 125 — 755 755 680 125 H10 18 z c8dX1 .' 780. 850:;505 .d5Q • H10R 18 8 81 t1 Y ' 8 8dx1y:- g135: 7$0 856 .505 45(i — 214, H10-2 18 6a(t 6-10d>. — 2447 •.. ,- 655 655- 390:'.340 H11Z 18 6-16dx2y 6-16dx2y, — 5097 830 830 525 760- — 715 715 450 655 — H11Z 1.Loads have been increased 33%and 601/6 for earthquake or wind loading with no further increase allowed. 4.The H9KT is sold in 20 piece packs with screws. 2.Allowable loads are for one anchor.A minimum rafter thickness of 21k'must be used when framing 5.When cross-grain bending or cross-grain tension cannot be avoided, anchors are installed on each side of the joist and on the same side of the plate mechanical reinforcement to resist such forces should be considered. 3.Allowable uplift load for stud to bottom plate installation is 400 Ill(1-12.5);390 Ibs(H2.5A): 6.Hurricane Ties are shown installed on the outside of the wall for clarity. 360 Ibs(H4)and 310 Ibs(1-18). Installation on the inside of the wall is acceptable.For a Continuous Load 136 Path .-------_.._ -SEISNJICAND: HURRICANE TIES .3rr r t x 7� pprY"" wy 'cam 'i Y,mrY�'4 p P7 Y 9 �4 ; N4 v J 'sJ�1'a^. / l•L w E �fit. <;� �"F ti yr 9� II t rj 1.7 �a Y G" 3= F! P t Yry, 4 Y I JF - Y R Y - 1 1 1 1 I I I I I I 1 1 I .1 I �I 1 T y 1 55 4 a 1 1 1 1 1 1 it 1 1 1 1 Straps&Ties' H Seismic&Hurricane Ties • These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. Fasteners DF/SP SPF/HF Uplift Load Model I Ga Allowable Loads Uplift Load Allowable Loads with i No. To Lateral with Bdx112 Code I Rafters/ To To Uplift 8dxl%Nails. Uplift Lateral 133 . (160) Ref. Nails Truss Plates Studs (133/160) (133 8 160) (133/160) (NaiNai ( F1 F2 (133) (160) F1 Fp 160) ® 1 18 6-8dx1�h 4 8d - 49 585 65 455 400 400 415 140 370 ® H2 18 5-8d - 5.8d 335 335. 335 230 230 230 2,q121,140 18 5-8dx1Yz 2-8dx% 5-8dx% 575 575 130 55 - 495 495 130 55 H2. ; 18 5-8d 5-8d - 415 415 150 150 415 365 365 130 130 365 2,6,® H2.5A 18 5-8d 5-8d - 600 600 110 110 480 520 535 110 11 480 H2.5T 18 5-8d 5-8d - 545 545 135 145 425 545 545 135 145 425 H3 18 4.8d 4.8d - 455 455 125, 160. 415 320 320 105 140 290 2,4 I ® H4 20 4 8d 4 8d - 360 360 165 160 360. . . 235 235 140 135 235 2,40,121,140 H5 18 4-8d 4.8d - 455 465 115 200 455 265 265 100 170 265 2,40,82,121,140 H6 16 - 8-8d 8-8d 915 950 - - - 785 820 - - - ® H7Z 16 4-8d 2.8d 8-8d 930. 985 400 - 5,41, - 1-18.. 18 510dx1>4 5 10dx1i4 - ._ 620-=745--75------ - 800 845 345 - 121,140 530 565 75 - -- 125 - 1110 18 8 8dxlh 8-8dx1Yz 9TO 585 525 780 850 505 450 --=-"-- v H10A 18 9-10dx1h 9-10dxlY2 - 11406 1 4406 590 1015 1015 505 285 160 H10Sa 18 8-8dx136 8-8dxlW 8-8d 1010 1010 545 215 550 870 870 470 185 475 1qg H10-2 18 6-10d 6-10d - 760 760 455 395 - 655 655 390 340 - 6,121,140® H11Z 18 6-16dx215 6-16dx2hz - 830 830 525 760_ . - 15 450 655 - 170 1 12 8dx1Yz 13.8 - 1350e 13506 515'- 65 - 1050 1050 480 245 H14 18 22 12-8dx1Ya 15-8d - 13501 1350' 515 265 - 1050 1050 480 245 - 125 1.Loads have been increased 33%and 60%for earthquake or wind loading 5.Hurricane Ties are shown installed on the outside of the wall for clarity.Installation on the with no further increase allowed;reduce where other loads govern, inside of the wall is acceptable(see instructions to the Installer notes on page 14).For uplift 2.Allowable loads are for one anchor.A minimum rafter thickness of Continuous Load Path,connections in the sa the me area(i.e.truss to plate connector and plate to must be on same side • of he joist and used on he same side of the plate(exception.connectors 6.Sou anchors are installed on each side thern Pine trai allowable uplift gads for fHICA a11340 Its.and for H14=1465 lbs. installed such that nails on opposite sides don't interfere). 7.Refer to technical bulletin T-HTIEBEARING for H1,H10,H10S,H10-2,Hi 1Z,H14 allowable 3.Allowable DF/SP uplift load for stud to bottom plate installation Is bearing enhancement loads(see page 187 for details). 400 lbs.(1-12.5);390 lbs.(H2.5A);360 lbs.(H4)and 310 Its.(1-18). 8.HI OS can have the stud offset a maximum of 1'from rafter(center to center)for a For SPF/HF values multiply these values by 0.86. reduced uplift of 890 lbs.(DF/SP),and 765 lbs.(SPF). 4.Allowable loads in the Ft direction are not intended to replace 9.H10S nails to plates are optional for uplift but required for lateral loads. diaphragm boundary members or prevent cross grain bending of 10.NAILS:16dx2sfe=0.162'dia.x 2Ye'Iong,l0d=0.148'dia.x 3'Iong,10dx1'k=0.148'dia.x 1 Ye'long, the truss or rafter members.Additional shear transfer elements shall be 8d=0.131'dia.x 21k'long,8dx1'k=0.131'dia.x 1 W long.See page 16-17 for other nail sizes considered where there may be effects of cross grain bending or tension. and information. H1 Installation NEW 1-112A Installation H2.5 Installation H2.5A Installation 112.5T Installation (H2 similar) (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) Z t�. �.. o E FP- Use a minimum f yys� avr i nx.� 0 ....- r,� of Mro 80 nails H O H4 this side o11Nss total tour 8d Installation nails into ° E H3 Installation (1-12.5 similar) truss) 8 ~ a F, (Nails into upper top plate) (see footnote 3) "Q U L:H2.ST Installation `�•.� n r fi F rti 1 si j- < Two 8d nails into plates. { i, I ` Eight 8d I o _ s., •, .+,; nails into ; studs ,r ' a H6 Stud H4 Installation H5 Installation l to Top Plate ® H6 Stud to Band ® H7Z Installation 156 !Nails mto;gtper top plate) (Nails into both top plates) Installation Joist Installation i Stud , PlatLa Available with additional corrosion protection.Check with factory. • fasteners - OF/SP _-- SPF (Tota --- ;;.: i Model Oty '_- __ l) i Allowable Loads Allowable Loads a No. !Req'd — Stud I Uplift_ Uplift ;„<" �. I -- Plate � (133 I�160133� (160) ® H8_ 1 . 5-1Odx111 4.1Odx1'/z; 310 310 310 310 _ i i RSP4 1----_4-BdxP/z 4-8dx1'/z 315 315 i 285 j 285 - S _ 4-8d 360 360 1 235 235 = H2.5A 1 5 8d 4-8d i 390 i 390 i 315 315 n� o H2.5 1 5-8d 4-8d � SP4 15 5 325 0 06SP 1 4-10d 'h h20 SPl - d 548 5 32 328d H3 1 4- OSPt 1 6-1d 4-10 5 °• S r, '_B P, el ; 585 535 535 ° H2.5A '. ":• a' "' i SP5 1 6-tOd 4.10d 585 585 535 535 (r7 ! - DSP 1 8-tOdxl+h 2-10dx1+h 660 660 545 545 TWO ��H4 2 8-Bd 8-Bd 720 720 470 470 r H4 0: H2.5 2 10-8d 8-8d 800 800 630 630 SSP - SP4 1 6-tOdxl+h N/R 735 885 630 760 H3 2 8-8d 8-8d 910 910 640 640 - SPH4 1 1 10-1Odx1'h N/R 1 1240 1 1240 1065 1 1065 Refer to page 5 for _ 1.N/R-Not required. Important considerations 2.SPF loads reflect attachment fo'SPF stuff awn sdL—`- -- regarding finishes on -- -----------._ _... 3.Max load for SPH4 in Southern Pine is 1490 lbs. connectors attached to 4.SP1,SP5 drive one stud nail at an angle through the stud pressure-treated wood. into the plate to achieve table load. 5.Refer to page 8 for installation details of two connectors on a single stud. Sill .Plate to Foundation .Available with additional corrosion protection.Check with tadory. DF/SP• Allowable Loads LMA4 Model Oily Fasteners Parallel To Perp.To 0 No. Req'd (Total) Uplift Plate Plate (F11 (F2) r ... . (133) (150) (133) (160) (133) (160) MAB f1 MAB15 1 6-10dx1% 565 565 500 500 500 500 MA B23 1 6-1OdxI1h 565 565 500 500 500 Soo 2 MA4 1 4-lOdxl,h 830 830 480 575 430 430 �4Li it_ LMA4 1 6-1Odx1112 905 905 675 675 520 520 1i ss MAS 1 6-10dx11h 1005 1005 720 815 480 575 b- z Then HDI 1 — 1495 1495 1950 a 1.TRen HD+hx6.3. B r e 2.MAS-ins talled with One-leg attached to stud has loads of 435lbs.(uplift), R 7001bs.(parallel to plate)and 240 lbs.(peril.to plate).CD -- ' % .'; r • Anchor Spacing Z O.C.Spacing O.C.Spacing 2x4 on 2x6 N Model to replace/s° to replace%°CL MUDSILL No. Anchor Bolt 6'O.C. Anchor Bolt 6'O.C. (133) (160) (133) (160) MAS MAB 3W 3 2Ya 2 w ° <,y'•y.t MA4 3'fz 31/2' 2+h' 2,h, t: �.rn : •,. �;�;���.: t✓% . LMA4 5' 4' 3+/2' 3' 7 Bearing plate 3 . AS 5, 1 5, 31h' 3,h ..°.. as repaired 6 : Titen HD 6' 1.Place anchors not more than 1'from the end of each sill. When using MAS,stud to bottom plate o D 0 r e o op_• 2.Spacing is based on parallel to plate load direction only. connectors must be on same side of e 20. the wall as the MAS. • • ~2x4 PLATE °�o fz< �°° S• a''r. .6000 ; -------- -1 0 o,o ° Alternate MAS Refer to page 5 for $C1, pa ~ ° Installation important considerations {-:•°,• •b •o ° for Brick Ledges regarding finishes on ho� a 0 o.e4o�o 0 connectors attached to Titen HD pressure-treated wood. 4 � 17 Caps • • .gym ia::.v.ca�_.::.. 8 .,ri., -,��-, S' '.:,r,��'4�����'t-�.&•y � t • The LCE4's universal design provides high capacity while eliminating the need for rights and . lefts.For use with 4x or 6x lumber.LPCZ—Adjustable design allows greater connection versatility. L.--"I MATERIAL:LCE4-20 gauge;AC,ACE, LPC4Z-18 gauge;LPC6Z-16 gauge 'A. FINISH:Galvanized.Some products available in ZMAX®finish and stainless steel; ! s LPCZ see Corrosion Information,page 10-11. 6 INSTALLATION:•Use all specified fasteners.See General Notes. ' f/ 0101 •Install all models in pairs.LPCZ-2'/2'beams may be used if 10dx1'/2 nails are ' substituted for 10d commons. 5 _ �"' �•::f��;:,• ' CODES:See page 12 for Code Reference Key Chart. ® These products are available with additional corrosion protection.Additional products ' on this page may also be available with this option,check with Simpson for details. Total No. Allowable Loads Model Dimensions I A 'z,.. No. Fasteners 133&160' Code / n., ' � °_ Tyflical LCE4.Installatit Ref. s': (For 4x or 6x lumber) W L Beam Post U lift lateral ® AC4 Min 39/16 6'h 12-16d 8-16d 1430 715 IYt; ® AC4 Max 39/,6 6Yz 14-16d 14-16d 2500 1070 4.37,87,121 I ��wbl ' AC AC 4R Min 4 7 1216d 8 16d 1430 715 AC4R Max 4 7 14-16d 14-16d 2500 1070 37 °2r ® ACE4 Min — 4Yz 8-16d 6-16d 1070 715 ° ®_ACE4-Maz— — —4Yz——10 16d 10-16a 1785 1070 4,37,87,121_ ® LCE4 — 53/a 14 i6d 10-16d 1880' 1425 160 s Min 12-16d 8-16d 1430 715 --- — -- ® AC6 Max 5'h 8'h 14-16d 14-16d 2500 1070 4,37,87,121 = AC6R Min 6 9 12-16d 8-16d 1430 715 >- ;:4• AC6 37 fight Max 6 9 14-16d 14-16d 2500 1070 4ry. Typical-ACE Typical LCE4 ® ACE6 Min — 6'h ''8=16d--6=i6 �070 715 �_, Installation Corner Installation ® ACE6 Max —.-_._6' 10-16d 1785 1070 4,37,87,121 - (See note 7) LPC4Z 39/,6 3'h 8-10d 8-10d 760 325 1 7,121 — ® LPC6Z 59/,6 5'h 8-10d 8-10d 915 490 8,36 7.LCE4 uplift load for mitered corner conditions is 985 lbs.(DF/SP)or 845 lbs.(SPF). 1.Allowable loads have been increased for earthquake 4.MIN nailing quantity and load values—fill all round holes- 8.Structural composite lumber columns have sides 11 or wind load durations with no further increase MAX nailing quantifies and load values-4 round and triangle holes. that show either the wide face or the edges of the allowed;reduce where other load durations govern. 5.Uplift loads do not apply to splice conditions. lumber stands/veneers.Values in the tables reflect 2.Loads apply only when used in pairs. 6.Spliced conditions must be detailed by the Designer to installation into the wide face. /r 3.LPCZ lateral load is in the direction parallel transfer tension loads between spliced members b means 9 NAILS:16d=0.162'dire.x 3'h'long, to the beam. other than the post cap. y 10d=0.148'dia.x 3'long.See page 16-17 for other nail sizes and information. PCIEFC '/ / PC and EPC caps provide a custom connection for post-beam Pilot holes for combinations at medium design loads. manufacturing urposes �I �teral MATERIAL:PC-12 gauge;PC-16-16 gauge, (Do na�ynstap i bolts) FINISH:Galvanized.Some products available in ZMAX®finish; k, f N N see Corrosion Information,page 10-11. -Q— INSTALLATION:•Use all specified fasteners;see General Notes. I 3° W W _.. ? ? •Do not install bolts into pilot holes. A_ OPTIONS:•For end conditions,specify EPC post caps,providing Typical PI z z dimensions are in accordance with table;see illustration. != Post Range Post Cap •Some PC and EPC models are available in rough sizes. team `. as;. n Installatic g •For heavy duty applications,see CC and CCO series. Range CODES:See page 12 for Code Reference Key Chart. WL'.j'� Bum parlge W W ® These products available with additional protection.Additional products PC -. Typical EPC a ¢ on this page maya/so be available with this opbon,check with Simpson for details. a' *>"� End Post Cap N N Installation 0 o Dimensions Fasteners Each Side Allowable Loads y - _ Model post in Surfaces Uplift PC/EPC Lateral' N N No• W/ W2 Lt Lz La Post Beam-Bearn Rode - s� ost ._ Size Flange Flange 133 160 PC . EPC Range N N Flange'PC EPC ( ) ( ) (133/160)(133/160) y.• -' — A 0 ® PC44-16 44 39/i6 39/16 2I5 11 76/16 4-16d 6-16d 4-16d 1000 1000 925 1000 N N PC44 4x4 39/,6 39/16 2% 11 71',6 4-16d 6-16d 4-16d 1470 f700 925 1070 o ® PC46-16 4x6 39/,s 5'1h 2% 13 9Y4 4-16d 6-16d 4-16d 1000 1000 925 1000 1.Allowable loads have been increased for earthquak or wind load durations with no further increase PC46 4x6 3�,6 5'h 2�s 13 9Y4 4-16d 6-16d 4-16d 1470 1700 925 1070 allowed;reduce where other load durations govern PC48-16 48 39/16 7'h 2% 15 11% 4-16d 8-16d 6-16d 1000 1000 1475 1285 2.Lateral loads are in the direction parallel to the bea PC48 48 39/,6 7'h 2% 15 11'% 4-16d 8-16d 6 66d 1470 1700 2075 1610 3.Allowable loads are for nails only. PC64 16 4x6 5'k 39/,6 49/�s 11 73/s 4 16d 6 16d 4 16d 1000 1000 925 1000 7 4.Uplift loads do not apply to splice conditions. PC64 4x6 5'h 39/,s 49/,6 11 731 4-16d 6-16d 4-16d 1470 1700 925 1070 go, 5.Spliced conditions must be detailed by the DesignE <' PC66-16 6x6 5'h 5'h 49/,s 13 9Y4 4-16d 6-16d 6-16d 1000 1000 g25 1285 121 to transfer tension loads between spliced member; PC66 6x6 5'2 5'h 49/,6 13 9Y4 4-16d 6-16d 6-16d 1470 1700 925 1610 6.Structural composite l means other than lumhe berscolumns have sides PC68 6x8 51 7'h 49ha 15 11% 4-16d 8-16d 6-16d 1470 1 000 2075 1610 that show either the wide face or the edges of the PC84 48 7'h 39/16 69/,s 11 73/a 4-16d 6-16d 6-16d 1470 1700 925 1610 lumber strands/veneers.Values in the tables reflect PC86 6x8 7Yz 5'h 69/,s 13 9'/4 4-16d 6 16d 616d 1470 1700 925 1610 installation into the wide face. PC88 8x8 7'h 7'h 69/16 15 11'% 4-16d 8-16d 6 16d 1470 1700 2075 1610 7.NAILS:16d h 0.nail dia.x and i long.See.page 16-t 7 for other nail sizes and information. f r :•L ! I - -- _ GAT, W,411— = Dt,; Icy Pt�F _ I dO PGi J ' ' PS - Fc'r" /"i 4 _ --... .. Z 3- �7oar Z J G 1 a 2 - 4 - 14' -�oiSrts sa•� r :._ r Lo�S v �oor 43o PzsF 15 e p L 05 = - ( l_ _ Cooa-it nL_ - !4-1 WALL (1N7•) : Pt- 75 Fi-F A TTI G . L't, _ (Zv) _ r U /✓ � f i ^v�J L t� X. (4.v) ( W l oc.) = 53 PL-5 2 13 (.G `j' !1 S TA hi)asE 4 t DTH 1: (Z) 1 4`'w1-5 3 J L- /"\ 5 � 1 co r P2- ° �-L- 74 r' l- 5®541- Rive rmoor,Engineering,LLC. 781.545.2848 .10 New Driftway—Suite 101 fax 781.544.7729 ^ ProfessionpCEngineers Scituate,M4 02066 www.rivermoorengineering.com RI V E R OOR� STRUCTURAL-ELEMENTS FOR HEMIVIINGWAY RESIDENCE @ Cedarwood Road l Cotuit, MA Rockwood Design Inc. . - `��+' Marshfield,MA h RE Project No. 08=204 THIS DESIGN,'PACKAGE IS A SUPPLEMENT TO THE ORIGINAL DESIGN PACKAGE=AND,DOES NOT SUPERSEDE ANY OF,THE ORIGINAL DESIGN. : + August 28r�,2008�w,��� '~ e` 0- .� SNOFM S A PETER J. G No. FALK STRUCTURAL -i10. �U NO..43315 ys %O is ^�'IONAL - d (V LIMITATIONS The following Report includes specific structural elements as requested by the Bldg. Dept review as presented to the Architectural Designer under The Seventh Edition, Massachusetts Building Code for One and Two-Family Dwellings (780 CMR). The members specified in this Report include: • Holddown of the porch frame • Holddown of the 2nd fl. overhang 2nd Floor Diaphram opening • 1st floor wall bracing The structural elements included in this report are based on the arrangement shown in the referenced drawings. Refer to the Architectural Drawings for controlled dimensions. Non-structural code requirements are not addressed in this design package. The contractor/builder shall refer to Chapters 53, 54, 55, 56, and 58 of the Code for structural elements and details not included herein. r Rivermoor Engineering,LI.0 Project 08-204 Page I of 1 SKETCHES 1. Dimensions shown on structural sketches & calcs are for design purposes. Contractor to layout new work to determine exact measurements in order to provide full bearing and fit-up prior to ordering material. 2. The Contractor is responsible for temporary shoring and support of all floors, walls, and roof including means and methods of construction and safety. 3. Only structural elements included in the calculations & marked up on copies of plans produced by others are the addressed in this design package. Refer to other design documents for elevations, architectural and civil engineering code requirements. 4. Any existing structural elements identified by size on the Architect/Designer plans or Engineering sketches must be field verified by the Contractor. If any discrepancies are found, this must be brought to the attention of the Engineer prior to work commencement. FIRST FLOOR SHEAR WALLS, HOLDDOWNS FOR PORCH AND CANTILEVERED OVERHANG i i i I T !! F i tr f �� .i j i■j l fi fi fi 1. _ LILL Ll - -- -' ID I ' luul FRONT _ ...,..-�. .......... Ld ! • 4 W 7777 F: :i5f F sF I v 84 T- > 14f CL ( w s V ry ,� —� Q 6,f''l !F I(pllox, cy- K- 7) , S d P 77 DAM T5 16 e aA � LEr ELEVATION 5 7u�/JV 15T SCALE: 1 /8"= '_ s h y)jA b 1,5CHEC crop) t.7 SCAU r I r� yam• FIGHT ELEVATION AL , 0„ t �� 1 No r: r 1 ` o.� r 1 . 1_• '' /i � i 1._ ' '+� , s f 1 rj ' li ♦ 1 11 _ � '; � �f 1 F� f61j -ION R EAR EL'--VA-TI Al `�G LE. f 'MCA E: 1 / 8 = 1 _ 0 c , � I ; - i ' Figure 2.1c Cantilever With Loadbearing Wall or Shearwall - Designed for Additional Load When Cantilever > d (see 2.1.3.2c) CS 1� M7sit,P.- "F-P 4TO-D 6 JOWK . LOADBEARING WALL OR SHEARWALL U `kcl IV14 7 REQUIRED BLOCKING , d i. 4 — — F JOIST SHALL BE LOCATED DIRECTLY BAND JOIST dA 5 OVER STUD, UNLESS TOP PLATE IS � ��, j DESIGNED TO CARRY THE LOAD Q ' Max. 4d braQ when designed for additional load J T-F,-TX1 C— 1 lo loG��T I nsuav fig,ld dQWti5 -�'� t CY SK��-rear or «� TO- L ®r�g�e.5�•. t Ali- PEP- 0V46 1 `� � L ss� � Drawing Title: Scale. 3 Reference: By. R1VERMOOREAVG11VEfRnvG LLC PROFESSIONAL ENGINEERS Date: Drawing: i i j lJ - c Cz9 Wt . �a yr L ; CAL . iL 5 Drawing Title: Scale: Reference: By. R/VERMOOR ENG/NEER/NGa L LC PROFESSIONAL ENGINEERS Date: Drawing: i Nc, k ,qtA o'refS 5 J(3x5l+, Q> 1�r 9 � .I � 1prava Ikz --�j (-Tyr) -ell Ho�pow N ('(YP) loRe" ED ovolp) GOU�'I�R O�v I a I TYVE A., TYPE TYPE G WALoL.. 0AAAW& f7afAJILPy -,e7Kfi 1 DATE DRAWN BY PROJ. TITLE: RIVERMOOR ENGINEERING LLC /�, / rfl 10 NEW DRIFTWAY,SUITE 101 `'1! PROJ. NO. SCrrUATE,MASSACHUSETTS 0=66 J11\ TEL:(701)S4S-2648 • • °•�FAX:(781)S44-7728 i HOLDOWN ANCHOR BOLT OPTIONS BOLT CAST-IN-PLACE DRILLED-IN (SIMPSON ET EPDXY-TIE) AB-1 5/8" DIA SSTB14 5/8" ROD WITH 12" MIN EMBED AB-2 7/8" DIA SSTB28 7/8" ROD WITH 16" MIN EMBED ANCHOR BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH SIMPSON SPECIFICATIONS AND INSTALLATION INSTRUCTIONS NOTES: 1. SEE GENERAL NOTES FOR WALL SHEATHING AND FASTENER MATERIAL SPECIFICATIONS. 2. ALL SHEATHING EDGES SHALL BE SUPPORTED BY STUDS, WALL PLATES, RIM JOISTS, OR BLOCKING; PROVIDE FULL DEPTH 2X BLOCKING ALONG ALL HORIZONTAL PANEL EDGES. 3. SEE LAYOUT PLAN FOR WALL BRACING PANEL LAYOUT. 4. ALL WALL BRACING PANELS SHALL BE SHEATHED ON ONE SIDE UNLESS NOTED OTHERWISE ON THE LAYOUT PLAN. 5. SEE SCHEDULE BELOW FOR FASTENER SPACING, HOLDOWN, ANCHORAGE, AND QUANTITY OF KING STUDS AT EACH END OF WALL BRACING PANELS. PROVIDE SCHEDULED HOLDOWN AT EAC END OF BRACING PANEL. 6. WHERE WALL BRACING PANELS INTERSECT AT A CORNER, PROVIDE THE HIGHER CAPACITY SCHEDULED HOLDOWN AND ANCHOR ROI T I WALL PrF-A6b1Pb atifiA(�C7 DATE DRAWN BY PROJ. TITLE: RIVERMOOR ENGINEERING LLC 10 NEW DRIFTWAY,SUITE 101 S�_ P ROJ. NO. SCITUATE,MASSACHUSETTS 02066 TEL:(781)545-2548 FAX:(781)544-7729 per` � � Q � o -$ � � J . z d �e sr- _Xm th` 7:Z 5 d )ATE DRAWN BY : PRO . 1 L 10 ERMOOR ENGINEERING LLC 10 NEW DRIFrWAY.SUITE 101S K'ROJ. NO. SCITUATE,MASSA MASSACMUSETTS TS 02086 V YYv�/'� r.TEL:()61)5452646 FAX:p611 544-7729 DIAPHRAM STIFFENING p } �� tAO QOh t QOy f JV I 1 O � lie' ; + ... oe — i I ' 0. �7r—) vj fVo P 2-14 10 O I =V fit $1 • ; — 4 LVLs it DfA Of 1*6 N �S N a' J R1a.i. ii —LmL7, a -� a - oc r I I df� PRO 16� 3-2x10 P.T.O 3-200 P.T. 3-200 P.T. 3-200 P.T. 3-200 P.T. GIRT. Q�Q GIRT. GIRT. GIRT. GIRT. Ll jI f Y 7F. SECOND FLOOR FRAMING PLAN t�n A I r" 4 / A n A I r1 If -TlrR�ti�S � y L,�. Drawing Title: l�p� f't.�t•��` � t / ) Scale: V Reference: By RIVEAM00RENGIMEERIMa LLC 1 PROFESSIONAL ENGINEERS Date: Drawing: SPECIFICATIONS RIVERMOOR ENGINEERING, LLC PROFESSIONAL ENGINEERS STRUCTURAL GENERAL NOTES GENERAL USE STRUCTURAL SKETCHES IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. COORDINATE ALL STRUCTURAL WORK WITH THE WORK SHOWN ON ARCHITECTURAL DRAWINGS AND WITH THE WORK OF OTHER TRADES, INCLUDING MECHANICAL, ELECTRICAL, PLUMBING, AND WITH SITE DRAWINGS. CONSULT THESE DRAWINGS AND COORDINATE WITH OTHER TRADES FOR LOCATIONS AND DIMENSIONS OF PIPES, OPENINGS, CHASES, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL SKETCHES. FASTENERS UTILIZED FOR FRAMING CONNECTORS SHALL BE THE TYPE, SIZE, AND QUANTITY SPECIFIED IN THE FRAMING CONNECTOR MANUFACTURER'S CATALOG. ALL OTHER FASTENERS SHALL BE COMMON NAILS AS INDICATED OR IN ACCORDANCE WITH THE CODE FASTENER SCHEDULES WHERE NOT INDICATED. IF THE CONTRACTOR PROPOSES TO UTILIZE NAIL GUN FASTENERS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE DOCUMENTATION CONCERNING THE SUITABILITY OF THE PROPOSED FASTENERS AS SUBSTITUTES FOR COMMON NAILS. I FOR ELEMENTS NOT INCLUDED AS PART OF THIS PACKAGE, ALL WORK SHALL CONFORM TO CHAPTERS 55, 56,AND 58 AND APPENDIX 120.Q OF THE BUILDING CODE. DIMENSIONS SHOWN ARE FOR DESIGN PURPOSES ONLY. REFER TO ARCHITECTURAL DRAWINGS FOR LAYOUT DIMENSIONS. WHERE APPLICABLE COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH EXISTING CONDITIONS. THE CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND BRACING AND FOR CONSTRUCTION SITE SAFETY. ALL WORK SHALL BE SUPERVISED BY CONSTRUCTION SUPERVISORS AND/OR HOME IMPROVEMENT CONTRACTORS LICENSED IN THE COMMONWEALTH OF MASSACHUSETTS. CODE i BUILDING CODE FOR ONE-AND TWO-FAMILY DWELLINGS(780 CMR) SEVENTH EDITION. i WFCM 2001 LIVE LOADS BASIC WIND SPEED: 110 MPH (TABLE 5301.2(4)) WIND EXPOSURE CATEGORY: B DIMENSION LUMBER ALL INTERIOR (PROTECTED) DIMENSION LUMBER SHALL BE SPRUCE-PINE-FIR (SPF) GRADE NO. 2 OR BETTER FOR RAFTERS,JOISTS,AND HEADERS, AND STUD GRADE FOR STUDS, UNLESS NOTED OTHERWISE. DIMENSION LUMBER FOR SILL PLATES, PORCHES AND DECKS SHALL BE PRESSURE PRESERVATIVE-TREATED SOUTHERN PINE#2 OR BETTER. ALL DIMENSION LUMBER SHALL BE IDENTIFIED BY THE GRADE .MARK OF AN APPROVED LUMBER GRADING AGENCY. LUMBER SHALL BE GENERALLY PAGE 1 RIVERMOOR ENGINEERING, LLC PROFESSIONAL ENGINEERS FREE FROM SPLITS&WARPAGE THAT CANNOT BE CORRECTED BY BRIDGING OR NAILING. MOISTURE CONTENT OF LUMBER SHALL NOT EXCEED 19%AT THE TIME OF CONSTRUCTION. LAMINATED VENEER LUMBER (LVL) LAMINATED VENEER LUMBER SHALL BE 1.9E TJ MICROLAM LVL BY TRUS JOIST, OR APPROVED EQUAL, UNLESS OTHERWISE INDICATED. PARALLEL STRAND LUMBER (PSL) PARALLEL STRAND LUMBER SHALL BE 2.0E PARALLAM PSL BY TRUS JOIST, OR APPROVED EQUAL, UNLESS OTHERWISE INDICATED. ENGINEERED WOOD JOISTS JOISTS AND ACCESSORIES INCLUDING RIM JOISTS SHALL BE THE PRODUCTS OF TRUS JOIST, OR APPROVED EQUAL. SHEATHING ALL ROOF, FLOOR,AND WALL PANELS SHALL BE APA RATED EXPOSURE 1 SHEATHING COMPLYING WITH DOC PS 1 AND PS 2. FULL 4X8 PANELS SHALL BE USED TO THE MAXIMUM EXTENT PRACTICABLE. FLOOR SHEATHING (BLOCKED STRUCTURAL DIAPHRAGM,ALL FLOORS) MINIMUM SPAN RATING: 32/16 MINIMUM THICKNESS: 3/4 IN GLUED AND NAILED WITH TONGUE AND GROOVE JOINTS FASTENERS: 8d COMMON AT 6"OC ALONG SUPPORTED EDGES AND 12"OC INTERMEDIATE ALL SHEATHING EDGES SHALL BE SUPPORTED; PROVIDE 2x SOLID BLOCKING AS REQUIRED NOTE: USE APA RATED STURD-I-FLOOR OR ADVANTECH IF SPECIFIED ON ARCHITECTURAL DRAWINGS. ROOF SHEATHING (110 MPH) MINIMUM SPAN RATING: 32/16 MINIMUM THICKNESS: 7/16 IN FASTENERS GENERAL: 8d COMMON WITHIN 4 FT OF GABLE END WALLS: 8d COMMON DEFORMED FASTENER SPACING GENERAL: 6"OC ALONG SUPPORTED EDGES AND 6"OC INTERMEDIATE ALONG GABLE END WALLS: 4"OC WALL SHEATHING (GENERAL) (110 MPH OR AS REQUIRED) MINIMUM THICKNESS: 7/16 IN FASTENERS: 8d COMMON AT 6"OC ALONG EDGES AND 12"OC INTERMEDIATE, UNLESS NOTED OTHERWISE WALL SHEATHING (WALL BRACING PANELS) MINIMUM THICKNESS: 7/16 IN PAGE 2 i RIVERMOOR ENGINEERING, LLC PROFESSIONAL ENGINEERS FASTENERS' 8D COMMON SPACED 4" ALONG SUPPORTED EDGES, 12" OC INTERMEDIATE AND 6"AT 8 FT FROM PERIMETER. ALL PANEL EDGES SHALL BE SUPPORTED; PROVIDE BLOCKING ALONG ALL HORIZONTAL PANEL EDGES SEE WALL BRACING SCHEDULE AND WALL SECTIONS FOR ADDITIONAL REQUIREMENTS SILL ANCHORAGE, HOLD-DOWNS, AND FRAMING CONNECTORS ALL STRUCTURAL FRAMING CONNECTIONS, UNLESS SPECIFICALLY NOTED OTHERWISE, SHALL BE "STRONG TIE"AS MANUFACTURED BY THE SIMPSON CO. IN ACCORDANCE WITH "WOOD CONSTRUCTION CONNECTORS"CATALOG C-2008. ALL FASTENERS (TYPE, SIZE, AND QUANTITY) SPECIFIED IN SIMPSON'S CONNECTOR SCHEDULE SHALL BE INSTALLED. SILL PLATE ANCHOR BOLT OPTIONS: CAST-IN-PLACE: 5/8" DIA ASTM A307 GALVANIZED J-BOLTS OR HEADED BOLTS WITH GALVANIZED 1/a X 3X3 PLATE WASHERS AND NUTS. ANCHOR BOLT EMBEDMENT SHALL BE 7"(MINIMUM). DRILLED-IN: SIMPSON EPDXY 9" MINIMUM EMBEDMENT. FOR ANCHOR BOLT LAYOUT, SEE STRUCTURAL SKETCHES. ANCHOR BOLTS FOR HOLDOWN CONNECTORS SHALL BE AS SHOWN ON THE STRUCTURAL SKETCHES. ALL CONNECTORS AND FASTENERS FOR PRESSURE PRESERVATIVE TREATED WOOD SHALL BE SHOP-COATED AND/OR STAINLESS STEEL TO SUIT THE SPECIFIC EXPOSURE(S)AND WOOD PRESERVATIVE(S) IN ACCORDANCE WITH SIMPSON STONG- TIE RECOMMENDATIONS. THE CONTRACTOR SHALL SUBMIT DOCUMENTATION INDICATING THAT CONNECTORS AND FASTENERS ARE ACCEPTABLE FOR THE EXPOSURE AND CHEMICAL PRESERVATIVES USED ON THE PROJECT. DOCUMENTATION SHALL INCLUDE TYPE OF PRESERVATIVE(S), PRESERVATIVE RETENTION LEVEL(S), AND EXPOSURE ENVIRONMENT(S). FRAMING INSTALLATION ALL FRAMING SHALL BE ERECTED TRUE TO LINE, PLUMB AND LEVEL, AND SHALL BE FASTENED/HUNG TO DEVELOP THE FULL STRENGTH OF THE ASSEMBLY IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL ENGINEERED PRODUCTS SHALL BE STORED AND INSTALLED IN ACCORDANCE WITH PRODUCT MANUFACTURERS' SPECIFICATIONS AND INSTALLATION DETAILS. WITH THE EXCEPTION OF MANUFACTURER-PROVIDED KNOCKOUTS, NO HOLES SHALL BE FIELD-DRILLED IN MEMBERS. IF HOLES ARE REQUIRED, NOTIFY THE ENGINEER PRIOR TO ORDERING AFFECTED MEMBERS. FLOOR SHEATHING SHALL BE GLUED AND NAILED. ALL FRAMING IN CONTACT WITH (OR WITHIN 1"OF) MASONRY OR CONCRETE SHALL HAVE A PRESSURE PRESERVATIVE TREATMENT. ALL HARDWARE SHALL BE CORROSION PROTECTED FROM ANY REACTION TO MATERIALS IN CONTACT AS INDICATED ABOVE. PAGE 3 RIVERMOOR ENGINEERING, LLC PROFESSIONAL ENGINEERS PROVIDE 2X WOOD BLOCKING OR RIM JOIST AT ALL SAWN LUMBER FLOOR JOIST SUPPORT POINTS. FOR SAWN LUMBER JOISTS EXCEEDING 2X12, PROVIDE BLOCKING AT INTERVALS NOT EXCEEDING 8 FT. PROVIDE DOUBLE FLOOR JOISTS OR BLOCKING BELOW ALL NEW INTERIOR PARTITION WALLS. SIZES OF DIMENSION LUMBER ARE NOMINAL. ALL LUMBER SHALL BE SURFACED FOUR SIDES, UNLESS NOTED OTHERWISE. STRUCTURAL MEMBERS SHALL NOT BE IMPAIRED OR UNDERMINED BY IMPROPER CUTTING OR DRILLING. NON-CONTINUOUS DIMENSION LUMBER JOISTS EXTENDING OVER LOAD-BEARING PARTITIONS OR BEAMS MAY BE BUTTED OR LAPPED, SUBJECT TO PROVIDING A MINIMUM BEARING LENGTH OF 1-1/2 INCHES. PROVIDE SOLID BLOCKING BETWEEN JOISTS. ALL BUILT-UP LVL BEAMS SHALL BE ASSEMBLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. INTERIOR WALL FRAMED OPENINGS AT EACH END OF SAWN LUMBER DOOR AND WINDOW HEADERS, PROVIDE ONE JACK STUD AND ONE KING STUD UNLESS OTHERWISE INDICATED. AT EACH END OF LVL DOOR AND WINDOW HEADERS, PROVIDE TWO JACK STUDS AND ONE KING UNLESS OTHERWISE INDICATED. EXTERIOR WALL FRAMED OPENINGS AT EACH END OF SAWN LUMBER DOOR AND WINDOW HEADERS, PROVIDE ONE JACK STUD AND KING STUDS PER SCHEDULE BELOW, UNLESS OTHERWISE INDICATED. AT EACH END OF LVL DOOR AND WINDOW HEADERS, PROVIDE TWO JACK STUDS AND KING STUDS PER SCHEDULE BELOW, UNLESS OTHERWISE INDICATED. MAX HEADER SPAN, FT KING STUDS, EACH END 4 1 6 2 10 3 i 12 4 SCOPE OF STRUCTURAL ENGINEERING SERVICES THE STRUCTURAL ENGINEER HAS PERFORMED THE STRUCTURAL DESIGN AND PREPARED THE STRUCTURAL WORKING SKETCHES FOR SPECIFIC ELEMENTS FOR THIS PROJECT. DESIGN IS LIMITED TO ONLY THOSE STRUCTURAL ELEMENTS IDENTIFIED ON THE ENCLOSED SKETCHES. THE CONSTRUCTION MUST BE PERFORMED IN STRICT ACCORDANCE WITH THE STRUCTURAL DETAILS AND LOCAL CODE REQUIREMENTS. ANY DEVIATION FROM THE SKETCHES MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. ANY DISCREPANCY BETWEEN THE STRUCTURAL SKETCHES AND THE ARCHITECTURAL DRAWINGS SHALL BE BROUGHT TO THE STRUCTURAL ENGINEER'S ATTENTION IMMEDIATELY. PAGE 4 CALCULATIONS L. I SHEET NO.1 OF CALCULATION COVER SHEET Client: Rockwood Design Project: Hemmingway Residence Cedarwood Rd. Cotuit, MA Job/Calculation Number: 08-204 Title: SUPPLEMENTAL DESIGN STRUCTURAL ELEMENTS-Wind Uplift & Framing Purpose, Description and Methodology of Calculation: The purpose of this calculation is to address the structural design issues raised by the Building Department for the Town of Cotuit. Structural Elements were designed for loads based on the following design references: Design basis and references: 1. Massachusetts Building Code for One and Two-Family Dwellings, Seventh Edition 2. WFCM 2001 3. Rivermoor Engineering Structural Design Guide 4. Structural Design and WFCM Analysis— R.J. Bertrand 6/20/08 5. Architectural Drawings provided by Rockwood Design, Inc. Loads(Ref 1 Table 5301.5 unless noted otherwise): 1. Wind Load 110 mph 2. Dead Load: (ref 1 Appendix 1203) Notes: 1. Dimensions shown on sketches/calcs are for structural design purposes. Contractor to layout new work to determine exact measurements in order to provide full bearing and fit-up prior to ordering material. 2. All fasteners shall comply with Original Calculations and Specifications; whichever is more stringent. 3. The Contractor is responsible for temporary shoring and support of all floors, walls, and roof including means and methods of construction and safety. 4. This design does not address architectural issues such as controlled dimensions, floor and roof elevations, stair/ rail design or civil/site issues. Conclusions and Summary: Provide member sizes as stated in the calculation and sketches. For design of other members not part of this design package refer to reference 1 &4 for direction. p/ RIVERMOOR ENCINEERINC,LLC SUBJECT PROff SSIONAt fNCINff RS 2jEET NO OF _ 10 New Dditwuy Suite l0I y JOB NO. Scituate,MA 02066 BY OATS D6 CHKD. 8Y DATE (781)545-2848 ------------ 1 WINd_ 4 - • A 3-t - �---- -- -- --- `"'`mow' - -��;------=- - - - ` -- ps I � OVA,. - • H O a 9 O H SRDNG AREA �m �r BEDROOM 1 ED o . a !'-1• mmo !'-!' OOlmip !'-!• OOImmR !'_.' S-C s i I BeamChek v2.9 licensed to:Peter J. Falk Rivermoor Engineering Reg/8111-1985 Rockwd Cotuit Diaphram drag strut Prepared by: PH Date: 8/28/08 Selection (2) 2x 6 SPF Select Wood Column Conditions Using values for 2x and 4x solid sawn, Dimension Lumber. NDS '97 Laminate built—up nailed columns per NDS 15.3.3.1 or per local code. 11at� Reaction 2541 # Column Area 16.5 in, Kf 0.60 Actual Height 10.0 ft le dl Effective Ht 120 in c 0.80 Unbraced dl 10.0 ft le d2 Effective Ht 16 in KcE 0.30 Unbraced d2 1.33 ft Ke Buckling Mode 1.0 FcE 281 Attributes and Values Controlling d is 3 inches Fc 11 (psi) E (psi x mil) Base Values 1400 1.5 le/d psi Area (in') Base Adjusted 162 1.5 Actual 40 154 16.5 CF Size Factor 1.15 Critical 50 162 15.67 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 80% 95% 95% Cp Stability 0.10 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 154 psi. I LL BeamChek v2.4 licensed to:Peter J. Falk Rivermoor Engineering Reg 18111-1985 Rockwd Cotuit Diaphram drag strut Prepared by: PJF Date: 8/28/08 .Selection (3) 2x 4 OF Select Wood Column Con Using values for 2x and 4x solid sawn, Dimension Lumber. NDS '97 Laminate built—up nailed columns per NDS 15.3.3.1 or per local code. LIaa Reaction 2541 # Column Area 15.75 in' Kf 0.60 Actual Height 10.0 ft le di Effective Ht 120 in c 0.80 Unbraced dl 10.0 ft le d2 Effective Ht 16 in KcE 0.30 Unbraced d2 1.33 ft Ke Buckling Mode 1.0 FcE 633 Allribules and Values Controlling d is 4.5 inches Fc (psi) E (psi x mil) Base Values 1400 1.5 le/d psi Area (in') Base Adjusted 342 1.5 Actual 27 161 15.75 CF Size Factor 1.15 Critical 50 342 7.43 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 54% 47% 47% Cp Stability 0.21 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 161 psi. ATTACHMENTS Attachments are information only data. Contractor to verify Technical data or Manufacturer's requirements for updated documents. For additional information, refer referenced documents or recommended manufacturers installation requirements. i 110 MPH EXPOSURE B WIND ZONE �I y E Stud Continuity.Studs shall he continuous 2x4 Continuous Lateral Brace at 6'o.c. between horizontal supports, including 2-10d Nails Truss or 10d Nails �I �� but,not.limited to: headers, girders, Ceiling Joist � _ I g floor diaphragm assemblies, ceiling �' �' / at 12"o.c. diaphragm assemblies, and roof 4 ti_ % / Gable End diaphragm assemblies. Studs in Truss �I gable endwalls adjacent to cathedral Gypsum Board ceilings shall be continuous.from the uppermost floor to the ceiling i I diaphragm or to the roof diaphragm. 5d Cooler Nails p P at 10' o.c. 5d Cooler Nails at 7"o.c. �I * Bracing Gable End Walls. When attic flix>r 2x4 Block Nailed 10-ed Nails or ceiling assemblies are used to brace gable to Each Brace in Each End of endwalls, the assemblies shall extend from First Joist Strap the endwall for a distance of at.least. 1/3 of the Space with �I 4-10d Nails building width when using wood structural panels 20 Gage Strap and for a distance of at least 90%of the building width when using gypsum wallboard ceilings. Sheathing and fasteners Figure If. Ceiling Bracing Gable EndwaH shall tk;as specified in Table 2(See page 7)and Figure 11. I' P * Top Plates.Double top plates shall be provided at the top of 0 all exterior stud walls. The double plates shall overlap at corners and at intersections with other exterior or interior loadbearing walls (See Figure 12).Double top plates shall be lap-spliced with end joints offset in accordance with the minimum requirements given in Table 6(See Figure 13). Top Plate Figure 13. I Figure 12. g Splice Length , r Top Plate Intersection Detail Top Plate Splice Length I I i i it i' 'stg o o <Ffi-o I I �I I i I u _ I i I I Splice Length I I I'I Table 6. Top Plate Splice �.__•L...._I� .__. �.L....._. .��._......�..�.....—�-_ f bfftldpft Splice Length 12 16 20 24 28 i 32 36 . 40 50 60 =80 i 2 4 6 8 8 NP NP NP NP NP NP NP NP j 4 4 6 7 8 10 12 14 16 NP NP NP NP 6 4 6 7 8 10 12 14 16 20 24 NP NP 8 4 6 7 8 1 10 1 12 14 16 20 24 28 32 NP=Not Permitted AMERICAN FOREST & PAPER ASSOCIATION I 4' 'EngmeeredLYood&'Structural Composite LumberConnecfors„t „,�,;y• ;, Y;K r+,` _ i MIT Me , `,,tEREp This product is preferable to similar connectors because of v A'I J a)easier Installation,b)higher loads,c)lower Installed cost, i J 1 � i or a combination of these features. '��•...••'• This series attaches joists or rafters to headers,sloped up or down, LSSU410 and skewed left or right,up to 45°. i (LSSU210-2, MATERIAL:See table o j - LSSUH310 12 FINISH:Galvanized N o o i similar) $ INSTALLATION:•Use all specified fasteners. o o I CID g See General Notes. "A"Ranges e •Attach the sloped joist at both ends so that the horizontal force developed v 'by the slope is fully supported by the supporting members. a !. •Web stiffeners required for I-joist applications. o }; a •To see an installation video on this product,visit www.strongtie.com. 3t+ VCODES:See page 12 for Code Reference Key Chart. } - -- — -- ------------ - - I Slope to45° o LSU and LSSU INSTALLATION SEQUENCE Up or Down T i Z. (For Skewed or Sloped/Skewed Applications) ; v The LSU5.12 t I must be factory- I skewed 0°to 45°. *""� It may be field-sloped to 45°. (LSU4.12,LSU4.28 Nails - I and LSU3510 2 similar) STEP 1 STEP 2 ° • I �- Hanger shown Nail hanger to slope-cut Skew flange from 0-45°. Attach hanger to carried member,installing Bend other flange back the carrying member, I skewed right seat nail first.No bevel along centerline of slots acute angle side I� 4� necessary.Install joist until it meets the header. first.Install nails •c nails at 45°angle. Bend one time only. at an angle. j . These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. Dimensions Fasteners Allowable Loads r Actual OF/SP Species Header SPF Species Header Code Joist Model Ga Roof Roof Ref. Width N0' W H A Face Joist Uplift Uplift Floor Snow Const. Uplift Floor Snow Const. (133) (160) (100) (115) (125) (133) (100) (115) (125) SLOPED ONLY HANGERS 11h LSSU210 18 1 19A6 81h 1s/a 10-10d 7-10dx1Y4 730 875 1110 1275 1390 625 960 1105 1200 6,86, 13Y4 LSSU125 18 111M6 81h 11/i 10-10d 7-10dxllh 730 875 1110 1275 1390 625 960 1105 1200 121,140 2 LSSU12.06 18 21A6 81h 13/4 10-10d 7-10dx1'h 730 875 1110 1275 1390 625 960 1105 1200 140 21%6 LSSU2.1 18 21rs 8'h 13/4 10-10d 7-10dxllh 730 875 1110 1275 1390 625 960 1105 1200 2'%-2-Y,a LSSU135 18 2E,6 81h 1% 10-10d 7-10dxl% 730 875 1110 1275 1390 625 960 1105 1200 6,86,121,140 21h-29Ae LSSUH310 16 26/,6 81h 31/s 18-16d 12-10dxl'h 1150 1150 2295 2295 2295 990 1930 1930 1930 160 3 LSSU210-2 16 31/e 81h 2r/e 18-16d 12-10dx11/z 1150 1150 2430 2195. 3035 990 2160 2485 2700 4 87 121 31/z LSSU410 16 36/,6 8'/z 2% 18-16d 12-10dx11/z 1150 1150 2430 2795 3035 990 2160 2485 2700 4 LSU4.12 14 41/e 9 21/4 24-16d 16-10dx11h 1150 1150 3215 3700 4020 990 2785 3200 3480 41/e LSU4.28 14 41/4 9 23/s 24-16d 16-10dx11/z 1150 1 1150 3215 3700 4020 990 2785 3200 3480 170 S 41/z-434 LSU3510 2 14 434 8'/e 36/e 24 l6d 1610dx11h 1150 1150 32151 3700 4020 990 2785 3200 3480 5 LSU5.12 14 51/e 9 21/4 24-16d 16-10dx11/z 1 885 1 885 1 3215 1.37,00 3785 760 2785 3200 3280 SKEWED HANGERS OR SLOPED AND SKEWED HANGERS ® 11h LSSU210 18 19A6 81h 1% 9-1Od 7-10dx1'h 730 785 995 1145 1205 1 625 860 995 1050 6,86, 13/4 LSSU125 18 113A6 81h 11h 9-1Od 7-10dx11/z 730 785 995 1145 1205 1 625 860 995 1050 121,140 2 LSSU12.06 18 21/16 81h 13/4 9-10d 7-10dx1'h 730 785 995 1145 1205 625 860 995 1050 140 21/1e LSSU2.1 18 21/e 81/z 13/4 9-10d 7-10dx11/t 730 785 995 1145 1205 625 860 995 1050 2'/4-26/16 LSSU135 18 25/16 81h 1% 9-10d 7-10dx11h 730 785 995 1145 1205 625 860 995 1050 6,86,121,140 21h-29/16 LSSUH310 16 29/16 81h 31/e I 14-16d 12-10dxt1h 1150 1150 1600 1600 1600 990 1385 1385 1385 1 160 3 LSSU210-2 16 31r5 81h 2Me 14-16d 12-10dx1'h 1150 1150 1625 1625 1625 990 1365 1365 1365 4 87 121 31h LSSU410 16 39/16 81h 2% 14-16d 12-10dxl'h 1150 1150 1625 1625 1625 990 1365 1365 1365 4 LSU4.123 14 41/e 9 21/4 24-16d 16-10dx11h 1150 1150 2300 2300 2300 990 1990 1990 1990 41/s LSU4.283 14 41/4 9 23/e 24-16d 16-10dx11/z 1150 1150 2300 2300 2300 990 1990 1990 1990 170 41h-43/4 LSU3510-23 14 43/4 8r/e 3% 24-16d 16-10dx11h 1150 1150 2300 2300 2300 990 1990 1990 1990 5 1 LSU5.123 1 14 1 51rk 9 21/4 24-16d 16-10dx11/z 885 1 885 1 1790 1 1790 1790 760 1550 1550 1 1550 1.Roof loads are 125%of floor loads unless limited by other criteria. 4.Minimum 11'joist height for LSU3510-2,LSU4.12,LSU5.12;91W for all others. 2.Uplift loads include a 33%and 60%increase for earthquake or wind loading; 5.NAILS:16d=0.162'dia.x 31h'long,10d=0.148'dia.x 3'long, no further increase is allowed;reduce where other loads govern. 10dxl lh=0.148'dia.x 11h'long.See page 16-17 for other nail sizes and information. 106 3.LSU3510-2,LSU4.12,LSU4.28 and LSU5.12 skew option must be factory-ordered. i f S Caps.&Bases" t t PostCaps The LCE4's universal design provides high capacity while eliminating the need for rights and ' lefts.For use with 4x or 6x lumber.LPCZ—Adjustable design allows greater connection versatility. MATERIAL:LCE4-20 gauge;AC,ACE,LPC4Z-18 gauge;LPC6Z-16 gauge zw LPCZ FINISH:Galvanized.Some products available in ZMAX®finish and stainless steel; see Corrosion Information,page 10-11. ° i INSTALLATION:•Use all specified fasteners.See General Notes. ° •Install all models in pairs.LPCZ-2'/z'beams may be used if 10dx1'/2'nails are z� substituted for 10d commons. o ° CODES:See page 12 for Code Reference Key Chart. -These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. c/ 3.Typ IW. Model Dimensions Total No. Allowable Loads Code I Typical LCE4 Installation Fasteners (133&160) For 4x or 6x lumber No. W L Beam Post Uplift Lateral Ref. i' ( a AC4 Min 39/,6 6'h 12-16d 8-16d 1430 715 4 37 87 121 • • I AC % AC4 Max 39/,6 6'/z 14-16d 14-16d 2500 1070 2 AC4R Min 4 7 12-16d 8-16d 1430 715 37 i�w • �--I y AC4R Max 4 7 14-16d 14-16d 2500 1070 ACE4 Min — 4'h 8-16d 6-16d 1070 715 ACE4 Max — 4'h 10-16d 10-16d 1785 1070 4,37,87,121 tat621 LCE4 — 53/e 14-16d 10-16d 18807 1425 160 ° AC6 Min 5'h 8'h 12-16d 8-16d 1430 715 4 37 87,121 ;�° ° AC6 Max 5'h 8'h 14-16d 14-16d 2500 1 770 ' AC6R Min 6 9 12-16d 8-16d 1430 715 37 Right ,I pLeft AC6R Max 6 9 14-16d 14-16d 2500 1070 al ACE Typical LCE4 ACE6 Min — 6'h 8-16d 6-16d 1070 715 Corner Installation 4,37,87,121 llation ACE6 Max — 6'h 10-16d 10-16d 1785 1070 (See note 7) LPC4Z 39R6 3'h 8-10d 810d 760 325 7,121 7.LCE4 uplift load for mitered corner conditions Is LPC6Z 59/,6 5% 8-10d 8-10d 915 490 8.36 985 lbs.(DF/SP)or 845 lbs.(SPF). 1.Allowable loads have been increased for earthquake 4.MIN nailing quantity and load values—fill all round holes; 8.Structural composite lumber columns have sides quantities and load values—fill round and triangle holes. that show either the wide face or the edges of the or wind load durations with no further increase MAX nailing q g lumber strands/veneers.Values in the tables reflect ' allowed;reduce where other load durations govern. 5.Uplift loads do not apply to splice conditions. installation into the wide face. 2.Loads apply only when used in pairs. 6.Spliced conditions must be detailed by the Designer to 9.NAILS:16d=0.162'dia.x 31/2'long, 3.LPCZ lateral load is in the direction parallel transfer tension loads between spliced members by means 10d=0.148'dia.x 3'long.See page 16-17 for to the beam. other than the post cap. other nail sizes and information. 'r , PC and EPC caps provide a custom connection for post-beam Pilot holes for combinations at medium design loads. manufacturing purposes Lateral MATERIAL:PC-12 gauge;PC-1gauge (0o not install bolts) / 9 9 (Typ.) I. W FINISH:Galvanized.Some products available in ZMAX®finish; / N see Corrosion Information,page 10-11. W INSTALLATION:•Use all specified fasteners;see General Notes. 1 a •Do not install bolts into pilot holes. .e Typical PC a OPTIONS:•For end conditions,specify EPC post caps,providing Post Cap dimensions are in accordance with table;see illustration. Q) • Post Flange Installation ` < •Some PC and EPC models are available in rough sizes. Beam •For heavy duty applications,see CC and CCQ series. Flange L,-4� Flange i C CODES:See page 12 for Code Reference Key Chart. �W Beam PC Typical EPC z . These products are available with additional corrosion protection.Additional products ° End Post Cap 5 ¢ on this page may also be available with this option,check with Simpson for details. ,: ° 0 Installation k .? Dimensions Fasteners Each Side Allowable Loads ° o a Model Min. Surfaces Uplift PC/EPC Lateral' Code �° Post yNo. Post W� Wz L1 L2 L3 Post Beam Beam PC EPC Ref. Flange o Size Flange Flange (133) (160) N Flange (133/160) (133/160) PC EPC % PC44-16 44 39/,a 39/,6 2% 11 75/16 4-16d I 6-16d 4-16d 1000 1000 925 1000 PC44 4x4 39/,6 39/,6 2% 11 75/,6 4-16d 6-16d 4-16d 1470 1700 925 1070 1.Allowable loads have been increased for earthquake PC46-16 4x6 39/,6 5'h 2% 13 9% 4-16d 6-16d 4-16d 1000 1000 925 1 1000 or wind load durations with no further increase PC46 4x6 39/,6 5'h 2% 13 9'/4 4-16d 6-16d 4-16d 1 1470 1 1700 925 1070 allowed;reduce where other load durations govern. ' PC48-16 48 39/,6 7'h 2% 15 11'/4 4-16d 8-16d 6-16d 1 1000 1 1000 1475 1285 2.Lateral loads are in the direction parallel to the beam. PC48 48 39/,6 7'h 2% 15 11'/4 4-16d 8-16d 6-16d 1470 1700 2075 1610 3.Allowable loads are for nails only. PC64-16 4x6 5'h 39/,s 49/,6 11 73/6 4-16d 6-16d 4-16d 1000 1000 925 1000 7 4.Uplift loads do not apply to splice conditions. go, 5.Spliced conditions must be detailed by the Designer PC64 4x6 5'/z 39/,6 49/,6 11 1 73/e 4-16d I 6-16d 4-16d 1470 1700 925 1070 121 to transfer tension loads between spliced members PC66-16 6x6 I 5'h 5'h 49/,6 13 9'/4 4-16d 6-16d 6-16d 1000 1000 925 1285 by means other than the post cap. t. PC66 6x6 5'h 5'h 49/,6 13 9'/4 4-16d 6-16d 6-16d 1470 1700 1 925 1 1610 6.Structural composite lumber columns have sides ak PC68 6x8 5'h 7'h 49/,6 15 11'/4 4-16d 8-16d 6-16d 1470 1700 2075 1610 that show either the wide face or the edges of the t3 i PC84 4x8 7'h 39/,6 69/,6 11 73/6 4-16d 6-16d 6-16d 1470 1700 925 1610 lumber strands/veneers.Values in the tables reflect �;• ' PC86 6x8 7'h 5'h 69/,e 13 9'/4 4-16d 6-16d 6-16d 1470 1700 925 1610 installation into the wide face. >:: f 7.NAILS:16d=0.162'dia.x 3'h'long.See page r PC88 8x8 7'h 7'h 69/,6 15 11'/4 4-16d 8-16d 6-16d 1470 1700 2079 1 1610 1 16-17 for other nail sizes and information. r,.14 I Sfraps&Tes CSICMSTCoiled Straps r CMSTC provides nail slots for easy installation and coined edges;it can be cut to length. CS are continuous utility straps which can be cut to length on the job site.Packaged in lightweight (about 40 pounds)cartons. Typical CS d1 FINISH:Galvanized.Some products available in ZMAX®finish;see Corrosion Information,page 10-11. Installation as a i INSTALLATION:•Use all specified fasteners.See General Notes. Floor-to-Floor Tie •Wood shrinkage after strap installation across horizontal wood members may cause strap (CMST requires Length cut th to buckle outward. minimum Len9 •Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. 2-2x studs) I ` •The table shows the maximum allowable loads and the nails required to obtain them. = Fewer nails may be used;reduce the allowable load as shown in footnote d3. •The cut length of the strap shall be equal to twice the"End Length"noted in the table plus ax r; the clear span dimension. •CMST only—Use every other round hole if the wood tends to split. Use round and triangle fz holes for comparable MST loads,providing wood does not tend to split. Nails not . Y. •For la slice and alternate nailing information, refer to technical bulletin T-CMST required in P g clear span (see page 187 for details). it •CS straps are available in 25'lengths,order CS14-R,CS16-R,CS18-R,CS20-R or CS22-R. 'r�9 tT�••;;,; CODES:See page 12 for Code Reference Key Chart- W! Y ® These products are available with additional corrosion protection.Additional products LOW on this page may also be available with this option,check with Simpson for details. Provide min. : p 1%'end distance z3 OF/SP SPF/HF Allowable for Sand CMST b rS Model Tension Equal number off ,• Total Code specified No. L Ga Fasteners End Length Fasteners End Length (33/ Ref. in each 133 1 160 133 160 133 160 133 160 160) 84-16d 74-16d 38' 33- 98-16d 84-16d 44' 38' 9215 T. CMST12 40' 12 98-10d 86-16d 44' 39' 112-10d 98-16d 50' 44" 9215 �`� �;• 1eGY16E 1s•m• 66 16d 56 16d 30' 26' 76 16d 66 16d 34' 30" 6490 CMST14 52W 14 zK, 78-10d 66-16d 36" 30' 90-10d 76-16d 40' 34" 6490 CS16 Hole Pattern 56-16d 50-16d 68 16d 58 t6d CMSTCI6 54' 16 25" 20' 28' 25' 4585 (all other CS straps similar) sinker sinker sinker sinker CS14 100' 14 30-10d 26-10d 16' 15' 34-10d 30-10d 18' 16' 2490 i } 36-8d 30-8d 19' 16' 42-10d 36-8d 23' 19' 2490 56, I CS16 150' 16 22-10d 20-10d 13' 11' 26-10d 22-10d 15' 12' 1705 128 cMsr,4 14GwcE !r ® 28-8d 22-8d 15' 13' 30-8d 26-8d 16' 14' 1705 18-10d 16-10d 11' 9' 22-10d 18-10d 12' 10' 1370 CS18 200' 18 22 8d 18 8d 13' 11' 26 8d 22 8d 14- 12' 1370 CMST14 Hole Pattern CS20 250' 20 14-10d 12-10d 9' 6" 16-10d 14-10d 9' 8' 1030 (CMST12 similar) 18-8d 14-8d 11' 9" 20-8d 16-8d 11' 9' 1030 CS22 300' P2 12-10d 10-10d 6' 7' 14-10d 12-10d 8' 7' 845 • #, 14-8d 12-8d 9- 6" 16-8d 14-8d 10' 8' 845 CMSTCI6 1e GAUGE • 1"'r N! 1.Loads include a 33%or 60%load duration increase on the fasteners for seismic or wind loading, • • • • of but DO NOT include a 33%stress increase on the steel capacity. rTyP. i 2.Use half of the required nails in each member being connected to achieve the listed loads. � co 3.Calculate the connector value for a reduced number of nails as follows: Allowable Load= No.of Nails Used x Table Load CMSTCI6 Hole Pattern u No.of Nails in Table Example:CMSTC16 in DF/SP with 48 nails total. Allowable Load= 48 Nails(Used)x 4585 Ibs=3930 Ibs zi (Half of the nails in each member being connected) 56 Nails(Table) Gauge stamped on part for rn fat 4.Tension loads apply for uplift when installed vertically. easy identification ( 6.NAILS:16d=0.162'dia.x 31/2•long,16d Sinker=0.148'dia.x 31/a'long,10d=0.148'dia.x 3•long. y See page 16-17 for other nail sizes and information.TSTw y 1{{ •�i ¢ straps' 'y5 Z, 3 Twist straps provide a tension connection between two wood members. 19, An equal number of right and left hand units are supplied in each carton. ayf.�•'+ ,;` ,�3. MATERIAL:16 gauge. FINISH:Galvanized.See Corrosion Information,page 10-11. 1 t' INSTALLATION:•Use all specified fasteners.See General Notes. "y�1 k° TS should be installed in pairs to reduce eccentricity. • u�e 3. �� , ,;. . ;Y Y CODES:See page 12 for Code Reference Key Chart. -gg TSB f 1.Install half o the fasteners on each end of the Allowable f Model L Fasteners Loads Code strap to achieve full loads. �• } t;..:,;, No. (Total) (133&160) Ref. 2.Loads have been increased for earthquake or wind loading;no further increase allowed;reduce where FF' TS9 9 8-16d 530 other loads govern. 1 J {, ..,.t./. 3.16d sinkers(0.148'dia.x31/:)may be substituted for TS12 11s/e 1016d 665 +x'•.,;.,. 170 the specified 16d commons at 0.84 of the table loads. TS18 17a/< 14-16d 930 4.Loads are for a single TS. 5.NAILS:16d=0.162"dia.x 31/2'long, Typical TS Installation TS22 215/e 18 16d 1215 See page 16-17 for other nail sizes and information. 151 f tstrapnes1 Floor-to-Floor Clear Span Table Nails are Stitch nailing Allowable Tension Allowable Tension not required of double studs Model No. Clear Fasteners Loads(OF/SP) Loads(SPF/HF) by others = Span (Total) in the rim (133) (160) (133) (160) ; board area. MSTA49 18 26-10d 2020 2020 1830 2020 j 16 26-10d 2020 2020 1830 2020 18 12-16d sinkers 980 1155 845 995 MSTC28 16 16-16d sinkers 1310 1540 1125 1325 .:L..t "4 .Grv• 18 28-16d sinkers 2290 2695 1970 2320 When nailing MSIC40 the strap over r"U 16 36-16d sinkers 2945 3465 2530 2980 OSB/plywood,use 18 44-16d sinkers 3595 4235 3095 3645 a 21/z'long nail g;.=•.. • MSTC52 s 16 48-16d sinkers 3925 4620 3375 3975 1 minimum. MSTC66 18 64-16d sinkers 5460 5860 4705 5495 va 16 68-i6d sinkers 5800 5860 4995 5840 MSTC78 18 76-16d sinkers 5860 5860 5585 5860 16 76-16d sinkers 5860 5860 5585 5860 STHD 18 20-16d 2130 2465 1840 2135 Typical Detail Shown Floor-to-Floor MST37 witthh Strap E16 22-16d 2345 2710 2025 2345 ! Installed Over Tie Installation 32 16d 3420 3695 2955 3425 Sheathing showing a EMS8 34-16d 3635 3695 3140 3640 I Clear Span 0 46-16d 4830 4830 4730 4830 ____... _ 48-16d 4830 4830 4830 4830 CODES: MST72 18 46 16d 4830 4830 4730 4830 1 See page 12 for 1.Loads include a 33%or 60%load duration 16 48 16d 4830 4830 4830 4830 Code Reference ' increase on the fasteners for earthquake or Key Chan. wind loading,but DO NOT include a 33% stress increase on the steel capacity. 2.10d commons may be substituted where These products are available with additional corrosion protection.Additional products _ 16d sinkers are specified at 100%of the on this page may also be available with this option,check with Simpson for details. table loads. 3.16d sinkers(0.148'dia.x 31/:long)or 10d Dimensions Fasteners(Total) Allowable Tension Loads Allowable Tension Loads commons may be substituted where 16d Model Ga (OF/SP) (SPF/HF) Code commons are specified at 0.85 of the table loads. dr No. Bolts Nails Bolts Nails Bolt Rf. 4.Allowable bolt loads are based on parallel-to- W L Nails s e. grain loading and these minimum member Oty Dla (133) (160) (133) (160) (133) (161) (133) (160) thicknesses:MST-21/2%HST2 and HSTS-4'; ® MST27 2%s 27 30-16d 4 Yi 3195 3700 1800 2165 2760 3200 1665 2000 HST3 and HST6-414'. 5.Use half of the required nails in each member MST37 12 2Yis 371h 42-16d 6 'h 4475 5080 2525 3025 3865 4480 2335 2805 being connected to achieve the listed loads. MST48 2%6 48 50-16d 8 1h 5190 5310 3065 3675 4620 5190 2845 3410 6 bulletinFor rT-CMST see plice a a 187 forefer to rdeta details). MST60 10 2%s 60 56-16d 10 1h 6495 6730 3740 4485 6270 6475 3480 4175 7.Straps not installed over sheathing with / 10d(0.148 dia.x 3)nails specified may be MST72 21A6 72 56-16d 10 14 6495 6730 3740 4485 6270 6475 3480 4175 56,128 substituted with 10dxl1h(0.148 dia.x 11h) HST2 2$6 21% — 6 % — — 4350 5220 — — 4030 4835 with no reduction in load. 7 8.Tension loads apply for uplift as well HSTS 5 21Y4 — 12 % — — 8875 10650 — — 8225 9870 when installed vertically. 9.NAILS:16d 0.162'dia.x 31h'long, = HST3 3 3 2514 — 6 3/4 — — 6400 7680 — — 5550 6660 16d Sinker=0.148'dia.x 314'long, HST6 6 25'h — 12 3/4 — — 12890 15470 — — 11100 13390 10dx1'h=0.148'dia.x 11h'long.Seepage Z 16-17 for other nail sizes and information. tStrap Connectors Y'M 1 u A high value seismic tie for horizontal ties across intervening members. FINISH:SA36—Galvanized;HSA—Simpson gray paint g• Z INSTALLATION:•Use all specified fasteners.See General Notes. o •May not be suitable for floor diaphragms which protrude above beams. j m"m®., Typical HSA Z ° CODES:See page 12 for Code Reference Key Chart. Installation y Fasteners(Total) Allowable Model Strap Horizontal Loads Code Hanger No. Section L not shown ® < A E Bolts Nails Bolts Ref. ® w m Nails Oty Dia (133&160) (133) (160) • -®' S N SA36 12 ga x 2A6 36 22-16d 4 1h 1900 1605 1900 HSA32 3 ga x 3 32 — 2 3/, — 1910 2290 ' HSA41 3 ga x 3 41 — 4 3Y4 — 3770 4520 3,39, te'Max strap g HSA50 3 ga x 3 50 — 6 3/4 — 5470 6400 88,121 HSA59 3 ga x 3 59 — 8 3/4 — 6940 8330 0. .1 0 o , .os. HSA68 3 ga x 3Yz 68 — 10 3/4 — 8350 10020 1.Allowable loads have been increased 33%and 4.Only SA36 can be field-bent for other 60%for earthquake or wind loading with no further intermediate beam widths. �h increase allowed;reduce where other loads govern. 5.NAILS:16d=0.162'dia.x 31/z'long. saddle Hanger r 2.Allowable loads assume a restrained member See page 16-17 for other nail sizes and Typical SA Installation «, of 31h'min.thickness with bolts in single shear. information. with Saddle Hanger 0 3.Bolt and nail values may not be combined. a:.,„ I riuym uie it-rro rating system Page 1 of 1 e About the TJ-ProT" Elating System i Everyone has their own opinion of how a floor should "feel" when walked on. The TJ-ProT'" Rating System is designed to identify the products and other components that will contribute to your floor design. The TJ-ProT'" Rating System can evaluate factors that contribute to floor performance—materials, installation methods, even customer expectations—and develop relative performance ratings. Varying the components and developing a relative performance rating gives you options for enhancing the floor's performance. You can also compare the cost efficiency of various flooring options. Using the TJ-ProT" Rating System, you can select various floor assembly components and options to produce a relative rating number (Performance Value) for the floor assembly. Usually, the preferred Performance Value is between 25 and 60. When applied to floor performance, the TJ-ProTm Rating System considers many different criteria such as floor vibration and sheathing. iLevel@ has identified exact rating categories in the TJ-ProT'" Rating System. The following table provides an estimate of the percentage of the population's opinion of each rating category: Floor Performance TJ-ProT'" Rating System Performance Values 25 34 45 55 65 Good to Excellent 28% 63% 84% 96% 99.9% Marginal 48% 22% 9% 2% 0% Unacceptable 24% 15% 71 2% .1% For example, as shown in the table the general public has the following opinions about a floor assembly with a Performance Value of 45: • 84 percent find it Good to Excellent • 9 percent find it Marginal • 7 percent find it Unacceptable With the TJ-ProT'" Rating System, you can describe not only an iLevel@ product, but other components contributing to the assembly, such as strapping types or extra flanges. Varying the components and developing relative performance ratings gives you options for enhancing the floor's performance. Also, TJ-Beam@ provides comparison values that are available in the following areas: • On the Detailed Output tab of the Output Information window {..t. • On the engineering report • On the Solution List tab of the Output Information window when you select more than one product The comparison cost value is based on the specified cost of decking and the volume of floor joist (per square foot) in your floor assembly. See Also About the FrameWorks Floor System Canadian Vibration Criteria Design Process for Horizontal Members Specifying a Floor Performance Rating mk:@ MSITS tore:C:\Program%20Files\Trus%20Joist\TJ-Beam\Help\TJBEnglishHlp.chm:... 8/26/2008 Smooth Feed SheetsTM Use template for 51610 e Laser 5261TM `.. /mil .�, .. Assessor's map and lot number .......... ........ ........:....... THE f .0A 2M G .. oewage .Permit number �.......................... .. << w`" ,,y, o i .G��- IDAWSTU E. i House 'number MAO&y......................................................:....... 9 000,1639. \00� MAY, TOWN OF BARNSTABLE BUILDING INSPECTOR S APPLICATION. FOR PERMIT TO ............................................................................................................................. TYPE OF CONSTRUCTION ...... r /? ....................-:...................... ...... ............. '`.... v' . TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: Location S�/ �°� +9R t.Jl3J� 5� A;:� C°UTU ......... . .. ....................................................................... Proposed Use .. ....7....!...c a ZoningDistrict ........................................................................Fire District .............................................................................. Name of Owner AL.LG/�I.......��fnJGL,S.................Address ......�.!.Z•�► /Zcc�JJ®01 ....................................... Name of Builder �t ' !`1 m_S........... 4S&.SH6—,Ari G2 jZ� t� RUiCL� Nameof Architect ........... .byj.G.......................................Address ......... ........................:.................................... Number of Rooms ........ .......................................................Foundation �. �.�C �� .........../6. .................................. Exterior .......G?4?U4�.............................................................Roofing ......�sa/4/......... .................................................. Floors 't' cif//a..........................................Interior ......5..:.R4!! , .............................................................. Heating ................................................Plumbing A Fireplace �..5. ............................................................Approximate Cost . ............................................ 4 t Definitive Plan Approved by Planning Board -------------------_-----------19_______. Area .....Azo.......................... `_J' Diagram of Lot and Building with Dimensions Fee � SUBJECT TO APPROVAL OF BOARD OF HEALTH I . M A,rj r-kU5E I hereby agree to conform to all the Rules and Regulations..of the Town of Barnstable regarding the above construction. Name, ......................... i S -S ALLENJ A=20-79 23376 ADDITION No ................. Permit for .................................... Single Family Dwelling ............................................................................... 54 Cedarwood Road Location .................................................................. Cotuit ............................................................................... Allen . Sanders Owner .................................................................. Type of Construction ................Frame.......................... ...................... . . ......................................... Plot .............. ..... Lot ................................ Permit Grante gust 14, 81 . ....... ..............................19 Date of Inspection ....................................19 Date Completed .....19 /E RMIT REFUSED ..................... 19 0......... .................... ................................................................................ ............................................................................... ............................................................................... Approved ................................................ 19 .............................................................................. ................ ............................................................ Assessor's map 9nd lot number .... ....~.,. .... ...... . . - THE � Bpi Tp� ewage Permit number .ale.....1? A SEPTIC SYSTEM MUST House number (INSTALLED IN GOMPLIA STABLE, ..�. rasa WITH TITLE 6 °° i639• e� CODE AN DMA °r� TOWN OF B A R 1"P ® TATIONS BUILDING INSPECTOR 1.Z APPLICATION 'FOR PERMIT TO ..................................................Dnl � c)!1Srirv's Sr;evcTv2c ........................................................................... TYPE OF CONSTRUCTION ..... w!�.. �m� �t..... 6e . . �J r TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: Location ........ . 00TU sy...'.. ? .........` .! ..................... ...................................................................................... Proposed Use ..1.:�g5.1..t�C!�CG 00..TW ..................... ........,....7.... ZoningDistrict ........................................................................Fire District .................................... Name of Owner fT - C�....... ��, ..................Addressy ...... ............... Name of Builder d`-?.��'r�''S w1t--L'1 CMS Address �5(o SffG�¢ c2 2Z t�GNi�2UiCL . ............................................ Nameof Architect ........... .G ...... ........................Address .........N. ............................................................. Number of Rooms .,...... ........................................................Foundation Exterior ....... .................:......................................................Roofing ..... P. 4. " Floors 18� Interior ..... �OC/G 1...............Ce..:l......................................... ............................................................................ Heating ..........t�. :. ' �. .......Plumbing 6CN6........... ........................................ .................................................................................. w , � Fireplace ......... CS........................................................:......Approximate Cost ....1 TJ � Definitive Plan Approved by Planning Board -------------------_-----------19________. . Area ..... ?R.O.....�................. Diagram of Lot and Building with Dimensions Fee ......_ter SUBJECT TO APPROVAL OF BOARD OF HEALTH C r I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name .�. .f. �� � --. ......................... 1 N-A-r, -� ALLEN ' No 23376 .permit for „ADDITION ............... Location 54 Cedarwood Road Cotuit Owner ...Allen Sanders Type of Construction` ...,Fr.a P.......................... ........` ................................. ...... ................. Plot ............................. Lot ............................... Permit Granted ........August 14,,, 19 81 Date of �.�.`�Inspection S`.-ye .. 1.9 Date Completed ..................... 3 PERMIT REFUSED .......... ... 19 s :.� ............................................ . ... .................................... - - ............ .... . ......................................... ,4 .......... . .. . . ......................................... 0 k Approved ''?......:Fj................................... 19 ............................................................................... ............................................................................... ,0*1HE TOWN OF BARNSTABLE' NAMST, AEM IA"&"6"a 39- BUILDING . INSPECTOR APPLICATION FOR PERMIT TO ...6�..............r..........................k,...... ................................. ................ pp QQY TYPE OF CONSTRUCTION ...... .. ... .`F...... -7,0'1......AW-`. ..........D......................... . ...................... .....2.4 TO THE INSPECTOR OF BUILDINGS: The undersigned hereby' applies for a permit accolin to the following information: a SS ....... ........ Location ...1.40 C.1 .......... . . ...................... ProposedUse ........... ....... . ......... ........... ......................................................................................... Zoning District ........ .... ..................Fire District Name of Owner .... ... ... .. ... .. ddress ......... ...... 11!� ........... . Name of Builder ...........Address . . ....... ... ................. ........... Name of Architect .......... ..........................Address ............... ................................ Number of Rooms .... .... . .... ... ..........61)l.................Foundation .1.0.......... .... . ........ Exterior ........ .. .... .. . .. ... ................................................Roofing ... . .... ........ I-A............. ............. Floors ....... ... ........................................Interior .................................... Heating ..... ..... .............................................................Plumbing .......... . ... ....................................... t Fireplace ....... ....................................Approximate Cost ...........5 .....5-01-6.................................. ..... ................................. Definitive Plan Approved by Planning Board ----------—-—--—----------- Al Diagram of Lot and Building with Dimensions e SUBJECT TO APPROVAL OF BOARD OF HEALTH 14 A-X 0 U did a°E Dk5 ? NN PS;0 5 P PC AD DR OWN SO N\19 DF J,�,3s T (),B1 LNC N 0 I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name t��..... ......... Saunders, Allen 1;r � rN !✓ /� No .15550..... Permit for .......one..,story........_.... ...... ........... single family dimlling Location.... ........... Uedar Xad . .......................................................... Cotuit ................................................................................ Owner ................Allen...Saunders. e.r s.................... .... ...... . . ........ .... Type of Construction .......................frame .................... ................................................................................ `202A Tr Plot ............................ Lot ................................ Permit Granted ..........j$.e.ptemb.eLr..2.9...19 72 Date of Inspection .......19 Date- Completed ......................................19 PERMIT REFUSED ................................................................ 19 ............................................................................... ................................................................................ ............................................................................... .......................................................................:........ Approved ................................................. 19 ............................................................................... ................ ............................................................. Assessor's office (1st floor): �G _ p c o Assessors map and lot number / Q F THE t ` rd of Health (3rd floor): '' d� o" wage Permit number t; J +�'^/.:.......... i BAgg9T4DLE ........... ............ Engineering Department (3rd floor): rasa House number 5 O 39• �0 ............................ ......y...�✓I........................ yap a• APPLICATIONS PROCESSED 8:30-9:30 A.M, and 1:00-2:00 P.M. only P, TOWN OF BARNSTABLE BUILDING INSPECTOR APPLICATION FOR PERMIT TO ........... ....� ...... .G.... ........................................................ TYPE OF CONSTRUCTION /z� ................................................19........ TO THE INSPECTOR OF BUILDINGS: 7 The undersigned hereby applies for a permit according to the following information: / 0 7-c 7- � d- ,, , Location ......` `' ...:... �o/rz2••4✓o�'i ...........L`1.................16 � .................................................................................... ProposedUse � ..... �.............-y�:............................................................................................................ COTLJ/7— Zoning District ........................A.. .. ................................Fire District .............................................................................. Name of Owner K ��A and e�S Address $y C 1--CA 1 c,✓c ,z,0 �o�c�,�`<'l!I�. ..... .................................................................................... �/ W..� G/y/ l3dci,( /SLArv� A0 14fiWodTN Nameof Builder .... /.........................................Address ................................................................. . ................ Name of Architect A/an/�.....................................Address.................. Number of Rooms ................. ..............................................Foundation ................�........d.�........Z............................................. Exterior ....... !11t'T......Cep ? .....5!' '!^,tas....................Roofing ......: 3 TP, .............................. . ....................I................... Floors .... .,u�T... Interior Heating U.✓f............................................Plumbing .........................0 oFiU<-v✓z replace ..... ..........................................Approxmate Cost ............S Definitive Plan Approved by Planning Board ________________________________19________ . Area ............................... Diagram of Lot and Building with Dimensions Fee SUBJECT TO APPROVAL OF BOARD OF HEALTH yS 1 t/ III OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS •'' I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. Name .........G ...................... O 2Wf ...Construction Supervisor's License � ................................... SAUNDERS, ALLAN A=20-79 4-W No ... Permit for ..ENCLOSE DECK ..................... .......... .Wg.11ing.................... Location ......5.4..Cedar..W.Q.Q.d..F,..g.a.d.................. . ........................cQtu.Lt.......................................... Owner ........Allaii..Saujider5............................ Type 'of Construction .......Frame......................... . .................................................... ............................ Plot ............................ Lot ................................. Permit Granted ........FebKu4ary...25,...19 86 Date of Inspection ....................................19 Date Completed .......................................19 LNG Fw o To F,5F �0/vpo Assessor's office '(1st floor): THE>o Assessor's map,and lot number ..............`...:.-...... SEPTIC SYSTEM MUST Beard of Health (3rd floor): INSTALLED INSTALLED IN COMP �5�wage Permit number ....................... .&............. ..••••••. WITH TITLE 5 t BasaAS&LB, . rEngineenng Department (3rd floor): /� �( �. ENVIRONMENTAL COD 39•a�00 I .5 { 0 YPV House number TOWN REGULAT{ONS APPLICATIONS PROCESSED 8:30 9:30 A.M. and 1:00-2:00 P.M. only TOWN OF B'ARNSTALE BUILDING NSPECTOR' APPLICATION FOR PERMIT TO ..:.0 ..... . ............. ... 76..4rr.................................................... TYPE OF CONSTRUCTION ..........14 21?...... .J�..�/a!KE .......................................................................... ................................................19........ TO THE INSPECTOR OF BUILDINGS: The undersigned hereby applies for a permit according to the following information: �° 9 Location ......��.`f. �e'!:`Z.Cti/G7'a+ ... Co%�. % 2. /��' ..................... ProposedUse ............ .... .Wit...... .... .�G. �-............................................................................................................ qq ....................Fire District .....C�TvJ Zoning District ........................L.. .. ..................... ........................n........................................ Nome of Owner .. . // 5 `1 C'c-c/9/L- c- c,ao (� K......t�R Cih�/,P! 5.......................Address .............. .................................................................... Name of Builder ...... ` .... .........Address 4vw $dci{ i s�rr/y� /td /?wipe J79 ram.. Y�I........... .. Nameof Architect ..........�6/✓fz.....................................Address .................-........................................................... Number of Rooms .I...............................................Foundation v� rs �p yr Exterior ......W t�:T�.....C......alc .....5!1? � ....................Roofing T. �?. < ..........3 ........................................ Floors �Gi�', .Interior ............5.��eeT.. 4Ft............�......................... .............................................. �'c.. ............................................Plumbing ���✓� Heating ........ ....................�.... ................................................. Fireplace ...................... ..U ..........................................Approximate Cost ............................... ....:......5 d 0...................... Definitive Plan Approved by Planning Board ________________________________19-------- . Area ....lT�.��....................... Diagram of Lot and Building with Dimensions Fee ....././.f.. SUBJECT TO APPROVAL OF BOARD OF HEALTH f OCCUPANCY PERMITS REQUIRED FOR NEW DWELLINGS I hereby agree to conform to all the Rules and Regulations of the Town of Barnstable regarding the above construction. �. fI Name ........................ �'�:c/.�....................... Construction Supervisor's License O 24' SAUNDERS, ALLAN fr No .... Permit for ..,ENCLOSE DECK ................................. Single Family Dwelling ...................... Location .....5.4...C.e.dar...Wood...Road.................... ... .... ........ ......................co.t.u.it............................................ Owner ...Saun.d..e.r s................................. ...... . .... Type of Construction .......Frame........................ ................................................................................ Plot ............................ Lot ................................ Permit Granted ...,,.February 25..........19 86 .................. Date of Inspection ....................................19 Date Completed ..........IVY ................19 j;. Q A <: M 0 , . 1 �oFtHe►o,,� Town of Barnstable BARNSTABLE. • ' Regulatory Services 9 MASS. f 1639" �0 '=x Building Division prFO MA'S A .`• 200 Main Street, Hyannis,MA 02601 Office: 508-8624038 \ Fax: 508-790-6230 Inspection Correction Notice Type of Inspection Location .�` CF� Gya� • Permit Number 2-�O S d Owner e r Builder o j One notice to remain on job site, one notice-on file;in Building Department. The following items need correcting:49 ,p a" s z' i5 &c.e,Cr—i kY?, x�-'O�'Re - ��� i —ro /N s' c" 4T i 43 Z/ Please call: 508-862-4038 for re-inspectio x�Inspected by i t Date a