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A WC Guide it; Wood Construction High Wid Areas:4:0 mph W!nd Zone f
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Massachusetts Checklist for Compliance (78C CNIR 5301.2.1.1)* •
- IZI Check
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__ compliance
1.1 SCOPE
Wind Speed(3-sec.gust) 110 mph _
Wind Exposure Category B
1.2 APPLICABILITY
Number of Stories Fig 2) ?.. 2--- stories S.2 stories _____
Roof Pitch Fig 2) 4:124424 12:12 _
Mean Roof Height Fig 2) ft 5.33' _____
....0"
Building Width,W Fig 3) J., ft S 80'
_
Building Length,L Fig 3) ,P ft S 80'
Building Aspect Ratio(UW) Fig 4) 44. ' s 3:1
Nominal Height of Tallest Opening2 fig 4)................................................... 5 6'8" .
_
1.3 FRAMING CONNECTIONS
General'compliance with framing connections............ (Table 2)
2.1 FOUNDATION I
Foundation Walls meeting requirements of 780 CMR 5404.1
Concrete ----
Concrete Masonry ______
--ci6
2.2 ANCHORAGE TO FOUNDATION,,: S. -"- (?...,t(0 rojet-e VjUST,
5/8 Anchor Bolts irnbedded or 5/8 Proprietary Mechanical Anchors as a,n filtemative in cpecre only '
Bolt Spacing-general -7-1-° (Table 4) WI/011145erp.i 4:0 ," in
Bolt Spacing from end/joint of plate (Fig 5) .i. -4 2- in.s 8"-12" —
_
Bolt Embedment-concrete (Fig 5) 7.....in a 7" ___
Bolt Embedment-masonry (Fig 5)....,........,...,.......................... -- in.a 15" ___
Plate Washer (Fig 5) a 3"x 3"x'A"
3.1 FLOORS
Floor ftathing member spans checked (per 780 CMR Chapter 55) —
Maximum Floor Opening Dimension (Fig 6) ....,...4kft s 12'or L/2 or W/2
—
Full Height Wall Studs at Floor Openings less than 2'from Exterior Wall(Fig 6)
Maximum Floor Joist Setbacks
Supporting Loadbearing Walls or Shearwall (Fig 7) -ft s d _
Maximum Cantilevered Floor Joists
Supporting Loadbearing Walls or Shearwall (Fig 8) - ft S d
Floor Bracing at Endwalls Fig 9)
----
Floor Sheathing Type (per 780 CMR Chapter 55) •
Floor Sheathing Thickness (per 780 CMR Chapter 55)......_............V —
in.
_
Floor Sheathing Fastening (Table 2).. ..K.0 nails at 4, in edge/ /2. in field ____
's, ) ft 5 10'
4.1 WALLS
Wall Height L
Loadbearing walls (Fig 10 and Table 5)
Non-Loadbearing walls Fig 10 and Table 5)............_,..,....:-.4,I& ft 5 20'
Wall Stud Spacing Fig 10 and Table 5) 44,,tin.s 24"o.c. _
Wall Story Offsets Figs 7&8) -ft s d
4.2 EXTERIOR WALLS3
Wood Studs
Loadbearing walls able 5) 2x *-,
12ft -- in. _
Non-Loadbearing walls able 5) 2x 1.,.....a.ft 5_in. _
Gable End Wall Bracing'
Full Height Endwall Studs .(Fig 10) ____
WSP Attic Floor Length (Fig 11) ft aW/3 —
Gypsum Ceiling Length(if WSP not used) (Fig 11) ,X,rt _,ft a 0.9W
2 x 4 Continuous Lateral Brace @ 6 ft.o.c. .. Fig 11) . _
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8 STRUCTURAL
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Massachusetts Checklist To Compliance •iso --MR
4„,ca' s GA412:--
Loadbearing Wall Connections i'
i'
Lateral(no.of endnailed 16d common nails).............. Table 7) -Z- —
Non-Loidbearing Wall Connections
7..--
Lateral(no.of endnailed 16d common nails)............... able 8)
—Load Bearing Wall Openings(record largest opening but cieck all openings for compliance to Table 9)
Header Spans - Klabte 9) , " in.s 11'Sill Plate Spans Table 9) , ,,..,,,,.. . • in.s 11'Full Height Studs (no.of studs) , able 9) r -cr, ft in.
Non-Load Bearing Wall Openings(record largest opening ,ut check all opening Jot*cpm Hance to Table 9)
Header Spans. able 9) I./L.-AN ft in.S 12' '
_-_.
Sill Plate Spans. able 9) ft in.s 12"
Full Height Studs(no.of studs)............._................ .... able 9)
Exterior Wall Sheathing to Resist Uplift and Shear Simulta eously4 ‘
Minimum Building Dimension,W -.-4g
Sheathing
gHeTigyphte of Tallest Opening2 .......... .n..o.t.e...4.).... .............. „.................. .s.....,....t.,......... .... -&..6" *
Edge Nail Spacing able 10 or note 4 if less)I '..0 42,2,!•11:? in. _
Field Nail Spacing able 10) J. 'n.
• Shear Connection(no.of 16d common nails) able 10) .• ., rf
Percent Full-Height Sheathing___.................(Table 10) z,N- % i 2.s'g
5%Additional Sheathing for Wall wi h Opening>68"(Design Concepts).["'I •''',as-.0'
Maximum Building Dimension, L i C.Nt PS-Ce11,.Y.
Nominal Height of Tallest Opening2............................... .(et'' 6'8" _
Sheathing Type (note 4) , = il.,....0„,.*...y.in.
Edge Nail Spacing (Table 11 or note 4 if less)./ `.. to, 4= .
... ..„.4
Field Nail Spacing (Table 11) , 2- 'n, _
Shear Connection(no.of 16d common nails)(Table 11)
ri- — •
Percent Full-Height Sheathing able 11) sr`J° 1_,*c. it '2 iv
, ,. ....5%Adsllional§teathirig for Wall i h Opening>6'8"(Design Concepts).I , ,,,T 0
3c,.
Wall Cladding Cladding k,,pe Pt r A ror..- ..t_L ..
Rated for Wind Speed?
• _
5.1 ROOFS
Roof framing member spans checked?.......................1For Rafters use AWC Span Tool, see BBRS Website)
Roof Overhang ................_....... Figure 1 9).............4-2-ft s smaller of 2'or U3
Truss or Rafter Connections at Loadbearing Walls f t .
Proprietary Connectors MA-4. S• f2.7t74 :. 24
Uplift '' (Table 12) .. - b
U- 2.0,
Lateral... ... ... .. . (Table 12) Lys GI, ____
Shear (Table 12) . . ..,.S= hir
Ridge Strap Connections,g,...,c0IPSr:_.tsi_Onot sc„,41 .er page 21., ..(Table 13) T= - , L51-frif)
Gable Rake Outlooker ) `(Figure 20) AU it ft s smaller of 2'or 1.12
Truss or Rafter Connections at Non-Loadbearing Wall
Proprietary Connectors
• Uplift (Table 14) U= - lb.
Lateral(no.of 16d common nails)...(Table 14) 41 L= - lb. —
Roof Sheathing Type per 780 CMR Chapters 58 and 59)
Roof Sheathing Thickness .1.4 /4 in. 7/16"g!
Roof Sheathing Fastening able 2)..flot.degt_O.....V
Notes:
1. This checklist must 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 110 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
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.
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FOR NiEfrt- Uktb 40412.. iiirTAC41614T
NOTES:
...........„
Wood&mound Panels shell be minimum thickness of 7/16"sod be insallod ItS follows:
i. Panels shall boisuslled with untogdt axis grand to sods. .
ii. Al Imagined joistidall Goan over and be nailed to rioniss.
'a. On sissies soy aaastracritak pooh 441 be v'—bed so bottom plasma sad tap sacattampf the double
Lop-.
iv. On two story casisetactia' a.sipper panels shall be attadod to the tortmumber orate impel double top
phut sod to bstadjoist at basippef pond.Upper at:seisms*ef lower psnelsioll be made to bsod joist and
lower attadonem nude 104)wait. floor fmnitag.
v. Hodzonaj nail waits,at double! 'plates,band joists,aad girdea AIN bc a doable row of&I
stair:tad at 3 inches ita center per figattas below:Vaticgd and floritaatai Plain far Pawl Aiflent
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WSP ATTACHMENT .
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GENERAL NOTES AND MATERIAL SPECIFICATIONS: (Residential IRC Construction) SK-1
FOUNDATIONS
1,All workmanship to conform to the requirements of the Massachusetts State Building Code.latest edition.
2. For site location and grading information.see Site Plan.by others.
3. Assumed net allowable soil bearing capacity,q-3000 psi,for a medium sand/gravel composition. Other soils encountered,
contact the Engineer of Record.
4. Concrete: Minimum 28 day strength,Fe=3000 psi.3;4"aggregate,designed per American Concrete Institute Code,latest
issue,maximum slump=4".
a.) Anchor bolts ASTM A307 galvanized.min.5/8"diameter, 12"long,WI 2-1/2"hook spaced per Code Checklist,or in
concrete piers w/Simpson ABU-series base;SPACED 2'u/c for slab-on-grade construction(i.e.Garage,Basement,etc.).
b.) All walls to have rein,2#4 top horizontal,2"clear,to prevent shrinkage
c.) All walls longer than 25'shall have vertical control joint with waterstopping between wall joint.
FRAMING
1.All workmanship to conform to the requirements of the Massachusetts State Building Code,latest edition.
2.Structural Design Loads:
Dead Loads:Actual Weight of Building Components
Live Loads:Snow Load =30 psf(plus drift)with applicable reduction
ATTIC Storage=20 psf
Living Floor`-40 psi
Sleeping Floor 4 30 psf
Decks and Balconies=40 psf
Wind Load: Criteria used for 110 MPH Exposure B or C as noted per plans
3. Structural Steel: (as required)
a. ASTM A572 Grade 50;shop paint with rust inhibitive paint.Thru-Bolts: ASTM A307,1/2"diameter;punched holes;
9/16"diameter.
b. Welds: Shop weld cap and base plates to columns:shop weld bearing plates to beams;use F.70xx electrodes.
Alternatively,field weld by certified welders.
c. Deflection Criteria: L/360 total load deflection.
4.Timber Framing;
a.All new timber framing:Spruce-Pine-Fir No.2 with Fb=1000psi.E=1,300,000 psi,or better.
b.Pressure treated timber(P.T.) Southern Pine with Fb=1300 psi,E=1,600,000 psi,or better.
c.Laminated Veneer Lumber;All l..V.L,shall be 1.9E LV,I.,with Fh=2925 psi.E=1,900 ksi,Ev=285 psi,Feeper=750 psi.
Fc_par=3035 psi. Parallam(PSL):All PSL shall be min, 1.9E ES with Fly=2900 psi.E=1,900 ksi,Fv=285 psi,Fc,per=750 psi,
Fc_par=2900 psi, Note that Microllam and Parallam may be used interchangeably.
I. Deflection Criteria: L/480 Live Load,L/360 Total Load
2. Optional: Provide shop drawing submittal of engineered lumber systems for approval prior to materials purchasing.
5.Metal(jtneetors:
As manufactured by Simpson Strong-Tie Co.,hall be handled and installed per manufacturer requirements,with all nail
holes filled,with the size nail as specified by mfgr.or herein.
a. Rafter to Ridge Beum; Simpson LSSU-series,or Simpson Straps over top of plywood,spaced 16" oic;
Rafter to Ridge Plate: Collar ties min. lx64 16"u/c at top or Simpson Straps over top of plywood spaced 16"o/c
b. Rafter ends to top plate: Simpson I12.5A
c. Band Joist; Simpson straps at 4'oic: CS-14R-48"centered at hand joist
6.Bolts:
Bolts in wood framing shall be standard machine bolts unless noted otherwise.Bolt holes in wood shall be 1/32"larger than
bolt diameter.Bolt heads and nuts shall bear on standard malleable iron washers,or square plate washers,All nuts shall be
retightened at completion of job.
7.Blocking:
a.Blocking shall be solid blocking,2x minimum,and full depth of member.
b.Stud Walls;provide blocking at 8.-0"o/c.maximum height. Corners to be blocked at 48"o/c with ply wood edge nailing
to this blocking for the first 48"of these building corners.
c.Nailinz Schedule:
Solid Blocking to Bearing 2-8d toenails en.side
Blocking Between Studs 2-10d toenails ea.end,or 2-16d end-nails ea.End
d. New Framing:Provide 2x blocking for 2 joist/rafter bays and spaced 48"o/c in joist and rafter plane at all edges;attach
plywood edges to this blocking
8.Nailing;Schedule;
All nailing shall be in accordance with the WFCM Fable 3.1 unless noted herein specifically.
Multiple Studs 16d tij.,1 12 staggered
a.All nails shall be common wire nails.
b.Sub-bore where:nails tend to split wood.
9. Headers less than 4'-0",use 2-2x6;all others per MA State Building Code.
-- - .
. •
•
, ..,.........
COPESTRUCTION DETAILS FOE THE APA ItiADDICPW WALL DRACIPICIP METRIOD
FIGURE 1 •
NARROW WALL OVER CONCRETE OR MASONRY BLOCK FOUNDATION
•
Outside Elevation Side Elevation
Extent of header(two braced wall segments) ----,--.-- . - .-- .--,-
Top plate continuity is
••• Extent of header(one braced wall segment) `` required per R602.3.2
,, t4,,,litgi„,„,:„..":,".•,..„:,,t:;,,, •,:;,,,;;,,,•:••••-:.,t,".•;,:,. it;:i'..,-,„..',1k.cti4,...:,::',?te'...":,,,i ;.'..:.',','''';': :--7;r'''"'" ,,.,,,,4-...4:i
••,,• • • ,,,,:,7,,y,Q,...-„,•4••,,,,, „*„i„,,,,,,,,•;•:•;.,,,,--,:-el.;•••-•:•,,,,,,•,. ,,,::eihtdsr,..?Y,t,,,,,bytee f•o_il'il,..>-•:; "•, ---• t• I -tt;It,''••,i.• "" * ' *.".., ": f .
oil,* • • -•7'111-4"."1„•-lt -••••::,, ":-",:--•'..-,,,,•••:, =•6• = ,••'- •.',.`.1.,t'ci..."1,v2:•;:',',•••• ' '' • '"=:',::•;:! . a . 4.-.• .; i needed
••,,.• • • ..--•--,-RAU,:' _ - ,..leola•Oe*---''t'-‘,4ZON:'--'•'=-1'..-''"=,:1,4.*te:''Xv.,.. ,, i =1,,,',.4-=‘ == == . •...= •
2 to 18 (finished width+ 4.1. 1•1* :+
.044- :40. '''ej,',,, \16ci sinker nails
x kt,
1.7 ' Fasten sheathing to header with act common 11.1 11 ` + 14 '414, •1 1,:".,' (0.148'x 3-1741
ir• rrl nails(0.131'x 2-1/2')in 3'grid pattern as shown )(l :: I IT% 11* :-"- in 2 rows @
..•••• - ,,..ett
and 3' o.c.in all framing(studs and sills)ayp. l'g,•• 1: 1 «v.. ens --
4,4 •,44 . ',' 3'0.c.*
• •1•4 'el'«,,
'
t!.... ;t
1.000 lb. header-to-lock-st,ci strap t•(„ t t '
..1.1 I.4.., ; trrt 4,,,."4, ,:, t4T1,,,i4.0,:...,:: ••.'1,,-:,..1„1 ita,?0Ctiock-lbsiuhdeasidraepr-
, , on both sides of opening
, (install on backside as shown on •;1 II rt" 144 1•Itti •n" on both sides
"...! ly.l. Side Elevation,Ref,No.LSTA24) 1:4-•••tl't 140, of opening(Ref.
height •-•• -,0,444, ": :: I
. ....1, Na.LSTA24)
10, 4i, ., - min.(2)2x4 typ 1.14,,,t,t.,t, .1„,,,t,„, ,t4.
43: a
:41; '''''if panel splice is needed it shall I'ce wall •'• t.
▪ occur within 24'of rrud-height. segment Per lI: tl.t. ! i''*ri• '-„I'+'• .
Glancing is not required. R602.10.5 t, '3/8"min,
t ; . 114 ' ts,?""•:.Z. •Ilt--., 't• thickness wood •
I., i•;.• ..i.,..1 11 strudurol panel
/A••,,,, rri„...-- in.width based On 6:1 No,of it: • If 1 ' Iti
144•,,,, ...";'• . , thin
Z..._ ,..,. height-to-width ratio: For lock studs :;: t•
km '.1 shea g
•., i i i exarriple:16"min,for 8'height, per tablel'1 14.-'4
▪ 20"for 10'height,etc R502,5(1&2) :I 1 i; OA 4, tni
r...., e, .
..;.' '04....... Min 2"x2'x3/1 6"plate,vyaersh
Ltir: , ,• -yi,
l,i 1 • 1-t, this .,-, ,:,:,,
,i....,-
. ,
s • • • : / ' • 1 -'7' • . •' '
.
•,,, \
Anchor bolt per R403.1,6 Typ. - ` Foundation per code Not to scale
'Cr other code-recognaed fasteners providing lateral resatortce equai to or better than the prescribed no4s
....::,::,:1,:ss \‘..i.: ,ijc,:r..;-,,ir:K.-;.:
zne :11...,:t.ucti :,:r.st::::.Inch'-. 1,,:. N.s.r.,.. :+1,r,il,F FIGURE 2
.t...i....4..ng ,..t..:sis ft li:e :s1,11p, n. -„s: \`,...i:P :..1,-
":,,;.1 klet,leftle; ,i'a,l'i.at ‘.1, ,;!::Ilc All., ,pe EXAMPLE OF REQUIRED OUTSIDE CORNER DETAIL(IRC R602.10.5)
arr ctes-e,,sr rs,tst,tv,,Itt,t,..,,n4t,c,e
,,',id lt.rin c,,T...Ing Thal br-r..1:-,t, 4 ' '- ' 'fire . .. ...
At corners,connect the 'r
, , . ..........__.... ..... . 16d nail at 12'o.c.
two walls together as
outlined in this detail to
provide overturning i : Orientation of stud may vary
restraint. - I .•
',; l: ' , - • Gypsum,when required,
' - 1 , •` installed in accordance
with IRC Chapter 7
11711
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Wood structural panel
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6
May 1, 2023
Reference: Residential House Addition at 1 Windswept Path, Yarmouth Port,MA
Letter of Structural Analysis of Support Headers and Frost Wall & Footings for Proposed Addition to
Residential House
The following is a summary of the structural analysis and design calculations for header framing
for proposed 2nd floor framing above the living room and frost wall &footings at the family room
per design plans for proposed additions at the above referenced residential property:
STRUCTURAL ANALYSIS AND DESIGN RESULTS:
Live Loads per Massachusetts State Building Code, 9th Edition: 40 pounds per sq ft (psf)
Residential live Load and 30psf Ground Snow Load
1. Headers above living room and sitting room:
• LVL Headers:Versa-Lam by Boise Cascade with a reference design value of 3100 psi
Fb, grade 2.1E.5 1/4"x 14" LVL header with maximum span of 13'-1" and 3 1/2"x 9
1/2" header with maximum span of 7'-0". Each header is supported on 6x6 posts at
each end.
• End posts shall be supported in the basement by a 3 1/2" diameter lally column on 2ft
x 2ft x 10" thick concrete footing.
• Multiply header fasteners shall be 2 rows of 5" long (for 3 ply header) &3 3/8" long
(for 2ply header) TrussLok fasteners at 16" on center (do not stagger)
• Fastening schedule for other items per IBC 2015,Table 2304.10.
2. Frost wall &footings at family room:
• 8" thick concrete frost wall on 1'-8"x 10" thick concrete footing at 4'-0" below grade
frost depth with 3- #4 continuous reinforcing steel. Footing on undisturbed subgrade
with a presumed allowable bearing pressure of 2,000psf. Concrete shall be of 3,000psi
minimum compressive strength.
If you have any questions, please do not hesitate to contact me.
BY:
r. : 0,+,4.
Robert Njoroge, P.E
Structural Engineer ROBERT G.
220 Smith St #1 NJ0ROGE
vIL
Lowell, MA 01851
Tel: (978)-996-5898 gpri 'r
Email: rgaturu@gmail.com "4 , Via%
End: Markup sketches and details, �`y
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