HomeMy WebLinkAbout0141 ENTERPRISE ROAD - Health (2) s
LA
R 0 - P CE
,Y
�•
141 E. NTF R RI ZE ROA
HYANNISJ
' 1 rc tec t r . rU �
•a . ,l f c nt is a hlE LEVLIN L� SIGNS
e o
• - _.. i7wG,'F+e t�l..SG t�.1�PT�c7'N t
A I v 10,C) s,nc A c tour a l� e�n ine e r • Ediv * n Kaininski
g
Alt ,-LooVZ, - ti N
-
1'Uvt ln/•i r oN : VLAN l ruutv�nTl�ty �c`t'nt�..s
en�ne er ow �- p
- s -
site a e engineering_
•
•
C�caR �v+Nca genera contrac•to f • TCarpeiltr
P� AT I T
�>cPGSuK�,:. t2C7 ,
b t c5 tTE PLAN
In Jx
rr
rl
-ym .1
ILL
We
mom
' � r ` ..1 i � ��11�1A1.�.�'1�� �• 4• `" _.��r��, � (�� . .o � -/ "y�y` � K i5 ��1''�� 1� ''�"1']I .N��"a'� ,'+.
r•� "�,`.�'1 �'�'•"'' r , -• ...._ '"" _ - .., ." � ......___.._`:Sens.,.' ...y...�. _.... ._.__...._._....._.__.�
isr :,.;: _._...,........_.... _ -......_.___..._ ... .._-- ,...._ _ ,•
4 .
.,..�,•..-r..r.rr,.�r�r.,rrwr•w•+w+n .w+•raw.�+++1+.V..++�.w ..nww+wtiw...wr,+r�!w!2�wrw!.....w.+�..*..r..w._w_.-.r.� ww.w « .. __ .. ..... ........._ ._. _ - a ..,.. . ...-. _. _ ii�u.'-w�� wrA
wore:A�-L t,4 JCJ\y :,ivanr�,otw. 40o"t�.tjuE1 WLE.L,4L.BIT-
3y�2�v
r
a_........ _
-• :.,. ,,. .,�._'.�r�•�.:.-.:_�. _._ .... .. ._ 1LS1'Wn�.i _5N1Not-Es � �F � L 2 3� x "1° ��..�55
-Ttr�n;��r3Lt Nam_oii�c�c.�it l
2 n1� SCx n b1 i, t N JVG �v� Pn,v\C w iVn\vA?,E
Sa
r
S
a �
iL
r
' \ t L
r .
r
_ 514NCC
._._...... _
•
j —
_
_
.. _
0/1
�/11+1�C(„ 5•`4'�t N S OYV `t'�v'�K C� V/i,L,
-- -
ffI �
1
$r el o D
Desigqip
774-238-0773
A
I
i
3;�- L° �` ',�s4rj� G CZ` C, C " 3 `' 3 p". +:�'�►" '' 2. CO 2•ro' It=Crime 3 v. ( �� G G,YV" 6.p~ 1'a: "
. `}.� ._. _Iwo
�„#,,.ti__._ f�' - ,• _., _,,,,.,_-i.,..,. .._ ��.,:_ �.._ ';�,,,,e5q..._...,...._. �i...... - 1•f +'I•w•rpr• «, I --,. .....f. c..STe.... ,.�I.j,a�rw ..._._._.._...�r
j
>3 l3/�YZS : ' .4�2 -.x'a `,�� ...4_10 ... _
- w14 r. ..__. ........---___....._.... - -
,
Op V
WA
Of
fttf
_
-
- wsw• ..
I •
_
• 5.
_, r`
cw-
3° -
,
0I
I ,
f
w
,
Qi — ILA a it
i I � _
V _ t ,
-I,CJC1h-1'` _�Z.z��A1s__._ t�k� Cht!i�-4_. `i :•_............... _ .
�s.i.:!Il�
G _Lot
.
-
so:
,
Q _ +r l
ol
iL
--y-
•,�o`' �.ca" I p .c>a`' S:Co" " 4; �1'• g.C, 3 .�.• 3.�- g ,�, y �. q`�� 4 W'' ' ,4 v.. S_�.. �•.�,„ q �.,. 5 ��
l ____._..... .._.. ..... ... . .. _...__ - -......_......_... ..
t
2v ' c�' 10
Brtic''� Devlin
Destgno
774-23"773
�T� 7`
-
• fl i - I
}--
1
a �
_-._ ��$".:TNk;.�;�N• ._. . .R . .... .. 'ie�.'f�•��:•_.:iCl.1r::�fJC�G _... _ .._ ...__.. _._......__ . .. . _..-..... _. .... .
4 two
,
"k �.,w'^''�• SLr.Pr? _ �.
4 ..
1rn?tF 1R
: - �.. - 4 ENlc.1 C.C_?�►C::�t,-�1.Rt_.../`Sa x�".?CIO
i
` u 2.xG..P• b lJ.... .
,
i
5 LZR
.� ! � •R�c,WEc..fi' •2.' 'f1s u�..._���G�:�...... •slt3``c.9 Div �...CbU Ts ��/
1 . . + \ � •� � 1N�UL.�'�'��UN hrttaLt �..""�"�.��:.:._�.'..��..._�4T_i:•.�__.�U"� .0�
1 . ... ...........:.. j
._ �Y� Ct Z' p �= 1
` C 'r�:.�,. `c '�a�y._. _ . .'' :_�. "� S l U. T'��� �i. t c.�ov 'r•2
t
.. tGo�• p'' •
7r, .•i��.,•at•e...,�.._ .r�.+f,::b�:'t+4,tip'n�oe�}+1,7rlMkt?ea'�`1�=rti7' .,xx^_Y+Z. .,l :.�fi.�> ,.V ,�•','�y!'.�.'�.1•p a"Y'�.I, 4•r �:�""�rt'''.pry.. ..� rxt... w.:t•:=' +�. 'Si -,j(y �7,t,•,S"y' .� r••..Y ,f a }.�h.. (..//.M..f .F..,:'.. r'' �f.L.t*i•,�:..•:• L!�r.+f..pe& �S
� r r ::il+. •�: � T.. .ttt.`.f',y._- '•,t::,:e.'1�, /' �'•�' .''sir't,�ri�ta•�'tk...'Y• ..... 'n�ii'1�a.: - ;a...:��..'i'�'iS...• 'a•,r 1"
, f
.1
7r 1
r :
1D.
10
f A.;
f �S J
r.r Cc n\!TRcy L..._JU1.�•I`C — .--� Gt:1T RtaC_ I CC1 N"Ct2CL \AzT'
I � --
•.t --._..._...._..�___. _______r�-..— �._ ,^• KI'n•.!z•• "3. '�Y :<;- :a<;�s, ..i �' }tj^�`^^ ,.;...y wy rr' ....>~_?..� _
t J > f,,'I .i �*�. ,�;��' f. +.ft�a•j 1 1 •.. .�ar. Y �� ^Yp'•;:.�r' Lr�f r -L �N.•!S..•.' •� r�:.'
yI .fw h, �1: yew,_ h., '�:. �.Tl�e.'f1'�,t `:'+�..�..^+!RR�i�9t�?� ��','. "'a'� ?,:i•' ,�'/'. .r.. A r
.i ... .,`1'.�1f.•,����f!/R'tS;K.•,•'.11"�.C.. ' yi�Ra%�i.�.. ��`�^Y���',�,.•...v�nw":;hli� dK� ��i.�,:1.P,r1•,. .;y ( �.�,t� r� ,.-�L y�.t � 1•'.4h �` i ..�. �':•,:.,F�`'. ::+�� .}}�-sr_sC,"..��..'{�.r ��.�•,7iwlr.•ea„'3G.. dc.,�...:intx�r,r,<•.�.:+:.._. _:�. �.;'
��+� � �...__� .. �y{ .,7• `sly A
•���� i � I � ?ark f
t t.
4•
t.
ua
,1�,..{.N �a� .r,t... ,,v.. .,.r._ .... � .J•}J.!W. w �.•.::.•^Y ..... +:',: '�':�:.i��� �.lr ;n. "Ar�-,�'_"a ,Y...,.o.k'
•
.. �_.�.. •+ar •,tAs•vr.. a',' c..: y....,�, ,, t._. _Y•n. ,.,+7_.7 lrzi — .., i •tii .;•C'•i•'.• .k?'.. •;"; .�_........ _...
2t?-o" � t6•�' : � i .. . �2,,•Q.. !2,' p•, - i� .Q.. 2C)•O'• ... t � � �.1
_ _._..... .......
2 • d'
l ;
i
l w_.._..... -- -.NCB n710- _. .
N1Pt.�1�1 _._ ,•�
_.__ ._..._ `�4t'3�X !Z•,.1 k, =NO, 1r`Ct�1 4�`" JfJ(IN 15��,.lSJ�V
r ev lin
_ es e
s kh
q`WL IN -" S.__C... .
SStS , � h 5 6
:
:
�t'
.-.... ; � :.._.�l:�J..�.•:.1.�'Z,ty.p• � -.�'t�`
:��t�_..vim,....... f __,.,.....::....._ ..:.-....
ti'IZr• ;sr�.. . :f�th S f VSt: 4 N �
n
i
s N s4 __S, tt K
1 x3 s'('1�M�t'�I_ _... •-------�•... _L�t�a3�.1Gi'';s�l�_—._:•:.�_« t �-T:t t�.tv . - L,h. ���� �
...... I x'S
}
14"x� 2" l.`.vl�`,,.�.:;;:..�:L�,._"��v5�.�•._., ••- ' ..2.�.5Q..-.6.T�n_�..:_�.�"... ._ �"/ _. �.tE3 - . ... GC _._ ..
•f � � C r 1q �`-S 7fer,
:
._.._...._ _._... .. , . _.. i _ .
1 U K 1�` k
or
-:2��4::.1.carp:��s.,z�:::S���..:.�.�w.�'_�a..�,..�.:..S;,t1�.1,�.SuS:�..:..._-----•-
�V'sa.T�.n.._ .NC. 5t.A6��/ 'i0 , S� n;-c�tL �' i n`Y�, it
co p
._ .�t.
S' .' �rtti ?-..!�1v4• - k/»c)R.5,krAI A:A.i. : --F'Ul3l�UC�
r „
fivuNn.
=r
S., TNT+. 5v<tZUIcj-A
i
' 4
e�_
.. .. �......_ _. ................._.,,r_•_rt_.___+._.rr.-w.n...,............_.•_r...•.r.wr.�. .-_•_r_..wrm-,_r.«_..._. ___.. ._. ... - ......_ ..-.. ..r _. ._ ............ .... •........ ... ....,...,.r,... _ _...-... _. ........._ _ ...._,.__..._.... ......._..,...._._._._......_._.___.»_.+,-_..r_._•.-_... _._..._..—...
rrr�i-r...ww_.._.•......r.._...._-_..........._._..v..........._......w.__..._vwa,wr...n•.,.__»......-..._......... .......... ......•...... ... _ ... ... ..... •- ....... ,.,..-__..____•____.___ _ _ _ w.._...__..rn.w•,w__rn.+._....__w•__
.r
M
r
_...... .. .........-.......- _......... ... ... y - .. .
_ .. ._. __. _............ - _ _.. _ ..... ... ... ... .. ..... ...__....._. ......... .. ......._..._..
- .. � :. ..' - ........-.... ... ....._...ter_,- _....._.._._.. __....___-_.__...-_..._.. ..,...,,.-...._ _ - _-_.,,.m.___,... •_• __ ......• ....,...._. .. ....�_._,,._ _ - ._..._.,._r_..,_._.__ wr ._..._._.__-....___.r..r__.•...,.__
.... �. � •ems --- --
_.X_ Jxt
_
... ...... P '(: _... ... ., ' ._. ..-. .. ... .- _......... ... _. ... ._.._...... ,.,.__ .....__.._- _...._...._ __ ----'__."„' _.'r'_' _... .. ,_ -. ... ...-._....�_.._.,..__......_.,u::we+eea.re:.�c•._..._.«z_=..rvx •• _•_«__•_•_.___—__-__�-.— _____,.._,._. �_.._ __w _...,_._.._.._ ._--, .,�..a.,w,.,_...._..._--.__, __r.. ..._ ..�_.,.,.. _ _..m._.
wY
c.•
... ,:
_................... ..,_.- .._. ._. _. _..::......._...,..:.... -.... _.._._.a.,_,.,,-.,,...,m...... .. .,...-___. ... -:.mom•._;�.._..._..._.__.-....
...........
...................
,
n
_...... .. _
,
_
. .......... .............
...........
J
• ` 1
�►rtat : Devlin
Designo
_ S
•
<Z
,
_
5u�•�--r.t-i„pu��. . ... , cc�vc....�,wc:�cbi _._. . .���c.nsc.�'iv:_:::��..��. Gt2 cCyVn�..
=UlaC�
n
- � I a�, . .. atv k. �• 3E� tNSt,� . r1 �" U►[�.L.J`=_l�GL��n ON _ �,sslii t a 8�----'
-------------
-........._____....-__•-• I - .
IL
6
—'- S.t to taa•-Cls�.C.caYS AL t
SI�J�'1'"C:�C,v � r_• �: 1 ,,.: '[�v o �+��•� ��='C�t 1,.,. S -�'S �L`ly,�'�t".p,.''� 5�.� .�N 1
�- isL"t t'} C'/� 1c, C5• {�3.`,t o x. ._ 'r pLt%4C
- j
1
T
3fi: I r
It U
JE
I F
..........
. --- •-
. j
(n
7
,
-$ per+•., ..
j
i
r 1
•� r
�1t •`�. w` __ ..
:
AL
It
cu
p � ,
I
-
�. I �I
:
SLA^?5DN e �Q4-,t P
• — S
.. ... . ....
j
U's sE D( -c
•
-
V 17k;R v�
•
_
.._..
e k.._.. _._.. ^t �t�� t ,tC .—�'LL &-C?C. iNC FQ%Z. 'r1�,us5el- LOC-ATtjn Aw��_.t;.cP
t�c) (�`xeo our
S.Ca Lacy _1 ..Z.Kl r�1 ......3�?.":�:c C>�2t:t2 Z r CS y
_ i;•,
Bruc..-%. Devlin
Designo
7 7'4 23"773 1
1
7�1
CALCULATIONS &REOU EMENTS FOR WIND EXMSUU C
6wu w tono b5 ps E
1. Sill or Bottom Pia to Foundation Connection 8&quirements for Wind-knosure C .......
Dead Load AssumptionsL.Roof/Ceiling Assembly DL-15 psf',Wall DL 60 plf 3. Sill or Bottom Plate to Foundation Connection (Anc)}or Bolts)Resj§fig QPlift Loads 6. rieaaer Kegu ements z r wain
Number of stories: �2^�' hoof Span m 2-e- figm Wind 1,2
U=296 S-418 R Roof Span= Zr. Required capacity of connection at each end of headers(lbs.)
- Number of stories: .2.,5 8'End Zones-25 Interior Zones-29 Windows _6' spans U%= 1248 L=656
U - Connector upSitt load Windows =4' spans U'/►- 832 L-437
G Connector lateral load(perpendicular to the wall). I• Prescriptive limits are based on assumptions in Table A-3.2.
S - Connector sheqar load(parallel to the wall). U=Connector uplift load
R = L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge,
Where W is the building width and L is the building length. 2. When anchor bolts are used to resist uplift,lateral,and shear loads the maximum L=Connector lateral load(perpendicular to the wall).
Anchor bolt spacing shall.not exceed the lesser of the tabulated values for uplift
* Anchorage required to resist lateral loads shall be determined in the foundation design Loads(Table A-3.2C)or lateral and shear loads(Table A-3.2B). For other 1. Tabulated uplift and lateral connection requirements shall be permitted to be multiplied
Per Section 1.1.4. Anchor bolt limitations seeSections 3.2.1.7 and 3.2.2.3. By 0.75 and 0.92,re4spectiveiy,for framing not located within 8 feet of building comers.
1. Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, 2. Tabulated connection loads assume a building in Exposure C.
Respectively,for fiamiug not located within 8 feet of building corners. 4. Truss Framing-to Wall Connection Requimttents for Wind Loads 3. Tabulated uplift requirements assume a roof and ceiling assembly dead load of 9 psf
(0.6 x 15 psf=9 psf).
2. Tabulated uplift loads assume a roof and ceiling assembly dead load of 9 psf(0.6 x 15 Truss spacing= 16" Roof span= =�' 4. Tabulated uplift loads are specified for headers supporting roof assembly. When
Psf=9 psf). 3,4 Calculating uplift loads for headers supporting floor loads,the tabulated uplift loads shall
' Be permitted to be reduced by 30 plf times the header span for each full wall above.
3. Tabulated shear capacity requirements assume all walls are sheathed in accordance+With
Section3.4.4.2. U=554 L=291 S� i29R
9. Window
Sill Plate Connection Requirements
For other wall sheathing types the tbulted shear capacity of the connection shall be U _ Connector uplift load. 1,2
9 Divided by the approriate sheathing type adjustment factor in Tble 3.17 D. L Connector lateral load(perpendicular to the wall). Required Lateral Capacity of Connection at each end of Window Sill Plate(lbs.)
S = Connector shear load(parallel to the wall). 6' span=656 4'span=437
R - L/W for wind perpendicular to the ridge and W/L for wind parallel to the
Ridge,where W is the building width and L is the building length.2. 8''Ar}c)lor Bolts Sill Plate to Foundation Connections Resi§ting Sllggf Loads from Wind. 1. Tabulated lateral connection requirements shall be permitted to be multiplied by
1,2,3, 1. Tabulated uplifts and lateral loads shall be permitted to be multiplied by 0.92 for framing not located within 8 feet of building corners.
0.75 and 0.92,respectively,for framing not located within 8 feet of 2• Tabulated connection loads assume a building located in Exposurc C.
Number of stories: a,5 Number of Bolts Required in Sherwall Line !-2 Building comers.
* Anchorage required to resist lateral loads shall be determined in the foundation design 10. Roof Sheathing_Attachment Requirements
2. Tabulated building loads assume a building located in Exposure C.Per Section I.1.4. Maximum Nail Spacing for 8d Common Nails or 10d Box Nails(inches,o.c.)
i. Prescriptive limits are based on assumtions in Table A-3.2. 3. Tabulated building loads assume a reduced roof and ceiling assembly 1
Dead load of 9 psf(0.6 x 15 psf=9 psf). Sheathing location -interior zone,spacing of rafters- 16" 5
2. Anchor bolts shall be uniformly distributed along the length of the shear wall line,and Maximum nail spacing for 8d Common Nails of 10d Box Nails)inches,o.c.)
_ In no case shall the anchor bolt spacing exceed 30 inches on center. For other anchor bolt 4. Tabulated uplift loads are specified for roof-to-wall connections. When E 6 F- 12
i Limitations see Section 3.2.1.7. Calculating aplift loas for war'to-wall or wail-to-foundation connectioi 1
tabulated uplift values shall be permitted to be reduced by 60 plf(0.60 x 9 . Sheathing location-perimeter edge zone,spacing of rafters- 16" 5
3. Sill plates are assumed to be treated.Southern Pine. plf)for each full wall above. Maximum nail spacing for 8d Common Nails or 10d Box Nails(inch.:s,o.c.)
E=6 F-6 4 4
Gable endwall rake with lookout block E4 F4
E=Nail spacing at panel edges(in.) ' E
�-s`vl n� �✓���~ , M 5. Truss and/or Ceilinu Join Top P1at�LateW and Shear Connection Requirements- F=Nail spacing at intermediated supports in the panel field(in.)
Exposure C.
1. For roof sheathing within 4 feet of the perimeter edge of the roof,including 4 feet on each
Truss spacing= 16' Wall height= -8�2."
Number of 8d common nails or 10d box nails(toe nailed) (4)
1. . Prescripxie l;r k,s are based on assumptions in Table 3,4.
_ To P { -Tprl,� 2. Tabulated connection requirements assume a building located in Exposure C.
2 'T k T���- �'-� '- 3 3. When ceiling joists are installed parallel to rafters,the sum of the toenails in the (10.) (1.) side of the roof peak,the 4 foot perimeter edge zone attchment requirements shall be used.
_- Rafter and ceiling joist shall equal or exceed the tabulated number of nails required. 2• Tabulated 12 inch o.c.nail spacing assumes sheathing attached to rafter/truss framing
4. To avoid splitting,no more than 2 toenails shall be installed in each side of a rafter or Members with G greater than or equal to 0.49. For framing members with 0.42 less than
Ceiling joist when fastened to a 2 x 4 top plate or 3 toenails in each side when fastened Or equal to G less than 0.49,the nail spacings shall be reduced to 6 inches o,c.
To a 2 x 4 top plate or 3 toenails in each side when fastened to a 2 x 6 top plate, 3. Tabulated 6 inch o.c_nail spacing assumes sheathing attached to rfter/truss framing
S CC)►,l.t,.._..�J1::N I:CR___-__-:... 6 "" Members with G greater than or equal to 0.49. For framing members with 0.42 less than
6. Uplift StMp Connection RegitirtaM=(,&Bf-to-Wall,Wail-to Wgll,and Wall-tg Wgll Or equal to G less than 0.49,the nail spacings shall be reduced to 3 inches o.c.
l Foundation) 4. Tabulated 4 inch o.c.nail spacing assumes sheathing attached to rafter/truss framing with
-- -- G greater than or equal to 0.49, For&arcing members with 0.42 less than or equal to G
Framing spaces= 16" Roof span- , 1,2,3,4, Less than 0.49,the nail spacings shall be reduced to 3 inches o.c.
j Number of 8d common nails or 10d box nails in each end of 1 '/a x 2 gage strap (6) 5. Tabulated nail spacings assume a building located in Exposure C.
V tv L S t ra t.N.C. 1. Prescriptive limits are based on assumptions in Tble 3A 11. Wa1] Stieatltttlg and ClaMng Attach-meat Requirements.SWuctuMl Sheathing
t 2. Tabulated uplift requirements assume a building located in Exposure C. 4,5
C�Fl l N ' 3. Tabulated uplift requirements assume a roof and ceiling assembly dead load of 9 psf Maximum Nail Spacing for 8d CoOmmon Nails or l Od Box Nails(inches,o.c.)
rs,N R icon ft r-j 5 ; r-yztiN - (0.60 x 15 psf). If a ceiling assembly is not connected to the roof assembly,the tabulated Sheathing location 1 -interior zone,spacing of rfters- I6" E=6 f= 12
Number of nails shall be increased by 1 nail at each end of the strap. e
-Nail spacing at panel edges in.
���Y�••�--• - 4. Minimum ASTM A653 Grade 33 steel strap. E g p g (' )
'ALL (^�t ,L3,1 S►ti'3 'C�t� -tC�._tbE. ._ _ ._ F -Nail p t intermediate supports m th 1, .el fie) (' spacing a ' o - e a din.)
i�zp t-4 lb�Gv t� 4�. E.OLU 7. Tog c Bottom Plate to$tit Lateral Connections 1 sheathing within 4 feet of the comers, 4 foot perimeter edge zone
• _ For wall rn rs,the t e ' d e
Stud spacing= 16" Wall height=U '-7" 1,2,3 Attachmentsrequire4ments shall be used.
Required number of 16d common nails or 40d box nails per connection plf (3) 2. Tabulated 12 inch o.c,nail spacing assumes sheathing attached to stud framing
` Members with G greater than or equal to 0.49. For framing members with 0.42 less than
I. Prescriptive limits are based on assumtions in Table A-3.5. Or equal to G less than 0.49,the nail spacings shall be reduced to 6 inches o.c.
2. - Tabulated framing loads and,connection requirements shall be permitted to be multiplied 3. Tabulated 6 inch o.c,nail spacing assumes sheathing attached to rafter/truss framing
By 0,92 for framing not located within 8 feet of corners. Members with G greater than or equal to 0.49. For framing members with 0.42 less than
- i 3. Tabulated framing loads assume a building located in Exposure C. Or equal to G less than 0.42,the nail spacings shall be reduced to 4"o.c.
4. For exterior panel siding,galvanized box nails shall be permitted to be substituted for
Common nails.
..:. x
__.._._...._. _ -_._ _. _.__ . 5. Tabulated nail spacings assume a building is located in Exposure C.
Simpson MSTA49 Wall Strap `
_• Tension Load (150)220
T Simpson LSTA18 Ridge Strap
Tension Load(160) 1235
I
Simpson BC4 Post Cap(Deck)
Uplift 980 Lateral 1000
Simpson CBS044 SDS2 Column Base(Deck)
10 ga. X 21/4 Uplift(160) 5335 Down (100) 10975
Simpson PC66 Post Cap(Bearing Post/Beam)
Uplift(160) 1700 Lateral (P.C. 133/160)925
Simpson H.8 Hurricane Clips 18 ga. - .g
�, Uplift(DF/SP) (160)745 Lateral 75
j(a�W=1�'_ . ____.._. (SPF/HF) (160) 565 Lateral 75 _
All specified fastners must be installed according to Simpson-Strong Tie instructions. Consult the
Fastner Guide provided in catalog.
I
A n o N s 4 �•=--c-t RA r l a N j
R••••...S.+WOI:i.`hru,.,.:i:+JlBi.{iw J'
• SCALE: �!�z s�, ~ APPROVED BY: ORAWN BY
Bruce Devll l
-. Design
DATE: ` �`� REVISED
Le
774-23"773 sv�-RUC ��r<,�UE L;>�w M.111, .
7RAWMKi NUMBER
C CII ATIONS & QiIIREM N'' FOR M EMOSCrrtr C
t.
i
1. Sill or 13oWm Plate to Foundation Connection R gurrements for Wind-Lamm G
5. Truss and/or Ceiling Joist T Pate Later and hear. �o ec n R uiremen s-
Dead Load Assumption- Roof/Ceiling-Assembly DL 15 psf,Wall DL=60 plf Exttiosure C,,
Number of stories: , . Roof Span _
U=296 S=418 R Truss 16' Wall height
spacing
u = Connector uplift load Number of-8d common nails or 10d box nails(toe nailed),(4)
L Connector lateral load(perpendicular to the wall)._
S = Connector shegar load(parallel to the wall). .1. Prescriptive limits are based on assumptions in Table 3,4.
R - LAW for wind perpendicular to: ridge and W/L for wind.parallel to the ridge, 2. Tabulated connection requirements assume a building located in Exposure C.
Where W is the building width antl L is the building length.
3. When ceiling_j oists are installed parallel to rafters,the.sum of the toenails in the
* Rafter and ceiling joist shall equal or exceed the tabulated number of nails required.
A�rimed to rarst lateaad Ica&shall be detmmmd in the foundation desigp
Perl l 4 4. To-avoid.,splitting,no more than 2 toenails shall be installed in each side of a railer or
ScomCeiling joist when fastened to a 2 x 4 top plate or'3 toenails in each side when fastened
1. Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, To a.2 x 4 top plate or 3 toenails in each side when fastened to a 2 x 6 top plate.
Respectively,for framing not located within 8 feet of building comers.
2. Tabulated uplift loads assume a roof and ceiling assembly dead load of 9 psf(0.6 x [7 15 6• li S C nnection it t f o- W I Wa11-to Wall Wa 1 -.t Wall
Psf=9 psf).
Foundation)
3. Tabulated shear capacity requirements assume.all walls are sheathed in accordance.kith Framing spaces= . Roof span 1,2,3,4
k Section3.4.4.2. Number of 8d common nails or 1Od box nails in each end of 1 1/4 x 2 gage strap (6)
For other wall sheathing types the tbulted shear capacity of the connection 6"all be 1. Prescriptive limits are based on assumptions in Tble.3,4.
Divided by the approriate,sheathing type ac,ustment factor in Tble 3.17 D:
2. Tabulated uplift requirements assume a building located in Exposure C.
3. Tabulated uplift requirements assume,a roof and ceiling assembly dead load of 9 psf '
f (0.60 x 15 psf). If a ceiling assembly"is not connected to the roof assembly;the tabulated
j" 1 2. 5/8"Aneho�r$olts Sill Plate to Foundation Connections Resisting,Shear Loads from Wind
Number:of nails shall be increased by 1 nail at each end of the strap.. x j
i 1;2,3, 4. Minimum ASTM A653 Grade 33 steel strap.
Number of stories: Number of Bolts Required in Sherwall Line 00) 7. Ton and Bottom Plate to Stud Lateral Connections
* Anchorage required to resist lateral loads shall be determined in the foundation design Stud spacing- 16 Wall height 1,2,3
Per Section 1.1.4. r Required rvmber of 16d 'common nails or 40d box nails per connection plf (3)
1. Prescriptive limits are based on assumtions in Table A-3.2. 1. Prescriptive limits are based on assumtions in Table A- 3.5.
• s 2. Anchor bolts shall be uniformly distributed along the length of.the shear wall.line,and 2• Tabulated framing loads and connectionrequirements shall be permitted to be multiplied. ,
In no case shall the anchor bolt spacing exceed 30 inches on center. For other anchor bolt
By 0,92 for framipg'not located within 8 feet of corners.
y
3: TaW ated framing loads assume a building located inExposure C.
Limitations see Section 3.2.1.7.
3. Sill plates,are assumed to be treated Southern Pine.
n-
8 Header Ikequirements for Wind
1,2 �.
} 3• i13 or Bottom Plate to Fe,t„riati�n Connections (Anchor Bolts)ftesistina U Re uired ca act of connection at each end of headers(1bs.)
Roof Span= 2- Required q P tY Y
l Jbm Wind• Windows =6' spans U%= 1248 L=656
F
Interior Zones-29
Windows 4' spans U�/4= $32 L=437
Number of stories:
8' End Zones 25
`
U=C m=tor uplift load
bad on assumptions m Table A-3.2.
1. Prescxiptive limits are L=Connector lateral load{perpendicular to the wall). �.
t
i
2. When anchor bolts are used to resist uplift;'iateral, and shear loads the maximum 1. Tabulated uplift and lateral connection requirements shall be permitted to be multiplied
Anchor bolt spacing shall not exceed the lesser of the tabulated values or uplift By 0.75 and 0.92,re4spectively,for framing not located within 8 feet of building comers.
Loads(Table A- 3.2C) or lateral and shear loads (Table A - 3.2B). For other
2. Tabulated connection loads assume a building in Exposure C.
Anchor bolt limitations seeSections 3.2.1.7 and 3.2.2.3. 3 Tabulated uplift requirements assume a roof and ceiling assembly dead load of 9 psf ;
(0.6 x 15 psf=9 psf).
4. Truss Framing to Wall Connection Requirements for Wind Loads . 4. Tabulated uplift)reds are specifted for headers supporting roof assembly. When €
Calculating uplift loads for headers supporting floor loads,the tabulated uplift loads shall
Truss spacing Roof span" Be permitted to be reduced by 30 plf times the header span for each full wall above.
3,4
indo�vSill Plate Connection Requirements '
= S54 L= S = 129R 1,2
U 291
3
Required Lateral Capacity of Connection at each end of Window Sill Plate(lbs.)
r U - Cormector uplift load.
L = Goinaector lateral load(perpendicular te'the wall). 6' span=656. 411span=437
S = Connector shear load (parallel to the wall).
R - L/W for wind perpendicular to the ridge and W/L for wind parallel to the 1• Tabulated lateral connection requirements shall be permitted to be multiplied by
W is the building width and L is the building length. �
Ridge,where 0,92'for framing not located within 8 feet of building corners.
2: Tabulated connection loads assume a building:located.in Exposure.C. :
1. Tabulated uplifts and lateral loads shall be permitted to be multiplied by i
for framin not located within 8 feet of t '
0.75 and 0.92,respectively, g 10. Roof Sheathingti Attachment Requirements '
Building corners.
assume a building located in Exposure C. Maximum Nail Spacing for 8d Common Nails or 1 Od Box Nails.(inches, o.c.)
2. Tabulated building loads s g
;. 1 ,
i Sheathing location -interior zone, spacing of rafters-16" 5
3. Tabulated building loads assume a reduced roof and ceiling assembly Maximum nail sparing for 8d Common Nails of 10d Box Nails)inches, o.c.)
Dead load of 9 psf(0.6 x 15 psf=9 psf). E_{ F= 12
4. Tabulated uplift loads are specified for roof-to- wall connections. When' Sheathing location-perimeter edge zone, spacing of rafters- 16" 5
Calculating aplift loss for wall-to- wall,or wall -to-foundation connections Maximum nail spacing for 8d Common Nails or lod Box Nails(inches,o.c.)
S
tabulated uplift values.shall be permitted to be reduced by 60 p1f, 0 x 99 E : 6 F=6
h full wall above, 4 4
plfl for sac , "
Gable endwa rake with lookout block E4 F4
E=Nail spacing at,panel edges(in.) ;
F=Nail spec g at intermediated supports-in the panel field(in.)
CAIE.N APPROVED BY DRAWN•�. D N BY
1 .c TE. SED
1. Far ro f sheathing within 4 feet of the penmeter edge of the roof,i ud 4 et on each
1
i
DRAWING NUMBER
4
� I