HomeMy WebLinkAboutBiegel Responsive DocumentsREcEI\rra
CITY OF SAN I-I.JIS OIJiSPC}
SIP i 6 i:ii;.ri
COMMUNIW DEVELOPMENT
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SO YOU CAN BUILD'"
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SAN LUIS RANCH
PLAN 6-A 4BR/ADU
SAN LUIS OBIS
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virirarion ;r iiny,; i i;,,;l{"v*" #b,ib ji i lHil rf,$ ByBi" r "1200 West La Brea Avenue* Santa Maria, CA I
RECEIVED
CrW Of'Snr'r LUiS OBISPCI
s[P [ 6 2020
3458
irllM=\Z
M No Exceptions Taken
E Uafe Conec{ions Noted
fl Revise & Resubmit
I For Your lnformation & Use
E RejectedsN LU|S OBTSPO, CAS41
Review is for generol conformonce with the struciurol controct
documents. Controcior sholl be responsible for coordinotion of
trodes cnd full conformonce with controct documents Sole
for correctness of dimensions, detoils, quontities ond
fobricoiion cnd erection sholl remoin with theduring
Dote:3/30/20
PHONE (805) 928-7 441 * FAX (805) 928-928Qo'unau'utw DEvELoPMENT
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Layout
Dato:City:San Luis Obispo
Job No,:Bid No.:
ffi 8oo w Betteravia Rd olc"805-928-7441
Santa Marla, CA 93455 fax:805-928'9289
4600 Ashe Rd #3'15 ofc:661€32-'1962
Bakersfield, Ca93313 fa:661-832-3436HAYAVARD"
s0 You cAt SulLr
THIS A TRUSS PLACEMENT DIAGFAM ONLY.bs incorporated into the building design at ihe
permanent bracing of the roofdesign sheBts for aach lruss design idantmed on lhe tempoarary and
3t2912020
MiTek"
MiTek USA, lnc'
MiTek USA, lnc.
400 Sunrise Avenue, Suite 270
Roseville, CA 95661
Telephone 91 6-755-3571
Re: 6A_4th_bed-ADU
6A. 48R-ADU
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parametels provided by Hayward Truss'
Pages or sheets covered by this seal: R61727546 thru R61727560
My license renewal date for the state of California is March 31,2022'
Marclr 30,2020
Teodosescu. Eduard
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and lhat the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek o. TRENCO. Any project specific informaiion included is for MiTek's or
iRf NCO,s customers file reference purpose only, and was not taken into account in the
preparation of these designs. MiTek or TRENCO has not independently verifled_the
applicability of the design paramelers or the designs for any particular building. Before use,
tne OuitOin! designer should verify applicability of design parameters and ploperly -incorporatd these designs into the overall building design per ANSI/TPI 1, Chapter 2.
c 75435
EXP.0313112022
1
CIVIL
Job
6A_4th_bed-ADU
Hayward Building Systems,Santa Maria, CA 93458
Truss
A01
-0-'10-0 3-4-10
0-10-0 3-4-10
8-9-5
5-4-11
14-2-O
54-11
3x6 :::
4
QtY PIY 64 4BR-ADU
R6',t727546
11
Job Reference (oPtional)
8.330 s Mar 23 2020 MiTek lndustries' lnc sun Mat 29 14:32:00 2020 Page I
tD:oLeB4TeYfaVbETUPQDD4NRyLa4l-1 hp71 PGKCP?qmBDFQBJpTdSTqyTgsqFGDlS?aqz\/\r'2ND
16-0-0 22-3-11 22-10-4 2A-74 32-0-0 32-10-0
1-10-0 O-S-l t 0-6-9 5-9-2 3-4-10 0-10-0
4x6 Scale = 1:71 7
4x6
Truss Type
GABLE
6
5 .,'.
5655
7
6x6
I
Io
24
3x43x6
7.O0 12
5A
6x6 j::
o
I
lir'.tr,.. tr.,.r,. tx1\x/\x.\1 .\1.. \/. \/. \1 \
qci
23 22
14-2-O
54-11
21 20 19
5xg
18 17 12 '11
3x63x4
32-0-0
3-4-1 0
(loc)
't0
10
11
Weight: 322 lb Ff = 20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing
1 Row at midpt 5-20,6-20' 6-13
March 30,2020
26 25
3x4 3.00 12
22-10-4
8-84
Plate Offsets (X,Y)--
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
OTHERS
3-4-10 8-9-5
3-4:10 5'4'11
IO:0-3-0,0-3-0], [20:0-5-8,0-2-8]
SPAC|NG- 2-0-0
Plate Grip DOL 1.?5
Lumber DOL 'l.25
Rep Stress lncr YES
Code lBC2015/TP12014
28-7€
5-9-2
l/defl L/d
nlr 180
nlt 90
nla nla
cst.
TC
BC
WB
in
-0.00
-0.00
0.01
PLATES
MT20
GRIP
2201195
Matrix-S
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
BRACING-
TOP CHORD
BOT CHORD
WEBS
0.36
0.15
0.56
2x4 DF No.'l&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G'ExcePt"
6-20.6-13: 2x4 DF No.1&Btr G
2x4 DF Stud/Std G .ExcePt*
6-1a.2x4 DF No.1&BtrG
REACTIONS. All bearings 32-0-0.
(lb) - Max Horz 27=279(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 24, 12 except 27=-653(LC 25)'
2o=-191(1C12),11=-a52$C26),26=-24a[C25),13=-360(1C26)'23=-116(LC
3)
Max Grav All reactions 250 lb or less at joint(s)'1 8, 14, 15,'16, 17' 25 22' 21' 19
except 27=838(L C 24), 2O=540(LC 1 ), I 1 =579(LC 23)' 26=457 (lC 24)'
24=441(LC 24), 1 3=882(LC 23), 12=435(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
TOpCHORd 2_3=_898t785,3-4=_1165t1057,4-5=-799t733,6-7=-485t480,7-8=-118911148,
A-9=-786t748, 2-27=-8041665' 9-1 1 =-566/460
BOT CHORD 26-27=-3151323, 25-26=-4041455,24-25=-329t380,23-24=-3461391, 22-23=-27 11316'
20.21=.2101254,16-17=-3621394'15-16=.5121544.14-15=-6491677,13-'14=-8271867,
12-13=-377 1367 , 1 1 -12=-3301346
WEBS 3-26=-758t556,3-24=-6241616,4-24=-6221439,4-20--4851419'5-20=-2571145'
6-20=-485l333,6-13=-7181661,7-13=-5o9t27a,8-13=-691/665' 8-12=-6201434'
2-26=-7641801 . 9-1 2=-663/669
NOTES-
1 ) Unbalanced roof live loads have been considered for this design
z! wno:nscrZ-'10; Vutt=1'lgmph(3-secondgusi)Vasd=87mph; TCDL=s.4psf; BCDL=48psf; h=25fti cat ll; ExpC; Enclosed;
MWFRS (envetope) gabte end zone and C-C Exterio(2) -o-10-14 to 2-3-8, lnterio(1) 2-3-8 to'16-0-0, Exterior(2) 16-0-0 to 19-2-6'
lnierio(1j 19-2-6 to iz-lo4q zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions showni Lumber DOL-1 33 plate grip DOL=1 33
3)Trussdesignedforwindloadsintneptaneofthetrussonly. Forstudsexposedtowind(normal totheface)'seeStandardlndustry
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1
4) All plates are 1.5x4 MT20 unless otherwise indicated
5) Gable requires continuous boftom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
zj tnis truss has been designed for a '1 0.0 psf bottom chord live load nonconcurrent with any other live loads
gi . rnis truss has been deiigned for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
-{ru;m:::';;l;;il'Jffi::;;::;J;:';';fi:;;llJlJ*':;i;ffi'J;*:6!i!i;!;'J,:ll;'i:liili,:ieruiiidid" "' t[i
;Jfr.,"",Tffr *[:","!Ti::,:y:;li,*l':rnni;";lnl*#lf::li;""J:::xlm:m'"*';?s$",f"llil'"#:i[:HJ::,i""'lTJ:l]'if":1".8[", iliile[
isatways.equiredforsrautrnyaJtopiJventcoilapse;thpossiblepersonalinjuryandpropertydamage ForgeneralQuidanceregardinglhe
';;i;;-ir;i;;"ti;; j"uirri']" rio. i'""" Frar; r;srilute, 218 N Lee str;el, suiie 31 2. A.texandaa 'v A 22314 Roseviile, cA s56ri1
c 75435
EXP.03t31t2022
Job
6A_4th_bed-ADU
Hayward Building Systems,Sanla Maria, CA 93458
Truss
A01
Truss Type
GABLE
ery Pry 6A4BR-ADU
R61727s46
'l 1
Job Reference (optional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc Sun Mat 29 1 4:32:01 2020 Page 2
lD:oLeB4TeYfavbETUPQDD4NRyLa4l-VtN\A/EkHzzjThNLoR-vq2gqgeaMpvbHVPRPuYoHzW2NC
NOTES-
10) provide mechanicat connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 12 except (Jt=lb) 27=653, 20=191' 11=452' 26=244 '
13=360.23=116.
1 1) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 13, 12, 18, 14, 15, 16 ' 17 , 19
12)Thistrusshasbeendesignedforatotal seismicdragloadofS5o0 lb.LumberDoL=(1.33)Plategrip991=(1.33) Connecttrusstoresistdragloadsalongbottomchord
from 0-0-0 to 32-0-0 for 109.4 plf.
{w4nruttrC. VetitydcsignparailDtetsatrdRE/\DNOfEsoNTHlsAruD/|JCLUDEDM|l'f:t\REFEREIICEPAGEMll 7473tev 10032{t1!BEF(tREL|SE'
-esign valid for use only with N,liTek@ connectors. This design is based only upon paramelers shown, and is for an individual building component, not
a iruis svsfem. Before ;se, the buitding ;""ign;r .r"r uerify-the applicabiliiy of de;ign parameters and properiy incorporate this design into lhe overall
ouifaingiesign. Bracingindicaledisto"preve"r*OucttingofinOiviauiltrussweuanOlorahordmembersonly. Addilionallemporaryandpe.manenlbracing
is alwa"ys req-uired for sGbility and to p.evenl collapse ;th possible personal injury and prcperty damage For general guidance r€garding lh,e - -. ..
rebricerron storaoe detNeN.ereclronandbracinqoftrussesandtrusssystems ie. itustttptlQuatityctitotid,DSB-S9andBcslEuildingcomponent
Sateitntimation avarla'blehomTrussPlatetnslitute.2l8N.LeeSlreet,Surle3l2.Alexandna,VA223l4
MiTek USA, lnc.
400 Sunrise Avenue, Suile 270
Roseville. CA 95661
Job
6A_4th_bed-ADU
Hayward Building SYStems
-0-10-0
0-1 0-0
Truss
A02
Truss Type
ROOF SPECIAL 5
Qty Ply 6A 4BR-ADU
R61727547
'l
Job Reference (optional)
8.330 s Mar 23 2o2O MiTek l ndustries, lnc. Sun Mat 29 1 4 32:02 2o2o P age 1
PQDD4NRyLa4l-24xuS4HbkOFY?VMdYcLHC2DntmOgKhyYg3d6ejzW2NB27-3-6 32-0-0 32-10'04-5-2 4-8-11 0-10-0
Santa Maria. CA 93458
7 -2-13
14-2-O
6-11-4
lD:oLeB4TeYfaVbETU
16:0-0 22-10-4
1-10-0 6-104
4x6
Scale = 1:67.8
1.5x4
4
5
19'18
700 12
3x6 :.
3
3x6 :-'
6
go
o
3x6 ::
7
0
17
12
-- 20'-::.- 4x6 .r.
.A "9
:]::i -.
.
tl:
10
2x4
6x6 ::
o
@ 13
3x4
3.O0 12
22-10-4
4-4-2
qNqi
"i
14
5xB
15
4x6
5x8
l/defl
>999
>999
nla
11
4x8 ::l
?-2-13 14-2-0
7-2-13 6-11-4
Plate Offsets (X,Y)-- 12:0-2-12,0-1-8!. [8:0-3-0,0-1-12], [14:0-5-8'0-2-8]
18-6-2
4-4-2
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
BRACING-
TOP CHORD
BOT CHORD
WEBS
4-5-2
32-0-0
4-8-'11
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER.
TOP CHORD
BOT CHORD
WEBS
SPACTNG- 2-0-0
Plate Grip DOL ' 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code lBC2015/TP12014
2x4 DF No.'l&Btr G
2x4 DF No.1 &Btr G
2x4 DF Stud/Std G .Excepi*
4-14.5-1 4,5-13,2-16,8-1 0. 2x4 DF No. 1 &Bk G
csr
TC
BC
WB
0.45
0.37
0.74
in (loc)
-0.08 12
-0.29 14-15
0.15 10
PLATES
MT2O
GRIP
220t195
L/d
360
240
nla
REACTIONS.(size) 16=0-5-8, 10=0-5-8
Max Horz 16=282(LC 11)
Max Uplift 16=-200(LC 12), 10=-200(LC 13)
Max Grav 16=1467(LC 1), 10=1a67(LC 1)
FORCES. (lb) -Max.Comp./Max.Ten.-All forces25o(lb)orlessexceptwhenshown
ToPCHoRD2-3--.1837t241'3.4=-.14871277'4-5=-14021354,5-6=-1670/307,6.7=.25081322'
7 -8=-2307 1281, 2- 16=4 40A 1239, 8-1 o=-1 4421 235
BOT CHORD 15-16=-27 51425, 14-15=-23s/1525, 13-14=-39rt 152, 12-13='15012191 , 1 1 -12---1901 1983'
10-11=-1641274
WEBS 3-14=-4441192, 4-14=-342t194, 5-'1 4=-259150't ' 5-13=-1251864, 6-13---12631276 '
6-12=-61 11o03. 7-12=-163/337 ,7 -1 1=-443t92, 2-1 5=-13511291 , 8-1 1=-138/18't2
Weight: 200 b Ff = 2oo/o
Structural wood sheathing directly applied or 3-1 1-6 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing
1 Row at midpt 3-14,4-14,6-'13
March 30,2020
Matrix-MS
NOTES-
1) Unbalanced roof live loads have been considered for this design
Zj WnO: ASCE 7-10; Vutt=11gmph (3-second gust) Vasd=87mph; TCDL=S.4psf; BCDL=4.8psf; h=25ft; Cat. lll Exp Cl Enclosed,
MWFRS (envelope) gable end zone and C-C Exterio(2) -O-10-14 to 2-3-8, lnterio(1) 2-3-8 to '16-0-0, Exterio(2) '16-0-0 to 19-2-6'
lnterio(1) 19-2-6 to 32-10-14 zone; cantilever left and right exposed , end vertical left and right exposed,C-C for members and forces
& MWFRS for reactions showni Lumber DOL=1.33 plate grip DOL=1 33
3) Thts truss has been designed for a I 0.0 psf bottom chord live load nonconcurrent with any other live loads
4j . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) A plate rating reduction of 20% has been applied for the green lumber members.
Oi aearing at joint(s) 10 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify
capacity of bearing surface.
7) provide mechanicll connection (by others) of truss to bearing plate capable of withstanding 1 O0 lb uplift at joint(s) except (.it=lb)
16=2Q0,1O=2OO.
B) This truss has been designed for a total seismic drag load of 1 500 lb. Lumber DOL=(I .33) Plate grip DOL=(1 33) Connecl truss to
resist drag loads along bottom chord from 0-0-0 to 32-0-0 for 46.9 plf.
1E
c 75435
t2022
MiTek USA lnc.
400 Sunrise Avenue, Suile 270
Roseville, CA 95661
Design valid for use only wilh MiTek@ conneclors. This design is based only upon parameleF shown, and is for an individual building component' not
a truis system. eefore tise, the buitOing clesitner must verify'the applicabiliiy of design paramelers and propedy rncorporate lhis design into the overall
ouifoing 6".'gn Bracrng indrcated is to"prevJnt bucklrng of indrvidual truss web and6r chord members only Addrllonal lemporary and perma4enl bracing
Gatwa"ysreq-uireaforsftbitityandlopreventcoltapseiithpossrblepersonal rn,uryandpropertydamlgeforgeneal guidanceregardinglh,e-....
fabrication, slorage, delivery, ereclion and bracrng of trusses,and lruss syslems. s;e AUSnAt Quality Ctitdila, DsB'89 and BCSI Building componant
iii"ti titLiuiioi ivaita'bie from Truss ptate t;sritute, 2 1 8 N. Lee Streer, Surte 31 2. Alexandria, VA 22314
r[i
MiTek
Job
6A_4th_bed-ADU
Hayward Building Systems,
Plate Offsets (X,Y)--
LOADING (psf)
Truss Type
ROOF SPECIAL
Qty Ply 64 4BR-ADUTruss
A03
R6'1727548
Scale = 1:67.2
Santa Maria, CA 93458
7-2-13
700 12
14-2-O
6-11-4
1
Job Reference (optional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc. Sun Mat 29 '14:32:03 2020 Page 1
DD4NRyLa4l-RGVGfQlDVKOPdfxq5JtWFmydASu3SBivjNfBgzW2NA27-3-6 32{-0 32-10-0
4-5-2 4-8-11 0-10-0
lD:oLeB4TeYfavbETUPQ
16-0-0 22-10-4
1-10-0 6-10-4
4x6
1.5x4 4
'. .., j
17
'18
12
3x4
3.O0 12
3xO ':
5
3x6
2oo
o
3x6 :r'
6
11
27-3-6
4-5-2
Ltd
360
240
nla
csr.
TC
BC
WB
16
..*ra 4x6 .:-
7"'':
1
4x6
5xBo
@
14
Axo
4N
10
AxB .
'15
3x4
7-2-13 14-2-Q
7-2-13 6-11-4
t1 : Edge,0-1 -81, 17 :O-3-O,O-1 -121, [1 3 :0-5-8'0-2-8]
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 'l.25
Rep Stress lncr YES
Code lBC2015/TP12014
13
5xB
TCLL
TCDL
BCLL
BCDL
20.0
14.0
0.0
10.0
0.45
0.37
0.74
18-6-2
44-2
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
22-10-4
4-4-2
32-O-0
4-B-11
in
-0.08
-0.29
0.15
(loc)
11
13-14
o
l/defl
>999
>999
nla
PLATES
MT20
GRIP
220t195
Matrix-MS Weight: 199 lb FT = 20%
Structural wood sheathing directly applied or 3-1 1-6 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing
1 Rowatmidpt 2-13,3-13'5-12
March 30,2020
LUMBER-
TOP CHORD
BOT CHORD
WEBS
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G .ExcePt"
3-13,4-13,4-12,1 -1 5,7 -9: 2x4 DF No. 1 &Btr G
BRACING-
TOP CHORD
BOT CHORD
WEBS
REACTIONS.(size) 15=Mechanical, 9=0-5-8
Max Horz 15=-276(LC 8)
Max Uplift 15=-178(LC 12), 9=-200(LC 13)
Max Grav 15=1394(LC 1),9=1468(LC 1)
FORCES. (lb) -Max.Comp./Max.Ten.-All forces25o(lb) orlessexceptwhenshown'
ToP cHoRD 1.2=-18401240, 2-3=-1491 1279 ' 3.4=.1401 1352, 4-5=-16721307 ' 5-6=.25101322,
6-7 =-23091281, 1 -1 5=-1327 1206' 7 -9=-1 4431235
BOTCHORD 14-15=-254t371,13-14---29411535,12-'t3=-3911155,11-12=-15012193,10-',l1=-189/1985
WEBS2-19=.4561196'3-13=-331/1s8'4.13=-2561496'4.12=-1251865,5-12=-12641275'
5-1 1=-61 fl0A4, 6-10=-443192, 't-14=-97 11356' 7 -1Q=-13811814
NOTES-
1) Unbalanced roof live loads have been considered for this design
Zj WnO: nSCf 7-10; Vutt='l1Omph(3-secondgust)Vasd=87mph; TCDL=S.4psf; BCDL=4.8psfl h=25ft; Cat ll; ExpC; Enclosed,
MWFRS (envetope) gabte eni zone and C-C Exterio(2) 0-1-'13 to 3-4-3, Interio(1) 3-4-3 to 16-0-0' Exterio(z) 16-0-0 to 19-2-6,
lnterio(1j i9-2-6 to CZ-lOlq zone; cantilever left and right exposed i end vertical left and right exposed'C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1 33 plate grip DOL=1 33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads
+j . fnis truss has been deiigned for a live load of 20.Opsf on lhe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) A plate rating reduction of 20% has been applied for the green lumber members
6) Refer to girder(s) for truss to truss connections.
Zj eearing it1oint1"y 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) provide mechanicil connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (lt=lb)
15=178,9=2OO.
c 75435
EXP.0313112022
1E
g
Design valid for use only with l\4iTek@ connectors. This design is based only upon paramelers shown, and is for an individual building componenl, nol
a iru!s system. eetor" ,j"u, tn" uriraing d;signei must verify-lne applicabiliiy of de;ign paremelers and properiy m.c-oJporate lhis desiqn inlo lhe overall
butldtng desrgn Brac,ng rndrcaled rs to'prevJnt bucrling of indtvidual truss web anc,6r chord members only Addlnonal lemporary and permanenl bracing
is alwa"ys req-uired for srioiriry
"na
ro prJu"ni."rr"p"" ui'll' possible personal iniury and properlydamage forgene.al guidance regarding the
fabricalion storaoe. detivery. erecnon and braong of lrusses anc, truss systems, ;e avSyrfut Quatily cilteria, DsB'89 and Bcsl Building component
;;i;1;j;i;;"ii;, -avartairie trom rruss plale lislilule 2ls N Lee sr'el suile 3l2 Alexandna vA 22314
tlr
MiTek
MiTek USA. lnc.
400 Sunrise Avenue, Sude 270
Roseville. CA 9566'j
Job
6A_4th_bed-ADU
Hayward Building Systems,
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL O,O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
Santa Maria, CA 93458
Qly Ply 64 4BR-ADU
3xG :::
R61727549
OllTl4kamTodHrTN6DjbzW2Ng
32-'10-0
0-10-0
Scale = 1:70.6
6x8
Truss
A04
Truss Type
COMMON
14
1 3-6-0
544
16-O-08-1-13
B-1-13
6
lD:oLeB4TeYfavbETUPQDD4NRyLa4l-wS2etmJrGeWGFowof 1
186-0 23-104 32-04
2-6-0 54-4 8-1-13
3x4
I
Job Reference (oPtional)
8.330s Mar232O2O MiTek lndustries, lnc sun Mar 29 14:32:042020 Page 1
3x6-:l
2..6-O
3x4 3x4
" 18
7.OO 12
3xO .:;
2
317'
3x6 :
6
oo
o
16
bxu
7a
o
I
o
@
il
15
3x4
l3
5x8
12
3x4
11
5xB
I
3x4
10
4x6
Ltd
360
240
nla
8-1 -1 3 13$-0 16-0-o
2-6-0
186-0
2-6-O
23-104
5448-1 -1 3 5-44
ptate Offsets (X.y)-- ['1:Edge,O-2-1], [4:0-2-0,-dgel, [7:o-3-9,Edgei, [9:Edge,0-1-8], 111:0-2-12,0-2-0l,l1s:0-2-12'0-2-01
4xE
SPACING- 2-O-O
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC2015/TP12014
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G *Except*
11-13:2x6 DF SS G, 1-15,7-9: 2x4 DF No 1&Btr G
32-0{
8-1-13
csr.
TC 0.68
BC 0.48
wB 0.62
Matrix-MS
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
in (loc)
-0.22 10-11
-0.34 10-11
0.05 I
PLATES
MT2O
GRIP
2201195
l/defl
>999
>999
nla
Weight: 200 lb FT = 20o/o
Structural wood sheathing direcfly applied or 2-2-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
March 30,2020
BRACING.
TOP CHORD
BOT CHORD
REACTIONS.(size) 15=Mechanical, 9=0-5-8
Max Horz 15=-275(LC 1o)
Max Uplift 15=-103(LC 12), 9=-125(LC 13)
Max Grav 15=1469(LC 1),9=1543(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces250(lb)orlessexceptwhenshown
TOp CHORD 1-2=-1953t127 , 2-3=-16401165,5-6=-1 636/1 61 , 6-7=-19531129, 1-15=-13891142,
7 -9=-1463t170
BoT C HoR D 14-15=-242141 1 , 1g-14=-126t1724, 1 1.1 3=0/1 408, 10.11=-411565,9-1 0=.1 08/339
WEBS6-11=-4911251,2-13=-5071256,3-13=o/519,5-11=0/504,3-5=-12131145'1-14=011370'
7-10=011287
NOTES-
1) Unbalanced roof live loads have been considered for this design.
zj Wno: ASCE7-10; Vutt=11omph(3-secondgust)Vasd=87mph: TCDL=S.4psf; BCDL=4.8psf; h=25ft; Cat ll; ExpC; Enclosed;
MWFRS (envetope) gable end zone and C-a Exterio(2) O-1-13 to 3-4-3, lnterio(1) 3-4-3 to 16-0-0, Exterio(2) 16-0-0 to 19-2-6.
lnterio( 1j 1 9-2-6 to CZ-lo-tq zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1 33 plate grip DOL=I 33
3) 150.0lb AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 5-0-0 apart.
4! tnis truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
Si ' fnis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf'
6) A plate rating reduction of 20% has been applied for the green lumber members'
7) Refer to girde(s) for truss to truss connections.
aj provide riechanical conneclion (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=lb)
15=103.9=125.c 7s435
EXP.0313112022
-t
Design valid for use only with [4iTek@ connectors. This design is based only upon paramete.s shown, and as for an individual buildjng componenl' nol
a iru!s system. eefore use, the fuitoing ;;signer must verityitne applicabiliiy of de;ign paramelers and properly incorporate lhis design into lhe overall
Oulfoing lesign. Bracing indicated is to-prevJnt ouckhng of indrvrouit russ weu and/-or chord members only. Addilional lemporary and permaneni bracing
rs atwa"ys req"uireo tor stiortrty ano to preuent collapse ',ith possrble personal inlury and properly damage. For general guidance legardlng lhe
fabricatjon,slorage.delivery,erectionandbracingoftrussesandlrusssystems, l* At'tstttFtl-Quaitycilteila'DSB'S9andBcslBuildingcomponent
Sii"iiitim"tion avajla'ble from Truss Ptale tnstilute,218 N Lee Streel, Suite 312. Alexandna,VA22314.
rii
MiTek
[riTek USA lnc
400 Sunrise Avenue, Suite 270
Roseville, cA 95661
Job
6A_4th-bed-ADU
Hayward Building SYStems
Plate Offsets (X,Y)--
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
REACTIONS.
Santa Maria, CA 93458
Truss
A05
Truss Type
COMMON
Qty Ply 64 4BR-ADU
14
R61 727550
Scale = 1:66.8
8-1-'t 3
8-1 -1 3
16.0-0
7-10-4
21
Job Reference (oPtional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc sun Mat 29 14:32:OS 2020 Page I
tD:oLeB4TeYfaVbETUPQDD4NRyLa4l-OecO46KT1 xeTsy5CDkv-qgrHUz6nX4s?M1 smF2zW2N8
2g-104 32-0-0 32-10-0
7-10-4 8-1-13 0-10-0
7.OO 12
3xO :
4x6
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
3x6 ':l
4
2
oo
o
12
6x8
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G "Except*
4-8.2-10,1-10,5-8: 2x4 DF Stud/Std G
(size) 1 '1=Mechanical, 7=0-5-8
Max Horz 11=-275(LC 8)
Nilax Uplift 1't=-17\(LC 12),7=-2o0(LC 13)
Max Grav 11=1394(LC 1),7=1468(LC 1)
15
6x8
b
.........
t.'
o
@
t'.-a.o
I
11
3x4
B-1 -1 3
8-1-'13
[1:Edge,O-2-1 l, [5:O-3-9,Edge], [9:o-4-0,0-3-0]
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC2015/TP12014
I
4x6
16
5xB
10
4x6
17
23-104
7-104
in (loc)
-0.08 10-1 1
-0.27 10-1'l
0.05 7
PLATES
MT2O
GRIP
2201195
16-0-0 32-0-0
8-1 -1 37-10-4
cst.
TC 0.56
BC 0.41
wB 0.53
Matrix-MS
l/defl
>999
>999
nla
Weight: '177 lb FT = 20%
Structural wood sheathing directly applied or 3-'10-14 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
'1 Row at midpt 4-9,2-9
March 30,2020
L/d
360
240
nla
BRACING.
TOP CHORD
BOT CHORD
WEBS
FORCES. (lb)-Max.Comp./Max.Ten.-All forces25o(lb)orlessexceptwhenshown'
ToP c HoRD ,|.2=.18521245
' 2.3=-1397 127 8, 3-4=-1395t27 5, 4.5=-18521245, 1.11=-1317 121 1 ,
5-7---13911244
BOT CHOR D 1O-11=-252t3s6, 9-10=-22911649 ' 8-9=-107 11487 , 7 -8=-1011298
WEBS 3-9=-114t817,4-9=-6241244,2-9=-6341247 ' 1-10=-8511321 ' 5-8=-4811269
NOTES-
1 ) Unbalanced roof live loads have been considered for this design
zjwnO:nSCe7-10;Vutt=1I0mph(3-secondgust)Vasd=87mph;TCDL=5.4psf;BCDL=4.8psf;h=25ft1Cat ll;ExpC;Enclosedl
MWFRS (envetope) gabte end zone and C-a Exterio(2) 0-1-13 to 3-4-3, lnterio(1) 3-4-3 to 16-0-0, Exterio(2) '16-0-0 to 19-2-6'
lnterio( 1) 1 9-2-6 to 32-'lO-14 zone; cantilever left and right exposed ; end vertical left and right exposed;c-c for members and forces
& MWFRS for reactions shown, Lumber DOL=1 33 plate grip DOL=1 33
3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads
aj . fnis truss has been deiigned for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members' with BCDL = 10.0psf
5) A plate rating reduction ot 20o/o has been applied lor the green lumber members
6) Refer to girder(s) for truss to truss connections.
zj provioe riechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)
11=178,7--200.
c 75435
EXP.0313112022
TE
Design valid for use otly wilh MiTek@ connectors. This design is based only upon parameters shown, and is for an individlal building componenl' noi
a rtuss syslem. Before use, rn" oriroing li"ign;i.u"i*irv'inu "ppri""tiliiy
;f de;ign parameleG and properly incorporale this design inlo lhe overall
buitding design Bracing indicated ts to"jreve"nt bucfting of inCividrlit truss weu anol"or chord members only. Addilional temporary and permanent bracing
is atwa- s req-uired for stl"ultity ano ro prJvenicottipse tittr possiUte personal injury and properly dam€ge- for general guidance reqarding lhe
fabricalion, slorage, delive.y, erectaon and bracing of trusses and lruss syslems, !9e Aqlstl!1l g.u-anty critelia' DSB'89 and BCSI Building Component
iiiilii-jt|^itiii ivatiaiierromtrussPtatet;stilute,218N Leest"et Surte312,Alexandria,VA22314
rii
MiTek
lriTek USA, lnc.
400 Sunrise Avenue, Suile 270
Roseville, CA 95661
Job
6A_4th_bed-ADU
Hayward Building Syslems,
Plate Offsets (X.Y)--
LOADING (psf)
TCLL 2O.O
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER.
TOP CHORD
BOT CHORD
WEBS
Santa Maria, CA 93458
34-10 1-4-334-10 0'11-9
Truss
A06
Truss Type
GABLE
10-2-2
5-9-15
16-0-0
5-9-14
R61727551
11
Job Reference (optional)
8.330 s Mar 23 2020 lvliTek lndustries' lnc. Sun Mar 29'14:32:08 2020 Page 1
tD:oLeB4TeYfaVbETUPQDD4NRyLa4l-oDl giSMMKs0ijQqnutshsJTs-BDYkMrR2?4QsNzW2N5
21-9-14 27-7-13 29-7-6 32-0-0 32'10-0
5-9-14 5-9-15 0-11-9 34-10 0-100
Scale = 1:65.6
Qty Ply 6A 4BR-ADU
3x4 'l
6
2x4
2x4
.\
2x4
4x6
3x4 :;
4
'2x4d 3x4 :.'o 7.00 12 4x6 -::
3
2
3x6 .::
1..
.+
I.l
3x4 :
7 4x6 ::
8
'...'
'.)'
ii2x4
'' " 2x4
\..:.,
o
@
3x6 :'
\r
o"10
'-l:'-..;
..:\ /..\-,/, \'/r \Z \Yn Y,\)a \ //. \ ?/ \^,1 \,1 \,/. \)a'a\Y/'\)'
o
@
26
3x4
20
5xg
13
4-0-5
268 24 235s22 21 19 18 60 17 12
3x8
2a-9-2 324-O
3-2-14
16 15 61 14
3x4
11
3x8
29
3x6
27
3-2-14
3-2-14
[20:0-4-0,0-3-0]
4-O-5
24-8-13
8€-13
(loc) l/defl L/d
9 n/r 180
10 nh 90
11 nla nla
csr
T'
BC
WB
16{-0
8-8-1 3
0.28
0.84
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
PLATES
MT20
3x6
GRIP
2201195SPAC|NG- 2-O-O
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC201s/TP12014
in
0.00
0.00
0.01
Matrix-S Weight: 326 lb FI -- 20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
't Row at midpt 4-2o,5-20,6-20
March 30,2020
2x4 DF No.1 &Bk G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G *Except*
5-2o:2x4 DF No.1&Btr G
2x4 DF Stud/Std G
BRACING.
TOP CHORD
BOT CHORD
WEBS
OTHERS
REACTIONS. Ail bearings 32-0-0.
(lb) - Max Horz 29=-271(LC 8)
Max Uplift All uplift 1 OO lb or less at joint(s) except 29=-575(LC 25)' 28=-347 (lC
25), 26=-1 64(LC 1 2), 2o=-1 eo(LC 1 2)' 1 4=- 1 57 (LC 1 3), I 1 =-555(LC 26)'
12=-3ae(C 26)
MaxGrav All reactions250 lborlessatjoint(s) 13, 15, 16, 17,18'19'27'25,
24,23, 22,21 excepl2s=7o3(LC 24), 28=608(LC 2a), 26=4a7[C 24)'
2o=706(LC 1),14=448(LC 23)' 11=736(LC 23), 12=603(LC 23)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces250(lb)orlessexceptwhenshown'
TOP C HOR D 1-2=-777169s. 2-3=-9371325, 3-4--9011824, 4-5=-7801712, 5-6=-78On 12, 6-7---9001825,
7 -8=-3221339, a-9=-777 /7 15, 1-29=-67 I 15a8, 9-'1 1 =-7041568
BOT CHORD 28-29=-3191342, 27-28=-483/553, 26-27---2541324, 25-26=-649ft32, 24-25=-4221505,
23-24=-2761360,20-21=-2451328, 19-20=-2451327 , 16-17=-277 1359' 1s-l6=-423150s '
14-15=-64917 31, 1 3-14=-255/323' 12-13=-484 1552, 1't -12=-3 191337
WEBS 3-28=-828t67 1 , 3-26='57 61487 ' 4-26=-821 1636' 4-20=-5161378 ' 5-20=-36 1 /1 6 '
6-20=-5151379, 6-14=-823t635, 7 -1 4=-5751487 ' 7-12=-834/668 ' 1-28=-6841687 '
9-1 2=-683/686
NOTES-
'1) Unbalanced roof live loads have been considered for this design
ZjWnO:ASCE7-10;Vutt=11omph(3-secondgust)Vasd=87mph;TCDL=5.4psf;BCDL=4.8psf:h=25ft;Cat ll;ExpC;Enclosed;
MWFRS (envetope) gabte end zone and C-C Corne(3) 0-1-'13 to 3-4-10, Exterio(2) 3-4-10 to 16-0-0, Corne(3)'16-0-0 to 19-2-6'
Exterio(2) 19-2-6 to 32-10-14 zonet cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3)Trussdesignedforwindloadsintheplaneofthetrussonly. Forstudsexposedtowind(normal totheface),seeStandardlndusky
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 'l
4) All plates arc 1.5x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 1-4-0 oc.
Zj This truss has been designed for a I 0.0 psf bottom chord live load nonconcurrent with any other live loads
aj . fnis truss has been deiigned for a live load of 2o.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members with BCDL = 10 0Psf'
9) A plate rating reduction of 20o/ohas been applied for the green lumber members.
-
4jfr#.;,:;lr;ru";ru;';il::i;:i'+;::::ij1i'J;i;,'Jji,,l;l;iffi:xiJ;lfi;!::J::?'Jffii:i;:;'ili;i*ri;irii:'" tii
" i*i" "vil".. Before use, the building designer must verify-lhe applicabilaiy of deiign paramelers and properly inco.porale this design inlo lhe ove'all
buitdrng design Bracing rndrcared is to prevent buckting of indivioual truss ieb anol"or chord members onli aaafii""lii"tp"t".v anid permanenl bracinn MiTgk
is atwa"ys req-uired for s6bility and to prevent collapse ;th possible personal injury and property dam_agq f or _general gurdance reSadilg !h-e. - .. ..
fabricarron. srorage derrvery, €recfion and bracrng ot kus*.-rno truss .yrrem;. ;" AusnFn-g1"ity iii""riu'bia'gd ina Ecst Building component MrTek usA lnc
c 75435
EXP.03t31t2022
1
Job ' Tt"" Truss Type Qty Ply 6A4BR-ADU
R61727ssj
6A-4lh-bed-ADU 406 GABLE 1 1
Job Reference (optional)
8.330 s Mar 23 ZOZO Vifel f njustries, lnc. Sun Mar 29 1 4:g2:Og 2O2O Page 2Hayward Building Systems, Santa Maria, CA 93458
tD:oLe84TeyfavbETUPQDD4NRyLa4l-GQsXwUN_SABZLaP-Sazw?V1/0 1 kbZnTp5aHfqzOpzW2N4
NOTES-
1o) providemechanical connection(byothers)of trusstobearingplatecapableof withstanding5TSlbuplifatjoinl29,347 lbuplifatjoint2S, 164 lbupliftatjoint26' 190 lb
uplift at joint 20, '157 lb uplift at joint 14, 555 lb uplift at joint 11 and 349 lb uplifi at joint 12.
1 1 ) This truas has been designed for a total seismic drag load of 3500 tb. Lumber DOL=(1 .33) Plate grip 991=(1 .33) Connect truss to resist drag loads along bottom chord
from 0-0-0 to 32-0-0 for,l09.4 Plf.
;[tn,rtntiru,t.Veritt,.tesignparanatersandREADNO|E{;ONIHISAllDtl,lclUL\EDMlTl.al<I1Ei:ERENCEPAGFMlt 7473rcv 10O3'2OISBEFOREL|SF
Gsign valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building componenl, nol.
"
iri"
"Vrr"..
Before ;se, the buitding designer must veriithe applicabiliiy of design paramelers and properly incorporate this design into the overall
OuitOingiesign. Eracingindicatedisio'prev6ntbucklingofindividu;llrussweband/orchordmembersonly Additionaltemporaryandpermanenlbracing
is alwa"ys req-uired for stibility and to prevenl collapse with possible personal injury and property damage- For general guidance regarding ihe , -- --
fabricaiion, siorage, delivery, erection and bracing of trusses and lruss syslemi, see ANst/TPIl Quality critoia, DSB'89 and Bcsl Building component
Saletylnl;mation availa'blefromTrussPlatelnstitute,2lSN.LeeSlreet,Suile312,Alexandia,VA22314.
til
MiTek
[4iTek USA, lnc.
400 Sunrise Avenue. Suile 270
Roseville, CA 95661
I
Job
6A_4th_bed-ADU
Hayward Building Systems,Santa Maria, CA 93458
Tfuss
801
Truss Type
COMMON GIRDER
5-6J3
12-2-12 17-0"0
4-9-40-9-9
Qty Ply 64 4BR-ADU
R61727552
Scale = 1:67.7
5-10-6
5-106
'l .,.f Job Reference (optional)
8.330 s Mar 23 2O2O MiTek lndustries' lnc. Sun Mat 29 14:32:11 2020 Page 1
lD:oLeB4TeYfaVbETUPQDD4NRyLa4l-CozHLgOEdnOHatYMZ?0O4x5NRO8uhMtlzJ4ThzW2N2
21-94 28-1-10 34-00
4-54 64-6 5-106
4x4
4
5x6 ::-5x8 -:
57 _00 12
T
@o 5x6 j;
2
1920n
4x6 r''
6
7
o
:t
:-l
I
3x6
Lld
360
240
nla
cst.
TC
WB
11
1oo
7xB
21 22 2425 fi
DEFL,
Vert(LL)
Vert(CT)
Horz(CT)
BRACING.
TOP CHORD
BOT CHORD
2728 9
MUS26 7x8
MUS26
29 30
MUS26 MUS26
31
MUS26
4x6 MUS26
MUS26
o.?7
0.56
0.98
Matrix-MS
8x12
MUS26 MUS26
IMUS26 8x12
Plate Offsets (X,Y)--
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
3x8
,0 -4 -81, | 2:q -4 - 1 ?,0 -1 -81
SPACING- 2-0-0
Plste Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr NO
Code lBC201s/TP12014
MUS26
5-'10-6 12-2-12 17-O-O 21-94 28'1-10 94-0-0
5-10-6 6.4-6 4-9.4 4-94 6-4-6 s-106
20.0
14.0
0.0
10.0
in
-0.11
-0.39
0.06
(loc)
8-9
8-9
7
Udefl
>999
>678
nla
PLATES
MT2O
GRIP
220t195
LUMBER-
TOP CHORD 2x4 DF No.1&Btr G
BOT CHORD 2xo DF SS G
WEBS 2x4 DF Stud/Std G *Except*
4-1o:2x4 DF No.1&BtrG
WEDGE
Left: 2x4 DF Stud/Std -G , Right: 2x8 DF No.2 -G
Weight: 654 lb FT -- 20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 1 0-'l 1 .
March 30,2020
REACTIONS.(size) I 1=0-5-8 (req. 0-s-10), 1=0-5-8, 7=0-5-8
Max Horz 1=-237(LC 4)
Max Uplift 11=-1862(LC 8), 1=-a99(LC 8),7=-770(LC 9)
Max Grav 11=15765(LC 1), 1=3897(LC 25),7=7216(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-2=-34341487,2-3=-247t2371,3-4=-23501365,4-5=-23521346' 5-6=-6182/626'
6-7=-'1O581 11061
BOT CHOR D 1-12=-54012993, 1 1-12=-54012824, 1O-11=-19751402, 9-10=-34915257, 8-9=-839/9040,
7-8=-839/9040
WEBS 2-12=-61 415180, 2-1 1=-55341855, 3-1 1=-87831887 , 3'10=-67 417242, 4-10=-277 12060,
5-10=-6176/686, 5-9=-555/6702, 6-9=-4403/594' 6-8=-363/4148
NOTES-
1) 3-ply truss to be connected iogether with 10d (0.148"x3") nails as follows:
Top chords connected as tollows: 2x4 - 1 tow at 0-9-0 oc.
Bottom chords connected as follows 2xO - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 - 1 tow at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Unbalanced roof live loads have been considered for this design.
4) Wnd: ASCE 7-10; Vult=11omph (3-second gust) Vasd=87mpht TCDL=s.4psf; BCDL=4.8psfl h=25ft; Cat. ll; Exp C; Enclosed;
MWFRS (envelope) gable end zone; cantilever lefi and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
5) This truss has been designed for a 1O.O psf bottom chord live load nonconcurrentwith any other live loads
6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.opsf.
7) A plate rating reduction of 20o/o l'as been applied for the green lumber members
8) WARNING: Required bearing size at joint(s) 1 I greater than input bearing size.
O j Provide mechanical con nection (by others) of truss lo bearing plate capable of withstanding 1 862 lb uplift at joint 1 '1 , 499 lb uplift at
.ioint 1 and 770 lb uplift at joint 7.
tOj This truss has been designed for a total seismic drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(I.33) Connecl truss to
conrirordd tfoloet alllq bqltom qhord from 0-0-0 to 34-0i0 for 7ri 5 plt ., - !r-
-
-- r .-'
*#tt'U1;;;ilffiJ#':;#H:fi,'J:::;iiil#ilil?!i!6J:#T:',i#il[;l:iil'i;i:"1;iiri:"' tiia lruis system. Before ;se, lhe building designer must veriithe applicabiliiy of design paramelers and properly incorporale this design into lhe overall
buitdingdesign. Bracingindicatedistoprevenrbucktingof individualtrussrieband/-orchordmembersonly. niOirionritutpo,"ryan-dpermanenlbracint MiTgk
isatwa-ysreq-uiredfors6bitityandlopreventcollapsetthpossiblepersonalinjuryandpropef,Y-9?ll9g9;forgeneralguidanceregardinglh,e-....
;;Wi;i;;"ii"; juiii"i,l" r.. i,r!" Fiale t;stitute, 218 N. Lee srr6ei, suiie slz. nlexandria, vA 22314. '
A::"T,[:"3i;33[: "'*'^
c 75435
Truss
801
Truss Type
COMMON GIRDER
Qty Ply 64 4BR-ADUJob
6A_4th_bed-ADU
Hayward Building Systems,
R61727552
Santa Maria, CA 93458
t 3 Job Reference (optional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc. Sun Mar 29 1 4:32:12 2020 Page 2
tD:oLeB4TeYfaVbETUPQDD4NRyLa4l-h?XgYVPsO5VWCI TYTiXdc9dYBoTAgScl zc2e?8zW2N1
NOTES-
1 1) use simpson strong-Tie MUS26 (6-10d Girder, 6-1od Truss) or equivalent spaced al 2-0-0 oc max. starting at 12-O-12 from the left end to 32-0-12 to connect truss(es) to
back face of bottom chord.
12) Fill all nail holes where hanger is in contactwith lumber'
1g) Hange(s) orotherconnectiondevice(s)shall beprovidedsutficienttosupportconcentratedload(s)788 lbdownand4S3 lbupat 0-0-0, 1605 lbdownand220 lbupat
z-o-12, liloSlbdownand22olbup.i'q-o,lz,t60slbdown and22olbupat 6-0-12,and1605 lbdownand22olbupat 8-0-12'and1605 lbdownand220 lbupat
1 O-O-1 2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1 ) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plale lncrease=1 .25
Uniform Loads (plf)
Vert:'1-4=-68, 4-7=-68, 1 3-16=-20
Concentrated Loads (lb)
vetl: j2=-1447 11=-1374(8) 9=-1449(8) B=-1aag(B) 13=-231 19=-1447 2o=-1447 21=-1447 22=-1447 23=-1374(8)25=-ft7a(426=-1449(8)28=-1449(B't
2e=-1 4ae(B) 30=-1 aa9(B) 31 =-1 374(B) 32=-1 37 4(B)
Design valid for use only with Mi-Iek@ conneclors. This design is based only upon parameleG shown, and is for an individual buildinq component. nol
a iruis svirem. eerore rjse, trre uuiroing l;signeimust ueriry"te applicabiliiy ofde;ign paramelers and propedy incorporate lhas design into lhe overall
uuiroingiesign Bracingindicatedist;pr"uEniurir.ringofi"aiviouiltrussweoand/"orchordmembers;nly. Addilionaltemporaryandpermanenlbracing
" "fru"yr
i"q"rir"o ror.tibility and to prdvent collapse;lh possible personal injury and prcpedy qqm399r for-general guidance regarding lhe
tabilcalion storaoe. deltvery. erecton and bracrng of trusses and truss systems, iee Ausufptl Quatity cilteilE, os9'89 and Bcsl Building component
Siiiiiifoi"ii.i jvarta6le from Truss Ptate t;slitute. 2'18 N I ee Slreet. Suite 312. Alexandna, VA 22314
til
MiTek'
MiTek USA, lnc.
400 Sunrise Avenue. Soite 270
Roseville. CA 95661
Job
6A_4th-bed-ADU
Hayward Building SYStems,
-0-10-0
0-1 0-0
Santa Maria, CA 93458
56-3
56-3
11-3-2
5-8-14
17-O-O
5.4-14
Qty Ply 64 4BR-ADU
29
Truss
BO2
Truss Type
MOD, OUEEN
R61727553
Scale = 1:68.5
41
Job Reference (optional)
8.330 s Mar 23 2020 MiTek lndustries, lnc sun Mat 29 14:32:13 2020 Page 1
lD:oLeB4TeYfavbETUPQDD4NRyLa4l.gB52mrQUgPe-qBilhQ2SgMAhncplPmxAcGoBXazW2N022-8-14 28'5-13 3-410:0 34-10-.0
5-8-14 5-A-14 5$-3 0-10-0
7.OO 12
4x4
5x6 '2A
5x6 -:
7
o 15x4 r
13
5xB
1.5x4 :'
8
3x4 .:'
3
5x6
.,),.,,,,,i1
12
3x4
3o 3x4 '.:
27
o
10n
o
23 24
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
25
in (loc)
-0.18 13-14
-0.49 13-'14
0. 13 10
PLATES
MT20
GRIP
220t195
'14
JX4
5x6
8-4-11
a-ail
[5:0-3-0,0-3-4], [7:o-3-o,o-3-41, [1 3;0-4-0,0-9-41
17-0-0
B-7-5 s-1-s
0.41
0.53
0.27
l/defl
>999
>831
nla
34-0-0
a-4-11
Plate Offsets (X,Y)-
LOADING (psf)
TCLL 2a.0
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
BOT CHORD
WEBS
SLIDER
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G .Except'
6-13.2x4 DF No.1&Btr G
Left 2x4 DF No.1&Btr-G-x 2-6-0, Right 2x4 DF No.1&Btr -G-x 2-6-0
REACTIONS. (size) 2=0-3-8,10=0-3-8
Max Horz 2=-250(LC 10)
Max Uplift 2=-213(LC 1 2), 1 0=-21 3(LC 1 3)
Max Grav 2=1562(LC 19)' 10=1562(LC 20)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
ToPcHoRD2-4=.22871318,4.5=-21491321,5-6=-1575/304,6-7=-15751304'7.8=-21491322'
8-10='2287 1318
SPACING- 2-0-0
Plate Gfip DOL '1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC201s/TP12014 Matrix-MS
2-14=-s481207 4, 13-14=-21811783, 1 2-13=-102t 1655, 10-12=-1 801 1887
5-14=-561407 , 5-13=-6731255, 6-13=-17611 177 , 7-13=-67312s5,7 -12=-561407
Weight: 181 lb FI =20o/o
Structural wood sheathing directly applied o( 3-11-? oc purlins'
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Rowatmidpt 5-13,7-13
March 30,2020
csr.
TC
BC
WB
Ltd
360
240
nla
BRACING-
TOP CHORD
BOT CHORD
WEBS
NOTES-
1) Unbalanced roof live loads have been considered for this design'
2)Wnd:ASCE7-10;Vutt=11omph(3-secondgust)Vasd=87mph;TCDL=S.4psf;BCDL=4.8psf;h=25ft:Cat ll;ExpClEnclosed;
MWFRS (envelope) gaote end zone and C-C Eiterio(z) -o-10-14 to 2-5-14, lnterio(1) 2-5-14 lo 17-o-0' Exterio(2) 17-0-o to 20-4-13
,lnterio(1) 20-4-13to34-1}-14zone;cantileverleftandrightexposed;endverticalleftandrightexposedic-cformembersand
forces & MWFRS for reactions shown; Lumber DOL=1 33 plate grip DOL=1 33
3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads
4) . This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10 opsf'
5) A plate rating reduction of 20% has been applied for the green lumber members'
6) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at Joint 2 and 21 3 lb uplift at
joint 10.
illt
MiTek
c 75435
EXP.0313112022
Design vaiid for use only with MiTek@ connectors. This design is based only !pon paramelers shown' and is for an individual building component' not
a rruss syslem. Before use, the burtdin;;;il;;;.;;;;lf;rne apptrcaoitirv ot oe!ign parameters and properlv incorporate ihis desiqn inlo lhe overall
building design. B.acing indicaled rs to"pievJniurcr.t'ng or inoiviouir truss weo anol'or ihord members only Addilional lemporary and permanent bracing
rs always required lor staurtrty ano ro piJvenicottapse rrv'ittr possiUte personal rnJury and properly damage For general gurdance reqarding the
labncatron, storage. detrvery, ereciron and bracrng of lrusses and 1.." "y"tut.lr'uJ
" -'- AiiurFn Quaiity ctiteiia DsB'9i and Bcsl Building componant
';;i;tyl;;i";;li";lva,rabierromrrmiFi"ri,ii.iitrr",ulsN Leestr6el.suile312.Alexandna.VA223l4
[IiTek USA, lnc.
400 Sunrise Avenue, Suale 270
Roseville, CA 95661
Job
6A_4th-bed-ADU
Hayward Building Systems,
-0-10-0
o:10-o
Santa Maria, CA 93458
5-6-9 6-0-05-6-3 0-5-13
Truss
804
3xO :j
3
Truss Type
GABLE
Qty Ply 6A 4BR-ADU
78
3x4 :::
7
70 3x6
'10
R61727554
Scale = 1:69.4
12
11-3-?1 7-0-0
5-8-14
1l
Job Reference (oPtional)
8.330 s Mar 23 2O2O MiT;k lndustries, lnc. Sun Mat 29 14:32:15 2020 Page 1
tD:b3nrnPLGTGV\Ace5uoXaXRJyLUh6-5aDoAJ(RlgOui3VsTo14KEnFvb?O4tgPTfaHlcTzW2N-22-8-14 28-5-13 . q0-7s 34-0-0 34-10-0
5-8-14 5-8-15 2-1-9 34-10 0-10-0
4x6
77
3x4 -::
@qo
6x6 ::3x4 .:
5x12 [,T20HS '-'
87.O0 12
t2x4
2x42x4
8-7-51Z:o-o
a-7-5
'.Y..'\'1
76 2x4
2x4
12
7473
2x4
72 13
3x4
15
5x8
16
3x4
L/d
360
240
nla
csr
IU
BC
WB
\\
]n.
'r. r--\,
3-2-14
1oo1oo
17
75 '14
3x4 6x6
6x8
5-104
5-1 o-4
[1 5:0-4:0,0-3-41
25-7-5
in (loc)
-0.15 14-15
-0.46 15-16
0.1 1 11
30-9-2
5-1-13
34{-0a4-11
2-6-7
Plate Offsets (X,Y)--
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL O,O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
OTHERS
SLIDER
SPACTNG- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr NO
Code lBC2015/TP12014
0.83
0.99
u.zt
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
Ydefl
>999
>887
nla
PLATES
MT2O
MTzOHS
GRIP
220t195
165/146
Matrix-MS Weight: 337 lb FT = 20o/o
Structural wood sheathing directly applied or 2-8-3 oc purlins
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at midpt 5-15, 7-15
March 30,2020
2x4 DF No.1 &Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G .Except.
6-15.2x4 DF No.1&Btr G
2x4 DF Stud/Std G
Left 2x4 DF No.1&Btr -G-x 2-6-0, Right 2x4 DF No.1&Btr -G-x 2-6-0
BRACING-
TOP CHORD
BOT CHORD
WEBS
REACTIONS. (size) 2=0-3-8,11=0-3-8
Max Horz 2=246(LC 11)
Max Uplift 2---541(LC 25), 11=-541(LC 26)
Max Grav 2--18e7GC 24), 11=1887(LC 23\
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown'
ToP CHoR D 2.4=.2821t862, 4-5=-2286t488' 5.6=-1 585/302, 6.7=-1 585/303, 7.8=.25121599 '
8-9= -2268 I 489, 9 - 1 1 =-2680 n 49
BOT CHORD 2-17=-88gt2537 , 16-17=-335t2O67, 1 5-1 6=-31 4/1 80 6, 14-15---321 117 56, 13-14=-643t2312
11-13=-77012377
WEBS4-16=-2941170,5-16=-77t451,5-15=-6911254,6-15--175/1186,7-15=-6911259'
7 -14=-621484, 8-1 4=-2841 168' 8-1 3=-583/338, 9-13=-186141 4
NOTES-
1) Unbalanced roof live loads have been considered for this design'
zj wno: nsce 7-10; Vutt='t tgmph (3-second gust) Vasd=87mph; TCDL=5.4psf; BcDL=4.8psf; h=25ft; cat ll; Exp c; Enclosed;
MWFRS (envetope) gable end zone and C-C Exterio(2) -0-1 0-'l 4 to 2-5-14, lnterio(1 ) 2-5-14 lo 1 7-O-O' Exterio(2) 17 -0'0 lo 20-4-13
, lnterio(i) Z0-4-1A to 34-10-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1 33 plate grip DOL=1 33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
4) All plates are MT20 plates unless otheMise indicated.
5) All plates arc 1.5x4lvlT2o unless otheMise indicated.
6) Gable studs spaced at 1-4-0 oc.
z! Tnis truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads'
ai . fnis truss has been deiigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10 0psf'
9) A plate rating reduction of 20% has been applied for the green lumber members'
10) providemechanicat connection(byothers) of trusstobearingplatecapableof withstanding54l lbupliftatjoint2and54l lbuplift
at joint 1 '1 ..tl)Thistrusshasbeendesignedforatotal seismicdragloadof 3500lb.LumberDOL=(1.33)PlategripDOL=(1.33) Connecltrussto
resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 102 9 plf
.I E
c 75435
rii
MiTek'
Gsign valid for use only with MiTek@ connectors- This design is based only upon paramelers shown, and is for an individual buildinq component, nol
atrusssystem Beforeuse,lhebuitdrnioesigneimustuerif/theappficabiliiyofde;ignparametersandpropedyincorporalelhrsdesigninlolheoverall
build,ng design. Bracrng indrcaled ts lo'prevJnt bucklng ol indivrdual kuss web and/"or chord members only Addilional lemporary and permanenl bracing
rs alwa-ys req-uired lor sriuit,ry ano ro prJueni".fr'"pt"
"ii1'
possrble personal injury and propedy damage For general gurdance regarding lhe
fabncatron, storage. delivery. ereciron and bracing of trusses and truss systems, s'ee austnFn-Quatfuy criteiia' DsB'89 and BCSI Building conponent
;;;;;'i;;i;;"1i"; -awira6ierrcmrrussplaler;slilule 2'18N Leeslreel Suile3l2 Alexandne VA22314
MiTek USA, lnc.
400 Sunrise Avenue, Suite 270
Roseville, CA 95661
Job
6A_4th_bed-ADU
Hayward Building Systems,
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL 0.0 .
BCDL 10.0
LUMBER.
TOP CHORD
BOT CHORD
WEBS
Sanla Maria, CA 93458
Truss
c03
Truss Type
KINGPOST
5.00 12
6-1 -8
6-1 -8
6-1 -8
6-1 -8
cst.
TC 0.27
BC 0.18
wB o.14
Matrix-MS
R61727555
11
Job Reference (optional)
8.330 s Mar 23 2020 MiTek lndustries' lnc. Sun Mat 29 14:92:16 2o2O Page 1
tD:2aHwmi7\rywP2F1 Koplvo?z?yLWTO-ZmnAOtSNRKOZhfRKlvlYcZn?oDCPxl c9ncuE0rTvzW2Mz
114-A
5-3-0
4x6 Scale = 1:26.9
Qty Ply 6A 4BR-ADU
3
1 -5-8
1-5-8
N
PlateOffsets(X,Y)-- l2:o-?-13,0-?-81
'10
8
3xO ::
- ........4
I
A)
5x6 ::
2
1
\
Yo
N
5
SPACING- 2-O-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC2015/TP12014
4xB
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
BRACING-
TOP CHORD
BOT CHORD
in
-0.03
-0.09
0.00
l/defl
>999
>999
nla
2x4
'1.5x4
(loc)
6-7
6-7
5
Weight: 59 lb Ff --20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing
March 30,2020
11-4-8
L/d
360
240
nla
PLATES
MT2O
GRIP
2201195
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G'Except.
2-7.4-5: 2x4 DF No.1&Btr G
REACTIONS. (size) 7=0-3-8,5=Mechanical
Max Horz 7=73(LC 9)
Max Uplift 7=-104(LC 12)' 5=-64(LC 13)
Max Grav 7=609(LC 1), 5=a79(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown
TOP CHOR D 2-3=-49211 17 , 3-4=-467 1120, 2-7=-5501221, 4-5=-4381142
WEBS 2-6=-231270,4-6=-56/338
NOTES-
1) Unbalanced roof live loads have been considered for this design
zj wno: Rsce 7-10; Vult=11gmph(3-secondgust) Vasd=87mph; TCDL=s.4psf; BcDl=4.8psfl h=25ft: cat ll; Expc; Enclosed;
MWFRS (envetope) gabte end zone and C-C Exterio(2) -1-6-3 to 1-5-13, lnterio(1) 1-5-13 to 6-1-8, Exterio(2) 6-1-8 to 9-'1-8,
Interio(1 ) g-1-A b 11-2-11zone; cantilever left and right exposed ; end vertical left and right exposed;c-c for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 1 0.0 psf bottom cho.d live load nonconcurrent with any other live loads
4j . This truss has been deiigned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
5) A plate rating reduction of 20% has been applied for the green lumber members
6) Refer to girder(s) for truss to truss connections
7i provide rirechanical con nection (by others) of truss to bearing plate capable of withstanding 104 lb uplitt at joint 7 and 64 lb uplift at
joint 5.
tlt
MiTek
c 75435
EXP.0313112022
T E
b-esignvalidforuseonlywithl\4iTek@conneclors.Thisdesignisbasedonlyuponparamele.sshown'andisforanindividualbuildingcomponent not
a ltuss syslem. Before use, the buitding a""ign;i *^r ""rify-lhe applicabilily of de;ign paramelers and properly rncorporate this design into lhe overall
burldrng desrgn Bracrng rndrca{ed ts lo-prev;t buckling ot indivrdual lruss web and;r chord members only Addilional lemporary and pe'manenl bracrng
,satwa-ysreq-uiredlorstiro,f'fy"nAfoprJu"ni.off"pi"i'rf'possrbleperson€linluryandp.opedydamage- forgeneralgurdanceregardinglhe
fabrication storaoe. deliverv. ereciron and bracing oftrusses and t-"" "y.,"*", "'"" AUSttfht Quality Cilteila, DSB'89 and BCSI Building ComPonent
'iiil'ii"i,ii;iii;iii; "Ji;;;1i"";;""; i;;; Fi;G i;srilure 218 N I ee Sk6er ' s uiie 3 12 Atexandna v A 22314
It iTek USA lnc.
400 Sunrise Aven!e. Suile 270
Rosevllle. CA 95661
Job
6A_4th_bed-ADU
Hayward Buiiding Systems,
-0-5-B
0-5-8
Truss
c04
Truss Type
QUEENPOST
QIy PIY 64 4BR-ADU
Santa lvlaria, CA 93458
R61 727556
11
Job Reference (optional)
8.330 s Mar 23 2020 MiTek lndustries' lnc. Sun Mat 29 14:32 17 2020 Page 1
lD:2aHwmi7\ AilP2F1 KoplVo?z?yLWTO-1 yLZbDT?CdgQlo0\ AilGToJCLQRpFALbbmTumPfLzW2My
1 1 -5-3 13-10-8
4-3-11 2-5-5
Scale = 1:27 7
4x4
2-9.1 3
, o-12
7 -1-B
4-3-11
5.OO 12
10
11
12 3x6 :::3x6 :::
cl '1.5x4
GRIP
2201195
5x4
?1
c)
N
3xBI
.i>
7
6x64x4
7-1-8
7-1-A
13-'t0-8
6-9-0
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
SPAC|NG- 2-O-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr NO
Code lBC2015/TP12014
csr.
TC 0.17
BC 0.31
wB 0.23
Matrix-MS
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
ln
-0.04
-0.13
0.02
(loc)
8-9
8-9
7
l/defl
>999
>999
nla
L/d
360
240
nla
PLATES
MT2O
BRACING.
TOP CHORD
Weight: 69 lb FI = 20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-4-4 oc bracing.BOT CHORD
REACTIONS.(size) 9=0-3-8,7=0-3-8
Max Horz 9=a0(LC 33)
Max Uplift 9=-382(LC 35), 7=-355(LC 38)
Max Grav 9=644(LC 1), 7=601(LC 47)
FORCES. (lb) - [4ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOPCHORD 3-4=-8451478,4-5=-8251468
BOTCHORD 8-9=-5121810,7-8=-4261691
WEBS 3-8=-2221297,4-8=01257,5-8=-1791300,3-9=-894/597'5-7=-880/575
NOTES-
1) Unbalanced roof live loads have been considered for this design.
Zj WinO: nSCe 7-10; Vult=11Omph (3-second gust)Vasd=87mph; TCDL=S.4psf; BCDL=4.8psf; h=25ft; Cat. lli Exp C; Enclosed;
MWFRS (envetope) gable end zone and C-C Exterio(2) -0-6-3 to 2-7-9, lnterio(1) 2-7-9 lo7-'l'8, Exterio(2) 7-'l-8 to 10-1-8,
lnterio( 1 ) 1 O-1-8 to 13-8-12 zonei cantilever left and rig ht exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1 .33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
+! . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) A plate rating red uction of 20o/o has been applied for the green lumber members.
Oj proviOe mechanical connection (by others) of truss to bearing plate capable of withstand ing 382 lb uplift at joint 9 and 355 lb uplift at
joint 7.
7) Thistrusshasbeendesignedforatotal dragloadof 1000 lb.rrtb"tpgL=(1.33)PlategripDOL=(1.33) Connecttrusstoresist
drag Ioads along bottom chord from 0-0-0 to 1 3-1 0-8 for 72.1 plf
2x4 DF No.'1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G .Except.
2-9,6-7:2x4 DF No.1&Btr G
March 30,2020
4];l;ln,:::;fiilil:ffi'::;;H;:';ilu;1ii":#;;u,,ljriiii*it:::#:;';ifii:i;;i##;uji,"r' "" t[ia truis system. Before ;se, the buitding designer must verifithe applicabilily of design paramelers and properly inco.porate this design inlo lhe overall
buitding design. Bracing indicaled is to prevent buckling of individual truss;eb andir chord members onli niO,flonlrir".poory ,n"d permanent bracing MiTgk
is alwa"ys req-uired for stiuility and to prevent collapse tith possible personal injury and prcpedy-qi1E9_ej forg€neral guidance regarding lhe _ .. -.
c 75435
1
EXP.
Job
64_4th_bed-ADU
Hayward Building Systems,
-0-1 0-0
0-10-0
ry 6x6
Santa Maria, CA 93458
500 12
Truss
c05
Truss Type
CQMMON
Qty PIY 6A 4BR-ADU
R61727557
61
Job Reference (oPtiqnal)
8.330 s Mar 23 2020 MiTek lndusiries, lnc. Sun Mat 29 14:92:1s'o2o Page I
lD:-xxk5BaGM6UfbRNJzfQknOyBwte-VsvxpZUdaGHwvbiUzel sQtYmDbd43[ul]WentUAU*
6-9-0 o-10-o
Scale = 1:28.0
4x6
6-9-0
6-9-0
3
11
10
6-9-0
6-9,0
bxb _
.4
1 ,...-'
N
N
$
. 'it
7
4xa
2x42x4
Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], 14:0-3-0'0-2-01
'13-6-0
6-9-0
LOADING (psf)
TCLL 20.0
TCDL 14-O
BCLL O.O
BC DL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
REACTIONS.
sPAcrNG- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC201s/TP12014
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G .Except*
2-8,4-6:2x4 DF No.1&Btr G
(size) 8=0-5-8,6=0-5-8
Max Horz 8=-33(LC 10)
Max Uplift 8=-100(LC 12),6=-100(LC 13)
Max crav 8=652(LC 1),6=652(LC 1)
cst.
TC
BC
WB
0.33
0.23
0.13
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
ln
-0.03
-0.10
0.01
(loc)
7-8
6
l/defl
>999
>999
nla
PLATES
MT2O
GRIP
2201195
L/d
360
240
nla
Matrix-MS Weight: 67 lb FI = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or '10-0-0 oc bracing
BRACING-
TOP CHORD
BOT CHORD
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHOR D 2-9=-6761136, 3-4=-6761136, 2-8=-59 1 /1 96, 4-6=-591 /1 96
WEBS 2-7=-71324.4-7=-81324
NOTES-
l) Unbalanced roof live loads have been considered for this design.
ziwno:nSCe7-10;Vult=11omph(3-secondgust)Vasd=87mph;TCDL=S.4psf;BCDL=4.8psf;h=25ft;Cat ll;ExpC;Enclosed,
MWFRS (envelope) gable end zone and C-a Exterio(2) -0-10-1 1 to 2-1-5, lnterio(1) 2-1-5 to 6-9-0, Exterior(2) 6-9-0 to 9-9-0,
lnterio(.l) 9-9-O to .14-4-1 1 zonet cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1 33
3) This truss has been designed for a 10.0 psf boltom chord live load nonconcurrent with any other live loads.
+! . this truss has been deiigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) A plate rating reduction of 20% has been applied for the green lumber members
Oj erovide mec-hanlcal connection (by others) of truss to bearlng plate capable of withstanding I 00 lb uplift at joint 8 and 1 00 lb uplift at
joint 6.
{t
March 30,2020
"lr-'t - lIIa
4J;JrrI";:':fi;;mruH::J;:'ili:l::;J1t;jl.';:1;i;:i1:i#llj:ffi;';:i,';l;''jjfil;l;;yr6iiiiiiii:i: "' tii
a iru!i system. Before use, the uuiioing cesigner must veritthe applicabi|iy of cleirgn parameters and properly. incorporale lhis design into lhe overall
buitdingdesign Bracingindrcatedistoprevenlbucktangofindividuattrusirieoand/-orchordmembersonly,qloiii"nlii".po,"ry"n"dpermanenlbracing MiTgk
is alwa" s req-uired tor sr-"titiry anJ to frdu"nt collapse ;th possible personal Injury and propedy -qi1399- for general quidance regarding lhe
saretytntomation avalaoterromiruiJFiiteiisrirure,zlst'l.L""sr,""i,suiiJsl2.Alexand.ia vA22314 fl::"1f:ti!!A[i "'*"t
c 75435
EXP.0313112022
1
Job
6A_4th_bed-ADU
Hayward Building Systems,
.0-10-0
o-10-0
Santa Maria, CA 93458
3-4-10
3-4-1 0
5.O0 12
)a
3-2-14
3-2-14
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL '1.25
Rep Stress lncr NO
Code lBC2015/TP12014
Truss
c06
Truss Type
GABLE
Qty Ply 6A 4BR-ADU
R61 727558
Scale = 1:26.9
6-9-0
3-4-6
11
Job Reference (optional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc. Sun Ma' 29 14:32:20 2020 Page 1
I D:2aHwmi7VVwP2F1 KoplVo?z?yLWTO-SXOhEEVtVYX?gGlSbOgVxrzxr0JvYxnCps-3GgzW2Mv
10-16 13-6-0 14-4-0
3-4-6 3-4-10 0-10-0
22
4x4
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
6x6 ::
3
1'l
3x4
23 6x6
5
10
3xB
24
o 3x4 ..
2
3x4
.. 6
I
N
7
N
Y
12
9 3x4
B
6-9-0
csr.
TC 0.16
BC 0.12
wB 0.26
Matrix-MS
10-3-2
in (loc)
-0.01 10
-0.03 10-1 1
0.01 I
'13-6-0
3-2-14
LOADING (psf)
TCLL 20.0
TCDL 14.O
BCLL O.O
BCDL 1O.O
LUMBER-
TOP CHORD
BOT CHORD
WEBS
OTHERS
l/defl
>999
>999
nla
L/d
360
240
nla
PLATES
MT2O
GRIP
220t195
BOT CHORD
REACTIONS.(size) 12=0-3-8, 8=0-3-8
Max Horz 12=-34(LC 10)
Max Uplift 12=-101(LC 12), 8=-101(LC 13)
Max Grav 12=652(LC 1), 8=652(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHOR D 2-3=-7 52127 2, 3-4=-600 I 292, 4-5=-600 1292' 5-6= -7 52127 2, 2-12---6 1 81324
6-8=-6181324
BOTCHORD't0-11=-2251594,9-10=-193/594
WEBS 2-11=-1881693.6-9=-1871693
NOTES-
1) Unbalanced roof live loads have been considered for this design
z! wno: nsce 7-10; Vult=11omph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp c; Enclosed;
MWFRS (envetope) gabte end zone and C-C Corne(a) -0-10-1 1 to 2-1-5, Exleior(2) 2-1-5 to 6-9-0, Corne(3) 6-9-0 to 9-9-0'
Exterio(2) 9-9-0 to 14-4-1 1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1 .33 plate grip DOL=1.33
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads
Sj . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) A plate rating reduction of 2Oo/o has been applied for the green lumber members
Z; provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 01 lb uplift at joint 12 and 1 0 1 lb uplift
at joint L
8)Thistrusshasbeendesignedforatotal seismicdragloadof 1oO0 lb.LumberDOL=(1.33) PlategripDOL=(1.33) Connecttrussto
resist drag loads along bottom chord from O-O-0 to 1 3-6-0 lor 74.1 plf.
Weight: 84 lb FT = 20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins'
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
March 30,2020
BRACING-
TOP CHORD2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G
2x4 DF Stud/Std G
c 75435
EXP.0313112022
Design valid for use only with l\rliTek@ conneclo.s. This design is based only upon parameters shown, and is for an individual building componenl' not
"
iri. "y.ru.. Before use, the buitding le.ign"i.u"i wrif;the applicabiliiy of de;ign parameters and properlv incorporate this design into the overall
ilibrg e;"ir; Bracing indicated is to"prevJnr ur"t tlng or;.aiviaujl russ weo anol-or cho.d members only Addilional temporary and permanent bracing
is atwa" s req-uired tor siiuitity ano to prevent collapse ;th possible personal injury and prope.ty damage. For general guidance regarding the
fabrication, storage, delivery. erectaon and bracrng of kusses and lruss sysiems, ;ee AtlStlft|-g.u.atity Ciltetia, DSB'89 and BCSI Building Component
iiiityiitinati"i avaitablefromTrussptatetisritute,2lsN LeeSreet,Suite312,Atexandna,vA22314.
rii
MiTek
t\,4iTek USA lnc.
4o0 Sunrise Avenue. Suite 270
Roseville, CA 95661
Job
6A_4th_bed-ADU
Hayward Building Systems,
-0-'10-0
0-10-0
q
a
Santa Maria, CA 93458
6-2-12
6-2-12
5.00 12
17
4x4
Oly Ply 64 4BR-ADU
lD: uksBaGM6UlbRNJzfQkn0yBwte-wja3RaVWGsfsnQ
12-5-B
6-2-12
4xo
R61 727559
JH95BkU2V5WQdUHRXL2Wkco62W2Mu
13-3-8
Truss
D01
Truss Type
COMMON 1
Job Reference (oPtional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc. Sun Mat 29 14:32:21 2O2o Page'l
0-10-0
Scale = 1:23.4
18
2
3
5 4x4 :.
l,o. - lor . I
7
3x6
GRIP
220t195
Too
1.,:
. ..]':
3xo
I
Plate Offsets (X,Y)--
LOADING (psf)
TCLL 20.O
TCDL 14.0
BCLL O.O
BCDL 10.0
LUMBER-
TOP CHORD
BOT CHORD
WEBS
SLIDER
6-2'12
6-2-12
12 :o -2- 5,0 -o -2), 16 : O - 4 -2,0 -O - 2l
SPAC|NG- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code lBC201s/TP12014
2x4 DF No.1&Btr G
2x4 DF No.1&Btr G
2x4 DF Stud/Std G
Left 2xO DF SS -G-x 2-6-0, Right 2x6 DF SS -G-x 2-6-0
cst.
TC O.23
BC O.22
wB 0.10
Matrix'MS
'I 5x4
DEFL.
Vert(LL)
Vert(CT)
Hoz(CT)
ln
-0.03
-0.08
0.02
(loc)
8-1 5
8-1 5
l/defl
>999
>999
nla
1?:5'8
L/d
360
240
nla
PLATES
MT2O
BRACING-
TOP CHORD
BOT CHORD
Weight: 53 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins
Rigid ceiling directly applied or'10-0-0 oc bracing
REACTIONS,(size) 2=0-5-8,6=0-5-8
Max Horz 2=-48(LC 13)
Max Uplift 2=-94(LC 12),6=-94(LC 13)
Max Grav 2=609(LC 1), 6=609(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-4=-6851162, 4-6=-6851162
BOT CHORD 2-8=-671621,6-8=-671621
WEBS 4-8=01256
NOTES-
1 ) Unbalanced roof live loads have been considered for this design
ZjWnO:nSCe7-jO;Vult=11omph(3-secondgust)Vasd=87mph;TCDL=S.4psf;BCDL=4.8psf;h=25ft;Cat ll;ExpC;Enclosed;
MWFRS (envetope) gabte end zone and c-c Exterio(2) -o-10-'1 1 to 2-1-5, lnterio(1) 2-1-5 io 6-2-12, Exterio(2) 6-2-121o 9-2-12'
lnterio(1 ) 9-2-1 2 to I 3-4-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1 33 plate grip DOL=1.33
3) This truss has been designed for a 1o.o psf bottom chord live load nonconcurrent with any other live loads
+j - fnis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) A plate rating reduction ol 2QVo has been applied for the green lumber members'
Oj provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at
loint 6.
March 30,2020
m-rrl_€-__r-|- *";Jfi;;,*:#;'^;;ru'#::ij;:i;i:::i"'1i'Ji;;;'"i';il,l"iri##"Tilri;ii:;;ii;'l:[;;;fu[i6fii]i."1" "' n[i
a lruJs system. getore use, the tuiloing designer must verifilhe applicabiliiy of de;ign paramelers and properly. incorporate lhis design into lhe overall
buitdingdesign. Braci.gindicatedistoprevenibucklingof individualtruisriebandi-orihordmembersonly. niailioniir"tporuryanidpermanenlbracint MiTgk
rsalwa"ysreq_urredforstititrtyandtoprevenlcollapse;lhpossiblepersonalinjuryandpropedydamage.lorgeneralgurdanceregardinglhe-...
safetytnfomation avaitabtefromT.ussprarer;sr.lure.218N r""sniui,sri"l"rz,Alexandria,vA22ti4 i?X"""i,iJ:"3f;:H:
t'*''
c 75435
EXP.0313112022
't
Job
6A_4th_bed-ADU
Hayward Building Syslems,
-0-1 0-0
0-1 0-0
Santa Maria, CA 93458
3-4-1 0
3-4-10
5.OO 12
SPACING- 2-O-0
Plate Grip DoL 1.25
Lumber DOL 1.25
Rep Stress lncr NO
Code lBC201s/TPI20'14
Truss
DO2
Truss Type
GABLE
Qty Ply 64 4BR-ADU
R61 727560
Scale: 1/2"=1
11
Job Reference (oPtional)
8.330 s Mar 23 2O2O MiTek lndustries, lnc Sun Mat 29 14:32:22 2020 Page 1
lD:-uk5BaGM6UfbRNJzfQknOyBwte-OwBSewxB'1 AnjPauTjpiz0G2l Hqzc0uoVGAT9LZzW2Mt
9-0-1 4 12-5-8 13-3-8
2-10-2 3-4'10 0-10-02-10-2
4x4
5
t"u tt"
12
oxb
7 3x4 :::
.r l-- -r
N
N
B
I
Y-o ..oJ
o
lr<.10
2-11-14
lvlatrix-MS
11
3xg
DEFL,
Vert(LL)
Vert(CT)
Hoz(CT)
9-2-10
2-11-14
in (loc)
-0.01 11
-0.04 '10-1 1
0.02 I
12-5-A
3-2-14
PLATES
MT2O
GRIP
2201195
3x6
3x6
Plate Offsets (X,Y)--
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL 0.0 .
BCDL 10.0
LUMBER.
TOP CHORD
BOT CHORD
WEBS
OTHERS
SLIDER
3-2-14
3-2-14
12.0-2-5,0-0-71, [8:0-4-2,0-0-7]
L/d
360
240
nla
csl.
TC
BC
WB
0.10
0.23
0.10
l/defl
>999
>999
nla
2x4 DF No.1&BtrG
2x4 DF No.1&Btr G
2x4 DF Stud/Std G
2x4 DF Stud/Sid G
Lelt2x4 DF Stud/Std -G-x 2-6-0, Risht 2x4 DF Stud/Std -G-x 2-6-0
BRACING-
TOP CHORD
BOT CHORD
Weight: 70 lb FT = 20o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins
Rigid ceiling directly applied or 6-0-0 oc bracing
March 30,2020
REACTIONS.(size) 2=0-3-8,8=0-3-8
Max Horz 2=-46(LC 13)
Max Uplift 2=-94(LC 12),8=-94(LC 13)
l/ax Grav 2=609(LC 1), 8=609(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
TOP CHORD 2-4=-7 901339, 4-5---6661317, 5-6=-666/317, 6-8=-7901339
BOT CHORD 2-12=-240/77o, 't 1-12=-244n rc, 1o-11=-25417I6, 8-10=-250ff9s
WEBS 5-11=-851256
NOTES.
1 ) Unbalanced roof live loads have been considered for this design
zi wno: RSCe 7-10; Vult=11omph (3-second gust) Vasd=o7mph; TCDL=s.4psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; Enclosed;
MWFRS (envetope) gabte eni zone and C-C Corne(3) -o-1 O-1 1 to 2-1 -5, Exterio(2) 2-'l-5 lo 6-2-12, Corner(3) 6-2-12 lo 9-0-14 '
Exterio(2) 9-O-1 4 to 1 3-4-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions showni Lumber DOL=1 33 plate grlp DOL=1 33
3) Truss designed for wind loads in the plane oi the truss only. For studs exposed to wind (normal to the face), see Standard lndustry
Gabte End Details as applicable, or consult qualified building designer as per ANSUTPI 1.
4) All plates are 1.5x4 MT20 unless otherwise indicated
5) Gable studs spaced at'1-4-0 oc.
oj Tnis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Zj 'fnis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) A plate rating reduction ol 2Oo/o has been applied for the green lumber members
S! provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at
joint 8.
tOj Thistrusshasbeendesignedforatotal seismicdragloadof l00Olb.LumberDOL=(1.33)PlategripDOL=(1.33) Connecttrussto
resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 83 3 plf
c 75435
EXP.03t31t2022
1E
rii
MiTek
Design valid for use only with MiTek@ connectors. This design is based only upon paramelers shown, and is for an individual buildinq componenl' nol
i i.!t.v.r"m. Before;se, lhe buildini a""ilnui.r.tuurirflhe applicabiliiy;fde;ign paramelers and propedy incorpo.ale lhis desiqn inlo the overall
nuifaing6".ign Bracingindicatedisto'jievinrUrcf.fingofi,"AiviOuitrussweOanai-orchordmembersonly. Additionallemporaryandpe.manenlbracing
ts alwa'ys req-u ired for s6bility and to prevent collapse dith possible persona I injury and properly dam€ge- for gene.al guidance regarding lhe
fabricetion storaoe. detrvery. erecnon and bracinq of trusses and loss syslems, iee Austttptl Quatity cilteria, DsB'89 and Bcsl Building component
i;i"i;i;;i;;"ii;; avaita'bterromTrussptaret;stirure,218N.LeeSlreet,Suile312.Alexandria,VA223'14
MiTek USA lnc.
400 Sunrise Avenue, Suite 270
Roseville. CA 95661
$ymbolsPLATE LOCATION AND ORIENTATION, < 13,0'Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.0-1re"For 4 x2 orientation, locateplates 0- 1rro" from outsideedge of truss.This symbol indicaies therequired direction of slots inconnector plates.* Plate location details available in MiTek 20/20software or upon request.PLATE SIZE4x4The first dimension is the platewidth measured perpendicularto slots. Second dimension isthe length parallel to slots.LATERAL BRACING LOCATIONlndicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.BEARINGlndicates location where bearings(supports) occur. lcons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing onlylndustry Standards:ANSI/TPl1: National Design Specification for MetalPlate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety lnformation,Guide to Good Practice for Handling,lnstalling & Bracing of Metal PlateConnected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenths(Drawings not to scale)2TOP CHORDS3aWEBSEO8BOTTOM CHORDS76JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.PRODUCT CODE APPROVALSICC-ES Reports:ESR-131 1, ESR-1 352, ESRI 988ER-3907, ESR-2362, ESR-1 397, ESR-3282Trusses are designed for wind loads in the plane of thetruss unless otherwise shown.Lumber design values are in accordance with ANSI/TPl 1section 6.3 These truss designs rely on lumber valuesestablished by others.@2012 MiTek@All Rights Reserved'RFailure to Follow Could Cause PropertyDamage or Personal lnjury1. Additional stability bracing for truss system, e.g.diagonal orX-bracing. is always required. See BCSI.2. Truss bracing must be designed by an engineer. Forwide truss spacing. individual lateral braces themselvesmay require bracing, or alternative Tor Ibracing should be considered.3. Never exceed the design loading shown and neverstack materials on inadequately braoed trusses.4. Provide copies of this truss design to the buildingdesigner, erection supervisor, property owner andall other interested parties.5. Cut members to bear tightly againsi each other.6. Place plates on each fac.e of truss at eachjoint and embed fully. Knots and wane at jointlocations are regulated by ANSI/TPl 1.7. Design assumes ttusses will be suitably protecied fromthe environment in accord with ANSI/TPI '1.8. Unless otheNise noted. moisture content of lumbershall not exceed 1 9% at time of fabncation.Numbering SystemA General Safety NotesJ4otoEo(LoFotoIO(LF5MiTek.9. Unless expressly noted, this design is not applicable foruse with fire retiardant, preservative treated, or green lumber.'l o. Camber is a non-structural consideration and is theresponsibility of truss fabricator. General practice is toember for dead load deflection.11. Plate type, size, orientation and location dimensionsindicated are minimum plating requirements.1 2. Lumber used shall be of the species and size, andin all respects, equal to or better than thaispecified.13. Top chords must be sheathed or purlins provided atspacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing,or less, if no ceiling is installed, unless otherwise noted.1 5. Conneclions not shown are the responsibility of others.16. Do not cut or altertruss member or plate without priorapproval of an engineer.17. lnstall and load vertically unless indicated otheMise.1 L Use of green or treated lumber may pose unacceptableenvironmental, health or performance risks. Consult withpro.iect engineer before use.'19. Review all portions of this design (front, back, wordsand pictures) before use. Reviewing pictures aloneis not sufficient.20. Design assumes manufacture in accordance withANSI/TPI 1 Quality Criteria.t-MiTek Engineering Reference Sheet: Mll-7473 rev. 10i03/2015
CERTIFICATE OF COMPLIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisCalculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated'ribd19RECEIVEDCITV OF SAN LUIS OBISPOCFlR-PRF.O1E(Page 1 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-L3 15:21:51r&" r"-, + '-=-j -{ i a itil\.f L_; r.*d'l**r'- i :. f1 rai-. 6. j,': i=-, L-..'.' rr i., i ^4i iJCii-'r *i Sirii- r l<,1i,1 r :ri1:! iijj\nD':.n/1!.:.,-I; ...,-* :.':I i,J L/LJTiIJT -' \ LICALLtill! n!f,!,a,LUir':Uilli1l('l'-'r;u!ir iJ jL;'i&1- l,'i_Dr nr,r ;,-i I l-jl'{1,1 li r^ ^L/,tr iu ili 0H tirS'1 ; ,1LL j)i'ii;{Jt.,1\:R;NOv 0 I 2020OOMMUNITY DEVELOPMEN-T'llni'/1i,..IyuliUt!.1: Aiii-:av .aL L.": ) i li.il '0fitiiiiG iliic "'-^!'ioiat'o,tcf!,"i i:'J Air\i;ri{CI i$:-lix,rl;:';rgi,':i cf iJNens shaii nc:r ;fi :ppic.,,,al cf, an!,3iiPlane silall nctb,: citnged oralier'ari,r".:ihoi;t a;_,ficlzalicn fl;i..w"ihe BuiiCing&i;fJ ll:i:::-:' livt,:rsil'uf C to i:e ; ir:r,i;cRegistration Number:21 9-P 01 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 20L9 Residential ComplianceRegistration Date/Time:2O2O-O3-24 17:33:09Re port Versi on : 2019.L.OO2Schema Version: rev 2019040LGENERAL INFORMATIONPlan 6 4BR_ADUTitle 24 AnalysisMadonna Road2019CBECC-Res 2019.1.0 (1079)AllOrientationsL520.306t4.84%255.995Standards VersionSoftware VersionFront Orientation (deg/ Cardinal)Number of Dwelling UnitsNumber of BedroomsNumber of StoriesFenestration Average U-factorGlazing Percentage (%)ADU Conditioned Floor Area05070911t31577192LSan Luis Obispo, CA934055SingleFamilyNewConstruction0n/a2578.341Project NameRun TitleProiect LocationCityZip codeClimate ZoneBuilding TypeProject ScopeNew Cond. Floor Area (ft2)Existing Cond. Floor Area (ft2)Total cond. Floor Area (ft2)ADU Bedroom Count01020304050810t2t4161820Building Complies wlth Computer Performance01This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider.0203m9leFeatures shown belowThisCOMPLIANCE RESULTS
ENERGY DESIGN RATINGTotal'l {EDR)4.544.95.4RESULT:3: COMPUES1 Efficiency measures include improvements like a better building envelope and more efficient equipment2 Total EDR includes efficiency, photovoltaics and batteries3 Building complies when all efficiency and total margins are greater than or equal to zeroStandard Design PV Capacity: 3.04 kWEfficiencyr (EDR)32.53.33.9Energy Design RatingsTotal'(EDR)33.729.229.728.828.3Efficiend (EDR)54.551.5525L.250.6Standard DesignProposed DesignsNorth FacingEast FacingSouth FacingWest FacingCERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P O1 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceRegistration Date/Time:2020-03'24 17:33:09Report Version : 2019.!.OO2Schema Version: rev 20190401Calculation Date/Time: 2020-03-13T15:19:50-07:00Input File Name: Plan 5-4BR-ADU - AnalysisResults updated.ribd19CFlR-PRF-O1E(Page 2 of 15)HERS Provider:CaICERTS inc.Report Generated : 2020-03-13 15:21:51
CERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisCFlR-PRF-O1E(Page 3 of 15)Calculation Date/Time: 2020-03-1-3T15:19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated.ribd19Percent lmprovementCompliance MarginProposed DesignStandard DesignSpace HeatingSpace CoolingIAQ VentilationWater HeatingSelf Utilization CreditSouth Facing Compliance Total25.402.9726.73n/a55.122.t02.9722.68047.753.3004.0507.35075.2n/a13.313Space HeatingSpace CoolingIAQ VentilationWater HeatingSelf Utilization CreditWest Facing Compliance Total25.402.9726.73n/a55.121.2302.9722.22046.424.L7004.5708.58016.9n/a15.8t6.4Space HeatingSpace CoolingIAQ VentilationWater HeatingSelf Utilization CreditEast Facing Compliance Total25.402.9726.73n/a55.124.5202.9722.O7049.560.88004.6605.54017.4n/a10.13.5ENERGV USE SUMMARYEnergy Use (kTDv/ft2-yr)Space HeatingSpace CoolingIAQ VentilationWater HeatingSelf Utilization CreditNorth Facing Compliance Total25.402.9726.73n/a55.123.6902.972L.7504.41t.7r004.9806.59018.6n/aL2.16.71110090807o605040302REQUIRED PV SYSTEMS01Registration Number:21 9-P 01 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceRegistration Date/Time:2020'03-24 17:33:09Re port Versi on : 20t9.1'.002Schema Version: rev 20L90401HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 15:2L:51
lnverter Eff.l7'l96Tilt: (x in 12)4.85Array Angle(dec)22TiltlnputTiltDegreesAzimuth(deg)180cFtfulsePower ElectronicsMicroinvertersArray TypeFixed (open rack)Module TypePremiumExceptionNADC System Size(kwdc)3.2CERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 01 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceCalculation Date/Time: 2020-03-13T15: 19:50-07:00Input File Name: Plan 6-48R-ADU - AnalysisResults updated.ribd19CFlR-PRF-O1E(Page 4 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 15:21:51Registration Date/Time2020-03-24 17:33:09Report Version : 2079.L.O02Schema Version: rev 20190401IRED SPECIAL FEATURESThe following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis.PV System: 3.2 kWdcCeiling has high level of insulationlnsulation below roof deckNorthwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installedaThe following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performancedetail is provided in the buildng tables below Registered CF2Rs and CF3Rs are required to be completed in the HERS Registryfor this computer analysis. AdditionalBuilding-level Verifications:. IAQ mechanical ventilation. Kitchen range hoodCooling System Verifications:. Minimum Airflow. Verified EER. Verified SEER. Fan Efficacy Watts/CFMHeati ng System Verifications:. Verified HSPF. Verified heat pump rated heating capacityHVAC Distribution System Verifications:. Duct SealingDomestic Hot Water System Verifications:. Pipe lnsulation, All LinesFEATURE SUMMARY07Number of WaterHeating Systems1006Number of VentilationCooling Systems05Number of Zones204Number of Bedrooms503Number of DwellingUnits'J.02Conditioned Floor Area (ftz)2578.34Project NamePlan 6 4BR_ADUBUILDING - FEATURES INFORMATION01
N/AN/A07Water Heating System 206Water Heating System 1DHW Sys 1DHW Sys 1805Avg. Ceiling Height04Zone Floor Area (ft2)2322.35255.99503HVAC System NameHPC-1PTHP-1202Zone TypeConditionedConditionedPTHPZONE INFORMATION01Zone Namez-lCERTIFICATE OF COMPLIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P O 1 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceCalculation Date/Time: 2020-03-13T15:19:50-07:00lnput File Namer Plan 6-4BR-ADU - AnalysisResults updated'ribd19CFlR-PRF-O1E(Page 5 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 L5:21:51Registration Date/Time2020-03-24 17:33:09Report Version : 2079.L.002Schema Version: rev 20190401n/a909090909090n/a9090909090909008Tilt (dec)90909008005704224820301087431.5405007Window and DoorArea (ft2)3478.250910.5035239.2144.4139137.38s150.89556.5137t26.O42207.969473.457t27389.436310.915488.21714.7604o6Gross Area (ft2)Lt6.799324.977345.I44Rightn/an/aRightLeftBackn/aLeftBackRightRightFrontLeftLeftBackRightFront05orientationBack90180270270n/an/a180270027090180315Azimuthr.802700909004Demising WallWall 1(Res)Wall L (Res)Wall 1(Res)Wall 1(Res)Wall 1(Res)Demising WallWall 1(Res)Wall 1(Res)Wall 1(Res)Wall 1(Res)Wall 1(Res)Wall 1(Res)Wall 1(Res)03ConstructionWall 1(Res)Wall 1(Res)Wall L (Res)Wall 1(Res)PTHPZ-1>>GarageZ-L>>Garagez-Lz-tz-tPTHPPTHPPTHPPTHPz-1.z-tz-17-1.z-1.z-t02Zonez-Lz-1.Surface 36Surface-34Surface_12Surface_L3Surface 33Surface 23Surface_45Surface_35Surface_42Surface 32Surface 16Surface_17Surface_27Surface 31Surface 25Surface 26OPAQUE SURFACES01NameSurface 14Surface 15
OPAQUE SURFACES08rilt (deg)n/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/anlan/an/an/a90909007Window and DoorArea (ft2)00000000n/an/an/an/an/an/an/an/an/an/an/an/an/an/an/a12802406Gross Area (ft2)165.0138.757852.832547.709910.209547.552785.393214.4702s77.929471.867106.187106.L87!77.732771.73213.36978.1584711-.479696.659688.6877L71.73278.9386872.679450.5222A345133.604250.61305Orientationn/an/an/an/an/an/an/an/anlan/anlan/anlan/an/an/an/an/an/an/anlan/anlaBackRightLeft04Azimuthn/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/an/anlanlaL802709003ConstructionDemising WallDemising WallDemising WallDemising WallDemising WallDemising WallDemising WallDemising WallCeiling 1 (Res)Ceiling 1 (Res)Ceiling 1 (Res)Ceiling 1(Res)Ceiling 1(Res)Ceiling 1 (Res)Ceiling 1 (Res)Ceiline 1(Res)Ceiling 1 (Res)Ceiling 1 (Res)Ceiling 1(Res)Ceiling 2 (Garage)Ext. Raised Floorlnterior FloorDemising FloorWall 2 (Garage)Wall 2 (Garage)Wall 2 (Garage)02ZoneZ-L>>GarageZ-1>>GarageZ-1>>GarageZ-L>>GaragePTHP>>GaragePTHP>>GaragePTHP>>GaragePTHP>>Garagez-rz-tLTz-tz-7z-LPTHPPTHPPTHPPTHPPTHPGaragez-1z-r7-1GarageGarageGarage01NameSurface 1.8Surface_19Surface_20Surface_22Surface_41Surface 40Surface 37Surface 92Surface_29Surface_38Surface_67Surface_71Surface 28Surface_44Surface 43Surface_90Surface_83Surface_47Surface 80Surface 44 2Surface 93Surface 73Floor Above GarageSurface_7Surface 8Surface 6CERTIFICATE OF COMPLIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 0 1 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceRegistration Date/Time2020-03-24 17:33:09Report Version : 2O19.1.002Schema Version: rev 20190401Caf cuf ation Date/Time: 2O2O-O3-L3TL5: 19:50-07:00lnput File Name: Plan 6_4BR_ADU - AnalysisResults updated.ribd19CFlR.PRF-O1E(Page 6 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 15:21:5L
ATTIC08Cool RoofNoNoNo07Radiant BarrierNoNoNo06Roof Emittance0.850.850.8505Roof Reflectance0.10.L0.1()4Roof Rise (x in 12)4.70663.637663.6687703TypeVentilatedVentilatedVentilated02ConstructionRoof 1 (Res)Roof L (Res)Roof 2 (Garage)01NameAttic ResidenceAttic ADUAttic GarageCERTIFICATE OF COMPI-IANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 01 0259 524C-000-000-0000000-0000Registration Date/Time2020-03-24 17:33:09Report Version : 2OI9.1,.OO2Schema Version: rev 20190401Calculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated.ribd19CFlR.PRF-O1E(Page 7 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 15:21:51FENESTRATION / GLAZING14ExteriorShadinglnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)13SHGCSourceNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCL2SHGC0.40.40.4o.40.40.410.40.4o.4o.40.4t7U-factorSourceNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRC10U-factor0.30.30.30.30.3o.290.30.30.30.30.309Area(ft2)L01515151548t-515T465o8Mult.11t1t11Lt1L07Height (ft)05width (ft)05Azimuth180270270000090909004OrientationBackRightRightFrontFrontFrontFrontFrontLeftLeftLeft03SurfaceSurface_14Surface_15Surface_15Surface 16Surface_16Surface_16Surface L6Surface 16Surface_17Surface 27Surface_2702TypeWindowWindowWindowWindowWindowWindowWindowWindowWindowWindowWindow01NameWindow 01Window 02Window 03Window 04Window 05Exterior SlidingDoor 02Window 06Window 07Window 08Window 30Window 31CA Building Energy Efficiency Standards - 2019 Residential Compliance
FENESTRATION / GLAZINGt4ExteriorShadinglnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)13SHGCSourceNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCL2SHGC0.40.4o.620.40.40.4o.620.62o.620.40.40.4o.40.40.6211U-factorSourceNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRCNFRC10U-factor0.30.30.40.30.30.3o.40.40.40.30.30.30.30.3o.409Area(ft2)4.51541515204441,515151515408Mult.tLTTtT11L11t1,tL07Height (ft)06width (ft)05Azimuth909018000027027027027027027018018018004OrientationLeftLeftBackFrontFrontFrontRishtRightRightRishtRightRightBackBackBack03SurfaceSurface_27Surface 27Surface 31Surface_26Surface_26Surface 26Surface_33Surface_33Surface 33Surface_33Surface 33Surface 33Surface_45Surface 45Surface_4502TypeWindowWindowWindowWindowWindowWindowWindowWindowWindowWindowWindowWindowWindowWindowWindow01NameWindow 32Window 33Window X5Window 27Window 28Window 29Window 22Window 23Window 24Window 25Window 26Window X4Window X6Window X7Window X8CERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 01 0259 524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceRegistration Date/Time2020-03-24 17:33:09Report Version : 2079.I.O02Schema Version: rev 20L90401Calculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-48R-ADU - AnalysisResults updated.ribd19CFlR-PRF-O1E(Page 8 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 L5:21:51
FENESTRATION / GLAZING74ExteriorShadinglnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)lnsect Screen(default)13SHGCSourceNFRCNFRCNFRCNFRCNFRCt2SHGC0.620.620.40.40.411U-factorSourceNFRCNFRCNFRCNFRCNFRC10U-factoro.4o.40.30.30.309Area(ft2)44820808Mult.1111107Heieht (ft)06width (ft)05Azimuth1801809018027004OrientationBackBackLeftBackRight03SurfaceSurface 45Surface 45Surface 42Surface_32Surface 3402TypeWindowWindowWindowWindowWindow01NameWindow X9Window X10Window XLWindow X2Window X3CERTIFICATE OF COMPL]ANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:2',t 9-P 0 1 0255524C-000-000-0000000-0000Calculation Date/Time: 2O2O-03-I3T 15: 19:50-07:00lnput File Name: Plan 6-48R-ADU - AnalysisResults updated.ribd19CFlR-PRF.O1E(Page 9 of 15)HERS Provider:CaICERTS inc.ReportGenerated: 2020-03-13 15:21:51Registration Date/Time2020-03-24 1 7:33:09Report Version : 2OI9.I.0O2Schema Version: rev 20190401U-factor0.50.50.50.50403Area (ftz)2424t282402Side of BuildingSurface L4Surface_35Surface 7Surface 6Overhead Garage Door 04Exterior Door 03OPAQUE DOORS01NameExterior Door 01Exterior Door X1NoNoNo07Heatedao%o%05Carpeted Fraction80%NoneNoneNone05Edge lnsul. R-value& DepthPerimeter (ft)1300.1-0.10403Area (ft2)872.6]-925s.995430.62Zonez-1PTHPGarage02Surface 11Surface_46Surface_LSLAB FLOORS01NameCA Building Energy Efficiency Standards - 2019 Residential Compliance
SLAB FLOORS07HeatedNo06Carpeted Fraction0%05Edge lnsul. R-value& DepthNone04Perimeter (ft)0.L03Area (ft2)10002ZoneGarage01NameSurface_1 2CERTIFICATE OF COMPLIANCEProject Namer Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 0 1 0259524C-000-000-0000000-0000Calculation Date/Time: 2O2O-O3-L3TL5:19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated.ribd19CFlR.PRF-O1E(Page 10 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 15:21:5LRegistration Date/Time2020-03-24 17:33:09Report Version : 2OI9.1.002Schema Version: rev 20190401OPAQU E SU RFACE CONSTRUCTIONS08Assembly Layerslnside Finish: Gypsum BoardCavity / Frame: no insul. / 2x4Exterior Finish: 3 Coat Stuccolnside Finish: Gypsum BoardCavity / Frame: R-15 / 2x4Sheathing / lnsulation: R4.2 SheathingExterior Finish: 3 Coat Stuccolnside Finish: Gypsum BoardCavity / Frame: R-13 / 2x4Other Side Finish: Gypsum BoardCavity / Frame: no insul. / 2x4 Top ChrdRoof Deck: WoodSiding/sheathing/deckingRoofing: Light Roof (Asphalt Shingle)Around RoofJoists: R-0.0 insul.Cavity / Frame: R-13.0 / 2x4 ToP ChrdRoof Deck: WoodSid ing/sheathing/deckingRoofing: Light Roof (Asphalt Shingle)lnside Finish: Gypsum BoardCavity / Frame: no insul. / 2x4o7U-factor0.3510.0630.092o.6440.0780.48106lnterior / ExteriorContinuousR-valuen/an/an/an/anlanla05Total CavityR-valueNoinsulationR-15R-13NoinsulationR-13Noinsulation04Framing2x4 @ L6 in. O. C.2x4 @ tG in. O. C.2x4 @ tG in. O. C.2x4 Top Chord of Roof Truss@ 24in.O.C.2x4fop Chord of RoofTruss@ 24 in. O. C.2x4 @ 24 in. O. C.03Construction TypeWood Framed WallWood Framed WallWood Framed WallBuilt-up RoofBuilt-up RoofWood FramedCeiling02Surface TypeExterior WallsExterior Wallslnterior WallsAttic RoofsAttic RoofsCeilings (belowattic)01Construction NameWall 2 (Garage)Wall 1(Res)Demising WallRoof 2 (Garage)Roof 1 (Res)Ceiling 2 (Garage)CA Building Energy Efficiency Standards - 2019 Residential Compliance
CERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 0 1 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceCalculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated.ribd19CF1R.PRF.O1E(Page 11 of 15)HERS Provider:CaICERTS inc.ReportGenerated: 2020-03-13 L5:21:51Registration Date/Time2020-03-24 17:33:09Report Version : 2019.L.O02Schema Version: rev 20L90401Floor Surface: CarpetedFloor Deck: WoodSiding/sheathing/deckingCavity / Frame: R-19 / 2x10Ceiling Below Finish: GYPsum BoardFloor Surface: CarpetedFloor Deck: WoodSiding/sheathi ngldeckingCavity / Frame: R-19 / 2x10Floor Surface: CarPetedFloor Deck: WoodSiding/sheathi ngldeckingCavity / Frame: no insul. / 2x12Ceiling Below Finish: Gypsum Board08Assembly Layerslnside Finish: Gypsum BoardCavity / Frame: R-9.L / 2x4Over Ceiling Joists: R-28.9 insul0.0450.0470.19607U-factor0.025n/an/an/a06lnterior / ExteriorContinuousR-valuen/aNoinsulationR-19R-38R-1905Total CavityR-value2xl2 @ L6 in. O. C.2x10 @ 16 in. O. C.2x4 @ 24 in. O. C.2xLO @ t6 in. O. C.04FramingWood Framed FloorWood Framed FloorWood Framed Floor03Construction TyPeWood FramedCeilinglnterior Floorslnterior FloorsCeilings (belowattic)Exterior Floors02Surface TypeDemising FloorExt. Raised Floorlnterior FloorOPAQUE SURFACE CONSTRUCTIONS01Construction NameCeiling 1 (Res)nlao4CFM50Building Envelope Air LeakageNot Required0302Quality lnstallation of Spray Foam lnsulationNot Required01Quality lnsulation lnstallation (Qll)Not RequiredBUILDING ENVELOPE - HERS VERIFICATION
WATER HEATING SYSTEMS08HERS VerificationDHW Sys 1-hers-dhw07Compact DistributionNone06SolarFraction (%)005Number ofHeaterst04Water HeaterDHW Heater 103Distribution TypeHERS Verified Pipelnsulation credit02System TypeDomestic Hot Water(DHW)01NameDHW Sys 1CERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 0 1 0259524C-000-000-0000000-0000Registration Date/Time2020-03-24 17:33:09Report Version : 2019.1.002Schema Version: rev 2019040LCalculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6_48R_ADU - AnalysisResults updated.ribd19CFlR-PRF-O1E(Page 12 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 15:21:5LWATER HEATERS72Tank Location orAmbient ConditionGarageL7NEEA Heat PumpBrand or Model /OtherRheem\RheemPROPH65RH35ODC101st Hr. Ratingor Flow Ratenla09Standby Lossor RecoveryEff.n/a08TanklnsulationR-value(lnt/Ext)nla07lnput Ratingor Pilotn/a05EnergyFactor orEfficiencyNEEA Rated05TankVol.(eal)6504*Units103Tank Typen/a02HeatingElementTypeHeat PumpBoiler01NameDHW Heater 1WATER HEATING - HERS VERIFICATION04Compact DistributionNot Required03Parallel PipingNot Required02Pipe lnsulationRequired01NameDHWSys1-L/1,SPACE CONDITIONING SYSTEMS07Required ThermostatTypeSetbackSetback06Distribution NameAir Distribution System LDistribution System 205Fan NameHVAC Fan 1HVAC Fan System 2(MCooling Unit NameFC-1Heat Pump System 203Heating Unit NameFC-LHeat Pump System 202System TypeHeat pump heatingcoolingHeat pump heatingcooling01NameHPC-1PTHP-].2CA Building Energy Efficiency Standards - 2019 Residential Compliance
HVAC - HEAT PUMPS11HERS VerificationFC-1-hers-htpumpHeat Pump System2-hers-htpump10CompressorTypeSingleSpeedSingleSpeed09ZonallyControlledNot ZonalNot Zonalo8CoolingEER12.51-3.307SEER181205HeatingCap 1721400500005Cap4730000620004HSPF/COP13.59.7203Number of UnitsLT02System TypeCentral split HPRoom HP01NameFC-r.Heat Pump System 2CERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 S-P O 1 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceCalculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated'ribd19CFlR.PRF-O1E(Page 13 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-L3 L5:21':5'J'Registration Date/Time:2020-03-24 17:33:09Report Version : 2019.\.O02Schema Version: rev 20190401HVAC HEAT PUMPS - HERS VERIFICATION$tVerified HeatingCap 17YesNo08Verified HeatingCap47YesNo07Verified HSPFYesNo06Verified RefrigerantChargeNoNo05Verified SEERRequiredNot Required04Verified EERRequiredNot Required03Airflow Target350002Verified AirflowRequiredNot Required01NameFC-1-hers-htpum pHeat Pump System2-hers-htpumpHERS VerificationAir Distribution Systeml--hers-distDistribution System2-hers-distt2Sealed andTestedL1Duct LeakageSealed andTestedNoBypassDuct10BypassDuctDuctNoBypassReturn290.2900961L.35008Surface AreaSupplyReturnAttic07Attic06Duct LocationSupplyR-0.005ReturnR-6Duct lns.R-valuesuppyR-6R-0.004Non-Verified03Design TypeNon-VerifiedNo ducts02TypeUnconditioned atticAir DistributionSystem 1Distribution System 2HVAC - DISTRIBUTION SYSTEMS01Name
HVAC DISTRIBUTION . HERS VERIFICATIONo9Low Leakage DuctsEntirely inConditioned SpaceNoo8Low-leakage AirHandlerRequired07Deeply BuriedDuctsCredit not taken06Buried DuctsNot Required05Verified DuctDesignNot Requiredo4Verified DuctLocationNot Requiredo3Duct leakage targetw502Duct LeakageVerificationYes01NameAir DistributionSystem l-hers-distCERTIFICATE OF COMPTIANCEProject Name: Plan 6 4BR_ADUCalculation Description: Title 24 AnalysisRegistration Number:21 9-P 01 0259524C-000-000-0000000-0000CA Building Energy Efficiency Standards - 2019 Residential ComplianceCalculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated.ribd19CFlR-PRF-O1E(Page 14 of 15)HERS Provider:CaICERTS inc.Report Generated: 2020-03-13 t5:.2'J':5tRegistration Date/Time:2o2o-O3-24 17:33:09Report Version: 2019.1.002Schema Version: rev 20190401HVAC - FAN SYSTEMSo4NameHVAC Fan 1-hers-fanHVAC Fan System 2-hers-fan03Fan Power (Watts/CFM)0.580.5802TypeSingle speed PSC furnace fanSingle speed PSC furnace fan0LNameHVAC Fan LHVAC Fan System 2HVAC FAN SYSTEMS - HERS VERIFICATION03Required Fan Power(Watts/CFM)0.s8002Verified Fan Watt DrawRequiredNot Required01NameHVAC Fan 1-hers-fanHVAC Fan System 2-hers-fanYes05HERS VerificationYes05IAQ Recovery Effectiveness (%)0004IAQ Fan TypeDefaultDefault0.2s03IAQ Watts/CFMo.2s02IAQCFM10323SFam lAQVentRptSFam ADU lAQventRptIAq (INDOOR AIR QUALITY) FANS01Dwelling Unit
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT1. I certify that this Certificate of Compliance documentation is accurate and complete.Documentation Author Signature:Signature Date:2020-03-24 17:15:02CEA/ HERS Certification ldentification (lf applicable)Phone:805-548-1452RESPONSIBLE PERSON'S DECTARATION STATEMENTI certify the following under penalty of perjury under the laws of the State of California:1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.Responsible Designer SignatureFr-Date Signed:2020-03-24 17:33:09License:M33682805-548-1452Documentation Author Name:Dustin LaneCompany:BMA Mechanical+Address:100 Cross Street Suit 204city/State/zip:San Luis Obispo, CA 93401Responsible Designer NameBrandon RodgersCompany:BMA Mechanical+Address:100 Cross Street Suit 204city/state/zip:San Luis Obispo, CA 93401CERTIFICATE OF COMPTIANCEProject Name: Plan 5 4BR_ADUCalculation Description: Title 24 AnalysisCalculation Date/Time: 2020-03-13T15: 19:50-07:00lnput File Name: Plan 6-4BR-ADU - AnalysisResults updated.ribd19CFlR-PRF-O1E(Page 15 of 15)Easy to Verifyat Ca|CERTS.comHERS Provider:ca|CERTS inc.Report Generated: 2020-03-1-3 15:21:51Digitalty signed by CaICEBTS. This digitat signature is provided in order to secure the content of this registered document, and in no way implies RegistrationProvider responsibility for the accuracy of the information.Registration Number:Registration Date/Time21 9-P O 1 0259524C-000-000-0000000-00002O2O-O3-24'17:33:09Report Version: 2019.1.002Schema Version: rev 20190401-CA Building Energy Efficiency Standards - 2019 Residential Compliance
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 1 of 4)
Project Name:San Luis Ranch Enforcement Agencyl
Lu is
City of San
Obispo
Permit Number:bldg2016
Dwelling Address:935 Citrus Court City:San Luis Obispo Zip Code 9340!
A. System lnformation
01 Space Conditioning System ldentification or Name System 1
02 Space Conditioning System Location or Area Served Location 1
03 lndoor Unit Name or Description of Area Served Location 1
04 Building Type from CF-1R Single family
05 Verified Low Leakage Ducts in Conditioned Space (VLLDCS) Credit
from CFlR?
No, credit is not taken
06 Verified Low Leakage Air Handling Unit Credit from CFlR?No, credit is not taken
07 Duct System Compliance Category New
08 Portions of Duct Located in Garage?No
09 ls the system type Small Duct High Velocity (SDHV) ?No
MCH-20a - Completely New Duct System
Registration Number:
22t-P 0ro197 931A-000-004-M 2000 1A- M20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:44.000 HERS Provider: CaICERTS
Report Version : 2019.1.005
Schema Version: rev 20210501
Report Generaled 202I-I2-t7 12:50:03
B. Duct Leakage Diagnostic Test
01 Air Handling Unit Airflow (AHU Airflow) Determination Method Measured air flow method
02 Condenser Nominal Cooling Capacity (ton)n/a
03 lndoor Unit Nominal Cooling Capacity n/a
04 Heating Capacity (kBtu/h)n/a
05 Conditioned Floor Area Served by this HVAC System (ft2)n/a
06 Measured AHU Airflow (cfm)897
07 Duct Leakage Test Conditions Test final
08 Duct Leakage Test Method Total leakage
09 Leakage Factor 0.05
10 Calculated Target Allowable Duct Leakage (cfm)45
t7 Actual Duct Leakage Rate from Leakage Test Measurement (cfm)40
t2 Compliance Statement System passes leakage test
13 Notes:
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 2 of 4)
07 For all supply and return registers, verify that the spaces between the register boot and the interior finishing wall are properly sealed'
08 lf the house rough-in duct leakage test was conducted without an air handler installed, inspect the connection points between the air
handler and the supply and return plenums to verify that the connection points are properly sealed.
Registration Number:
22\-p 0r0t97 93 1A-000-004- M 20001A- M 20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:44.000 HERS Provider: CaICERTS
Report Version: 2019. 1.005
Schema Version: rev 20210501
C. Additional Requirements for Compliance
01 System was tested in its normal operation condition. No temporary taping allowed
02
Outside air (OA) duct connections to the central forced air duct system shall not be sealed/taped off during duct leakage testing. OA ducts
used for Central Fan tntegrated (CFl) lndoor Air Quality ventilation systems, or Central Fan Ventilation Cooling Systems, that utilize
dampers that open only when OA is requlred and automatically close when OA is not required, may configure the OA damper to the
closed position during duct leakage testing.
03 All supply and return register boots were sealed to the drywall.
04 Building cavities were not used as plenums or platform returns in lieu of ducts.
05 lf cloth backed tape was used it was covered with Mastic and draw bands.
06 All connection points between the air handler and the supply and return plenums are completely sealed'
Visual lnspection at Final Construction Stage (applicable if system was tested at rough-in).
After installing the interior finishing wall and verifying that the above rough-in tests was completed, the following procedure must be performed
Report Generated: 2021-12-17 L2:50:03
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 3 of 4)
09 lnspect all joints to ensure that no cloth backed rubber adhesive duct tape is used
10 Verification Status:Pass - all applicable requirements are met.
77 Correction Notes
The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes in this table'
D, Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22r-P 0r0L97 93 1A-000-004-M20001A- M 20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021 -12-17 12:49:44.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 2021050L
Report Generated: 202t-72-17 12:50:03
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name:
Cobe Villa
Documentation Author Signature:
€ofefde,
Company:
Carstairs Energy lnc.
Date Signed:
)o? 1 -12 -17 I ?. 49' 44 000,
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable)
City/State/Zip;
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct,
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verificatlon (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that requlre HERS verlflcation
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency,
4. The information reported on applicable sections ofthe Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specifled on the Certificate(s) of Compliance (CFIR) approved by the enforcement agency
5. I will ensure that a registered copy of this Certificate of Verification shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agenry for all appllcable inspections. I understand that a registered copy of this Certificate of
Verification is required to be included with the documentation the builder provldes to the building owner at occupancy.
Builder Or Installer Information As Shown On The Certificate Of Installation
Company Name (lnstalling Subcontractor, General Contractor: or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License;
923588
HERS Provider Data Regisffy lnformation
Sample Group Number (if applicable):Dwelling Test Status in Sample Group (if applicable)
I ested
HERS Rater lnformation
HERS Rater Company Name:
Carstairs Energy lnc.
Responsible Rater Name
Cobe Villa
Responsible Rater Signature:
€atu%lA,
Responsible Rater Certification Number w/ this HERS Provider:
cc20190s0
Date Signed:
202 1 -1 ) -17 4 2' 4o.. 44 000
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 4 of 4)
Digitally signed by CaICERTS. This digital signature is. provided in order to secure the content of this registered document, and in no way implies
R-egistrdtion Provider responsibility for the accuracy of the information.
Registration Number:
22L-P 010797 9314-000-004- M 20001A- M 20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:44.000 HERS Provider: CaICERTS
Report Version : 2019. 1.005
Schema Version: rev 20210501
Report Generated: 2021-12-L7 12:50:03
CERTIFICATE OF VERIFICATION cF3R-MCH-23-H
Space Conditioning System Airflow Rate (Page 1 of 3)
Project Name:San Luis Ranch Enforcement Agency:
Lu is
City of San
Obispo
Permit Numben bldg2016
Dwelling Address:935 Citrus Court City:San Luis Obispo Zip Code:93401
A. Ducted Cooling System lnformation
01 Space Conditioning System ldentification or Name System 1
02 Space Conditioning System Description of Area Served Location 1
03 lndoor Unit Name Location L
04 System lnstallation Type New
05 Nominal Cooling Capacity (tons)2
06 Condenser Speed Type Single Speed
07 Cooling System Zonal Control TYPe Not Zonal
08 Central Fan lntegrated (CFl) Ventilation System Status Not a CFI system
09 System Bypass Duct Status No Bypass Duct
10 Date of System Airflow Rate Measurement 2021-12-17
11 Airflow Rate Protocol Utilized RA3.3 procedures for airflow rate measurement
t2 Central Fan Ventilation Cooling System Status Not a CFVCS
B. Hole for the placement of a static Pressure Probe (HSPP), and Permanently lnstalled Static Pressure Probe (PSPP) in the Supply Plenum
Procedures for installing HSPP or PSPP are specified in RA3'3'1,1.
01 Method Used to Demonstrate Compliance with the HSPP/PSPP
Requirement
HSPP installed and labeled consistent with Figure RA3.3-1
C. Airflow Rate Measurement Apparatus and Procedure lnformation
lnstrument Specifications are given in RA3.3.1.1, and system airflow rate measurement apparatus information is given in RA3.3.2
01 Airflow Rate Measurement Type used for this airflow rate
verlfication.
Traditional Flow Capture Hood according to procedure in
RA3.3.3.1.4
02 Manufacturer of Airflow Measurement Apparatus Kanomax
03 Model number of Airflow Measurement Apparatus Airflow 5710
04
Certification Status of the Airflow Measurement Apparatus
Accuracy
Certified by Manufacturer and listed on CEC Website at
http ://www.energy.ca.gov/title24/equi pme nt-cert/ama-fas/index'
html
MCH-23a Forced Air System Airflow Rate Measurement - Newly lnstalled Non-Zoned Systems or Zoned Multi-Speed Compressor
Registration Number:
221-P 070197 931A-000-004-M 23001A-M234
CA Building Energy Efficiency Standards
2019 Residential Compliance
RegistrationDate/Time: 2021-12-1712:49:45.000 HERSProvider:CaICERTS
Report Version : 2019.1,005
Schema Version : rev 20191207
Report Generated: 2021-t2-17 12:50:08
CERTIFICATE OF VERIFICATION cF3R-MCH-23-H
Space Conditioning System Airflow Rate (Page 2 of 3)
D. Forced Air System Airflow Rate Measurement
The procedures for System Airflow Rate Verification are specified in Reference Residential Appendix RA3.3
01 Required Minimum System Airflow Rate (cfm/ton)350
02 Required Minimum System Airflow Target (cfm)700
03 Actual System Airflow Rate Measurement (cfm)897
04 Compliance Statement System airflow rate complies
F. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
221-P010197931A-000-004-M23001A-M23A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version : rev 20L9L207
E. Additional Requirements
01 Air filters that meet the applicable requirements of Standards Section 1"50.0(m)12 or 150.0(m)13 were properly installed in the system
during system air flow rate measurement identified on this Certificate of Verification.
02
The airflow rate measurement apparatus used to perform the airflow rate measurement identified on this Certificate of Verification was
calibrated in accordance with the apparatus manufacturer's specifications and conforms to the instrumentation specifications given in
RA3.3.1.
03
A visual inspection shall confirm that bypass ducts that deliver conditioned supply air directly to the space conditioning system return
duct airflow are not used on newlv constructed zonally controlled systems unless the Performance Certificate of Compliance indicates an
allowance for use of a bypass duct. When a bypass duct is accounted for on the Performance Certificate of Compliance, the airflow rate
shall conform to the specifications listed on the Certiflcate of Compliance.
04 All registers were fully open during the diagnostic test.
05 System fan was set at maximum speed during the diagnostic test.
05 lf fresh air duct is part of the HVAC system it was not closed during the diagnostic test.
07 Airflow rate and fan watt draw shall be simultaneous measurements when used to calculate the Fan Efficacy tested value
08 Multi-speed compressor space cooling systems or variable speed compressor systems shall verify air flow (cfm/ton) and fan efficacy
(Watt/cfm) with system operating in cooling mode at the maximum compressor speed and the maximum air handler fan speed.
09 Verification Status Pass - all applicable requirements are met
10 Correction Notes
The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes in this table
Report Generated: 2A27-I2-L7 1,2:50:08
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name:
Cobe Villa
Documentation Author Signature:
A/€,%/e.
Company:
Carstairs Energy lnc.
Date Signed:
2f], 4 -4 ) -17 1 2' r'q' 45 0'0'0
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Cenification ldentification (if applicable)
cc2019050
City/State/zip:
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RAz, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections ofthe Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responslble for the
construction or installation conforms to the requirements specified on the Certlficate(s) of Compliance (CFIR) approved by the enforcement agency.
5. I will ensure that a registered copy of this Certificate of Verification shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agency for all appllcable lnspections. I understand that a registered copy of thls Certlflcate of
Verification is required to be included with the documentation the builder provldes to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling SubcontractoI General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable):Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater Information
HERS Rater Company Name
Carstairs Energy lnc.
Responsible Rater Name;
Cobe Villa
Responsible Rater Signature:
edb%;/A.
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date SiBned:
,n) 1 -4 2 -47 1 )' AA. 45 nnn
CERTIFICATE OF VERIFICATION cF3R-MCH-23-H
Space Conditioning System Airflow Rate {Page 3 of 3)
Digitally signed by CaICERTS. This digital signature is. provided in order to secure the content of this registered documenl, and in no way implies
R-egistralion Provider responsibility for the accuracy of the information.
Registration Number:
22r-p ototg7 931A-000-004-M 23001A-M 234
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021 -12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019.L.005
Schema Version: rev 201'9!201
Report Generat ed: 2021-12-t7 12:50:08
CERTIFICATE OF VERIFICATION cF3R-MCH-22-H
Space Conditioning System Fan Efficacy (Page 1 of 3)
Project Name:San Luis Ranch Enforcement Agency:
Lu is
City of San
Obispo
Permit Number:bldg2016
Dwelling Address:935 Citrus Court City:San Luis Obispo Zip Code:93401
A, Ducted Cooling System lnformation
01 System ldentification or Name System 1
02 System Location or Area Served Location L
03 lndoor Unit Name or Description of Area Served Location 1
o4 System lnstallation Type New
05 Nominal Cooling Capacity (tons) of Condenser 2
06 Condenser Speed Type Single Speed
07 Cooling System Zonal Control Type Not Zonal
08 Central Fan lntegrated (CFl) Ventilation System Status Not a CFI system
09 System Bypass Duct Status No Bypass Duct
10 Date of System Airflow Rate Measurement 2021-12-t7
11 Airflow Rate Protocol utilized RA3.3 procedures for airflow rate measurement
12 Central Fan Ventilation Cooling System Status Not a CFVCS
g, Fan Watt Measurement Apparatus and Procedure lnformation
Instrument Specilications are given in RA3.3.1, and system fon wott measurement apparotus information is given in RAj.3.2.2
01 Fan Watt Verification Device Used Portable Watt Meter
MCH-22a Forced Air System Fan Efficacy Measurement - Newly lnstalled Non-Zoned Systems or Zoned Multi-Speed Compressor
C, Forced Air System Fan Efficacy Measurement
The procedures for System Fan Watt Verification are specified in Reference Residential Appendix RA3.3
01 Actual Tested Watts 422
02 Actual Tested Airflow from MCH-23 (cfm)897
03 Required Fan Efficacy (Watts/cfm)0.58
04 Actual Fan Efficacy (watts/cfm)0.47
05 Compliance Statement:System fan efficacy complies
Registration Number:
22r-P 0r0r97 931A-000-004-M 22007 A-M224
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000
Report Version: 2019.1.005
Schema Version: rev 2021050L
HERS Provider: CaICERTS
Report Generated: 202I-12-17 t2:50:05
D. Additional Requirements
01 All registers were fully open during the diagnostic test
02 System fan was set at maximum speed during the diagnostic test.
03 lf fresh air duct is part of the HVAC system it was not closed during the diagnostic test.
04 Airflow rate and fan watt draw shall be simultaneous measurements when used to calculate the Fan Efficacy tested value.
05 Multi-speed compressor space cooling systems or variable speed compressor systems shall verify air flow (cfm/ton) and fan efficacy
(Watt/cfm) with system operating in cooling mode at the maximum compressor speed and the maximum air handler fan speed.
05 Zoned cooling air distribution systems with single speed compressors shall meet both the airflow (cfm/ton) and fan efficacy (Watt/cfm)
criteria in every zonal control mode.
07 Portable watt meters used for measurements of air handler watt draws shall be true power measurement systems (i.e. sensor plus data
acquisition system) having an accuracy ol +- 2% of reading or +- 10 Watts whichever is greater
08 Verification Status Pass - all applicable requirements are met.
09 Correction Notes
The responsible person's signature on thls compliance document affirms that all applicable requlrements in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes ln this table.
CERTIFlCATE OF VERIFICATION cF3R-MCH-22-H
Space Conditioning System Fan Efficacy (Page 2 of 3)
E. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22t-P 0].0197 931A-000-004-M 22001A-M 22A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20210501
Report Generated: 202L-12-L7 12:50:05
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name
Cobe Villa
Documentation Author Signature:6M#e
Company:
Carstairs Energy lnc.
Date Signed
)ot 1 -4 ) -17 1 t. 49. 4F OOn
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable):
City/State/zip:
Los Osos CA93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections of the Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responslble for the
construction or installation conforms to the requirements specified on the Certlficate(s) of Compliance (CF1R) approved by the enforcement agency.
S. I will ensure that a registered copy of this Certificate of Veriflcation shall be posted, or made available with the building permit(s) issued for the
bullding, and made alailable to the enforcement agencyforall applieble inspections. I understand that a registered copy ofthls Certlficate of
Verification is required to be included with the documentation the builder provldes to the building owner at occupancy'
Builder Or lnstaller lnformation As Shown On The €ertificate Of Installation
Company Name (lnstalling Subcontractor, General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License:
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable):Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater Information
HERS Rater Company Name:
Carstairs Energy lnc.
Responsible Rater Name;
Cobe Villa
Responsible Rater Signature:
€a/"r?r/e,
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date Signed:
2rrt 4 -,t t -1 7 4 ). LA' AE OOn.
CERTIFICATE OF VERIFICATION cF3R-MCH-22-H
Space Conditioning System Fan Efficacy (Page 3 of 3)
Digitally signed by CaICERTS. This digital signature is. provided in order to secure lhe content of this registered document, and in no way implies
Rigistration Provider responsibility for the accuracy of the information.
Registration Number:
227-P 010197 931A-000-004- M 2200r A- M22 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20210501"
Report Generaled: 2027'12-17 12:50:05
CERTIFICATE OF VERIFICATION cF3R-MCH-25-H
Rated Space Conditioning System Equipment Verification (Page 1 of 4)
Project Name:San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Number:bldg2016
Dwelling Address:935 Citrus Court City:San Luis Obispo Zip Code:93401
A. System lnformation
Procedures for verification of High SEER and EER Equipment are described in Reference Appendix RA3.4. Each HVAC system requiring verification
must use a seporote form.
01"Space Conditioning System ldentification or Name System 1
02 Space Conditioning System Description of Area Served Location L
03 Status: SEER Performance Compliance Credit Check Yes
04 Status: EER Performance Compliance Credit Check No
05 Status: Heat Pump Heating Output Performance Compliance Check Yes
06 Status: HSPF Performance Compliance Credit Check Yes
07 Directory used to certify product performance AHRI
08 AHRI certification number for the installed space conditioning
system from http://www.ahridirectory.org
953833
09
Does the directory used to certify product performance require a
specific air handlerfurnace make and model?
Fancoil air-handling unit
10
Does the directory used to certify product performance require a
time delay relay (+TDR)?
No
LT
Does the directory used to certify product performance require a
TXV (+TXV)?
No
B, Rated Space Conditioning System Equipment lnformation from Nameplate of the lnstalled System
The data on nameplote of the instotted component shall conform to the dato for the component os shown in the Directory used to
certify product performonce in order to demonstrate complionce.
01 02 03 04
Data from Nameplate of lnstalled System Component
05 06 07 08 09 10
SC System
lD/Name
from CF1R
SC System
Description
of Area
Served
lndoor Unit
Name or
Description
of Area
Served
lnstalled
lndoor Unit
Type
Outdoor
Condenser
or Package
Unit -
lnstalled
Manufacture
r Name
Outdoor
Condenser
or Package
Unit -
lnstalled
Model
Number
lndoor Unit -
lnstalled
M anufactu re
r Name
lndoor Unit -
lnstalled
Model
Number
I nstalled
Furnace
Manufacture
r Name
lnstalled
Furna ce
Model
Number
System 1 Location L Location 1 HP Coil Mitsubishi suzkaz24naz Mitsubishi ntxamt24 n/a n/a
Registration Number:
22r-p0r0t97 93 1A-000-004-M 26001A- M 264
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000 HERS Provider: CAICERTS
Report Version: 2019.1.005
Schema Version: rev 20191201
Report Generated: 2021-12-17 I2:50:t0
CERTIFICATE OF VERIFICATION cF3R-MCH-26-H
Rated Space Conditioning System Equipment Verification (Page 2 of 4)
C, Rated Space Conditioning System Equipment lnformation from Directory of Certified Product Performance
The data on the nomeptote of the instolled component sholl conform to the doto for the component os shown in the Directory used
to certify product perfarmonce in order to demonstrate compliance.
01 02 03 o4
Data from the Directory used to certify product performance for the rated system
component
05 06 07 08 09 10
SC System
lD/Name on
CFlR
SC System
Description
of Area
Served
lndoor Unit
Name or
Description
of Area
Served
lnstalled
lndoor Unit
Type
Outdoor
Condenser
or Package
Unit -
lnstalled
Manufacture
r Name
Outdoor
Condenser
or Package
Unit -
lnstalled
Model
Number
lndoor Unit -
ln sta lled
Manufacture
r Name
lndoor Unit -
lnstalled
Model
Number
lnstalled
Furnace
Manufacture
r Name
lnstalled
Furnace
Model
Number
System L Location L Location 1 HP Coil Mitsubishi suzkaz24naz Mitsubishi ntxamt24 n/a n/a
D. Verified Cooling System SEER
01 Required minimum SEER 18
02 lnstalled SEER 18
03 Compliance Statement:System passes SEER verification
Signature by responsible person on this compliance document certifies that the lnstalled cooling equipment meets or exceeds the required
value listed on the CF2R.
E. Verified Cooling System EER
This section does not apply to this project.
F. Verified Heat Pump Heating Output
01 Required Heating BTU Output at 47 Degrees F 30000
02 lnstalled Heating BTU Output at 47 Degrees F 30000
03 Required Heating BTU Output at L7 Degrees F 21400
04 lnstalled Heating BTU Output at 17 Degrees F 30000
05 Compliance Statement:
System Passes Heat Pump Heating Output Performance
Complia nce Verification
Signature by responsible person on this compliance document certifies that the installed heat pump equipment meets or exceeds the
required value listed on the CF2R.
Registration Number:
22r-P010197 93 1A-000-004-M 260014-M 264
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019. 1.005
Schema Version: rev 20L91201
Report Generated: 2021-L2-17 12:50:10
CERTIFICATE OF VERIFICATION cF3R-MCH-25-H
Rated Space Conditioning System Equipment Verification (Page 3 of 4)
G. Verified Heat Pump HSPF
01 Required minimum HSPF
02 Installed HSPF
03 Compliance Statement
Signature by responsible person on this compliance document certifies that the installed heat pump equipment meets or exceeds the
required value listed on the CFlR.
l. Verified Space Conditionlng System Time Delay Relay
This section does not apply to this project.
J. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
forthis Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
221-P 010797 931A-000-004-M26001A- M 26A
CA Building Energy Efficiency Standards
2019 Residential Compliance
RegistrationDate/Time: 2021-12-1712:49:45.000 HERSProvider:CaICERTS
Report Version: 2019.1.005
Schema Versionr rev 20191"201
H. Verified Space Conditioning System Air Handler, Furnace or Fan Coil
01
lf a specific air handler, furnace or fan coil is required by the directory used to certify product performance, the responsible person
certifies by signing this compliance document that the installed air handler/furnace matches the equipment specified by the Directory of
Certified Product Performance.
02 Verification Status Pass - all applicable requirements are met.
03 Correction Notes
The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met unless
otherwise noted in the Verification Status and the €orrections Notes in this table.
Report Generated: 202I-12-!l 12:50:!0
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name
Cobe Villa
Documentation Author Signature:
€ob%;/e,
Company:
Carstairs Energy lnc
Date Signed
tit 4 -4 t -47 1 t. Loj Lq ofin.
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable):
City/State/Zip:
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance forthe building approved by the enforcement agency.
4. The information reported on applicable sections ofthe Certificate(s) of lnstallatlon (CF2R) slgned and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certlficate(s) of Compliance (CF1R) approved by the enforcement agency.
S. I will ensure that a registered copy of this Certificate of Verification shall be posted, or rnade available with the building permit(s) issued for the
building, and made available to the enforcement agency for all appliable inspections. I understand that a registered copy of this Certlficate of
Verification is required to be included with the documentation the builder provldes to the building owner at occupancy.
Builder Or Installer lnformation As Shown On The Certificate Of Installation
Company Name (lnstalling Subcontractor, General Contractor, or Builder/owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License:
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable)Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name:
Carstairs Energy lnc.
Responsible Rater Name
Cobe Villa
Responsible Rater signature
Aa/e%;/e,
Responsible Rater Certification Number w/ this HERS Provider
cc2019050
Date Signed
tnt 4 -1 ) -47 4 t' LO. A4 nqo.
CERTIFICATE OF VERIFICATION cF3R-MCH-26-H
Rated Space Conditioning System Equipment Verification (Page 4 of 4)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies
R-egistration Provider responsibility for the accuracy of the information.
Registration Number:
221-P OrOtgT 93 14-000-004-M26001A-M 26A
CA Building Energy Efficiency Standards
2019 Residential Compliance
RegistrationDate/Time: 2021-12-1712:49:45.000 HERSProvider:CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20191"201
Report Generated: 2027-72-17 72:50:'J'0
CERTIFICATE OF VERIFICATION cF3R-MCH-27-H
lndoor Air Quality and Mechanical Ventilation (Page 1 of 3)
Project Name:San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Number:bldc2016
Dwelling Address:935 Citrus Court City:San Luis Obispo Zip Code 93401
A. Dwelling Mechanical Ventilation - General lnformation
01 Dwelling unit name 935 Citrus Court
02 Building Type Single family detached
03 Project scope Newly Constructed
04
Total Conditioned Floor Area of Dwelling Unit
(For addition projects the conditioned floor area equals existing
area plus addition area. )
1745
05
Number of Bedrooms in Dwelling Unit
(For addition projects the number of bedrooms equals the existing
bedrooms plus addition bedrooms)
3
06 Ventilation System Type Exhaust
07 Ventilation Operation Schedule Continuous
Note:
Non-dwelling units do not meetthe definition for a dwelling unit as defined in Section 100.1(b). Non-dwelling units are not designed to provide
independent living facilities and do not provide permanent provisions for living, sleeping, eating, cooking and sanitation.
Title 24, Part 6, Section 150.0(o) Ventilation for lndoor Air Quality. All dwelling units shall meet the requirements of ANSI/ASHRAE Standard
62.2.-20L6 Ventilation and Acceptable lndoor Air Quality in Low-Rise Residential Buildings subject to amendments specified by Title 24, Part 6
Section 150.0(o)1.
MCH-27a - Single Family Attached/Detached
B. Single Family Attached/Detached General lnformation
01 Average Ceiling Height 8
02 Total Conditioned Volume 13960
03
Vertical distance between the lowest and highest above grade
points within the pressure boundary in feet
17
04 Air Changes Per Hour at 50 Pa Default
05 Name of ANSI/ASHRAE Standard 62.2-2016 weather station for
climate zone
San Luis Co Rgnl
06 Weather and shielding factor (wsf) (Based on city identified above)0.51
Registration Number:
22r-po1.ot97 931A-000-004-M 27 00t A-M27 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20200401
Report Generated: 2021'12-17 1'2:50:13
C. Ventilation - Total Ventilation Rate
A mechanical supply system, exhaust system or combination thereof shall provide whole-building ventilation with outdoor air each hour at no
less than the rate in 150.0(o)1Ci
01 Total Required Ventilation Rate (Qtot)82.35
02 Enclosure Leakage Rate (Qso)455.33
03 Effective Annual Average lnfiltration Rate (Qinr 76.52
o4 Total Exterior Envelope Surface Area n/a
05 Unshared Exterior Envelope Surface Area (exclude surface areas
attached to garages or other dwelling units)
n/a
06 Required Mechanical Ventilation Rate (Qian)79.04
CERTIFICATE OF VERIFICATION cF3R-MCH-27-H
lndoor Air Quality and Mechanical Ventilation (Page 2 of 3)
E. Compliance Statement
01 Building Passes Mechanical Ventilation RateTest
F. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
forthis Certificate of Verification as a wholeto be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22L-P 0IOr97 931A-000-004-M 27 00L A-M27 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021 -12-17 12:49:45.000 HERS Provider: CaICERTS
Report Version: 2019. 1.005
Schema Version: rev 20200401
D. lnstalled Ventilation - Total Ventilation Rate
A mechanical supply system, exhaust system, or combination thereof shall provide whole-building ventilation with outdoor air
each hour at no less than the rate in 150.0(o)1Ci
01 02 03 04 05
Fan Name Fan Location Runtime (min/hr)lnstalled Mechanical
Ventilation Rate {CFM)
fquivalent Continuous
Ventilation (CFM)
Fan Laundry 60 93 93
06 Total lnstalled Continuous Ventilation (CFM)93
Report Generated: 202l-t2-t7 12 :50:13
CERTIFICATE OF VERIFICATION cF3R-MCH-27-H
lndoor Air Quality and Mechanical Ventilation (Page 3 of 3)
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name:
Cobe Villa
Documentation Author Signature:
edb%e'
Company:
Carstairs Energy lnc.
Date Signed:
t0) 4 -1 ) -47 4 2. Lq' Lq nOO
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification Identification (if applicable)
City/State/Zip:
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sectioni ofthe Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specifled on the Certlficate{s} of Compliance (CF1R) approved by the enforcement agency.
5. I will ensure that a registered cogy of this Certificate of Veriflcatlon shall be posted, or made available with the building permit(s) issued for the
building, and made avallable to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certlficate of
Verification is required to be Included with the documentation the builder provides to the building owner at occupancy.
Builder Or Installer lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalllng Subcontractor, General Contractor, or Builder/Owner):
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License
923588
HERS Provider Data Registry lnformation
Sample croup Number (if applicable)Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name:
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
€eMUe
Responsible Rater Certification Number U this HERS Provider:
cc2019050
Date Signed
2n9 4 -1' -'t 7 4 t. LO' LE nnn
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the information.
Registration Number:
22r-P 0toL97 93 1A-000-004-M 27 001A-M27 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021 -12-17 12:49:45.0Q0 HERS Provider: CaICERTS
Report Version: 2019. 1.005
Schema Version: rev 20200401
Report Genera ted: 2021-L2-t7 12:50:13
CERTIFICATE OF VERIFICATION cF3R-MCH-32-H
Local Mechanical Exhaust (Page 1 of 2)
Project Name:San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Numben bldg2016
Dwelling Address:935 Citrus Court City:San Luis Obispo Zip Code:93401
Title 24, Part 6, Section 150.0(o) Ventilation for lndoor Air Quality. All dwelling units shall meet the requirements of ANSI/ASHRAE Standard
62.2. Ventilation and Acceptable lndoor Air Quality in Low-Rise Residential Buildings. Equation and table numbering on this form corresponds
to the numbering for that information in the published ANSI/ASHRAE Standard 62'2'2OtO
A. Local Mechanical Exhaust - General lnformation
01 Dwelling unit name 087 (Plan 6)
02 Building Type Single family attached
03 Total Kitchen Floor Area 240
04 Kitchen Average Ceiling Height 8
05 Kitchen Total Conditioned Volume 1920
06 Kitchen Type Non-Enclosed
D. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22r-P 0r0t97 93 1A-000-004-M 32001A-M 32A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:49:45 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20210501
B. Kitchen Exhaust System
01 02 03 o4 05 06 07 08 09 10 11
System
Name
Manufacturer
Name
System
Type
HVI or
AHAM
Directory
Listed
Model
Number
HVI or
AHAM
Directory
Listed
Rated
Airflow
HVI or
AHAM
Directory
Listed
Sound
Rating
Minimum
Airflow
(defaults
to rated
airflow)
Operation
Schedule
Required
Minimum
Ventilation
Rate (if
demand
controlled)
Maximum
Sound
Rating
Compliance
Statement
Hood #1 GE
Vented
Range
Hood
jvm3160rf
6ss
160 1 1
Continuou
s
N/A - See
Table C
1 sone Complies
C, Continuous Kitchen Exhaust
01 Total Continuous Ventilation Airflow 160
02 Required Minimum Continuous Ventilation Airflow 160
03 Compliance Statement Complies
Report Generatedi 202L-L2-17 L2:48:43
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name
Cobe Villa
Documentation Author Signature:e&/e
Company:
Carstairs Energy lnc.
Date Signedr
tir4_,lt-,17 42'ao.L4
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable)
City/State/Zip:
Los Osos CA 93402
Phone:
80s-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devlces, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections of the Certificate(s) of lnstallatlon {CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certlficate(s) of Compliance {CF1R} approved by the enforcement agency.
5. I will ensure that a registered copy of this Certificate of Verificatlon shall be posted, or made available with the building permit(s) issued for the
building, and made arrailable to the enforcernent agency for all applieble lnspections. I understand that a registered copy of thls Certificate of
Verification is required to be included with the documentation the bullder provldes to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling Subcontractor; General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License
923588
HERS Provider Data Registry Information
Sample Group Number (if applicable):Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
€d/€,?6;/e,
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date Signed:
2n21-12-17 12.4A'r'6
CERTIFICATE OF VERIFICATION cF3R-MCH-32-H
local Mechanical Exhaust (Page 2 of 2)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content oJ this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the information.
Registration Date/Time: 2021-12-17 12:49:45Registration Number:
223"-p 010L97 931A-000-004-M 32001A- M 32A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Report Version: 2019. 1.005
Schema Version: rev 20210501
HERS Provider: CaICERTS
Report Generated: 202I-t2-17 12:48:43
Building & Safety Division Gonstruction Permit ApplicatSon@Communlty Development
919 Palm Street, San Luis Obispo, CA 93401-3218
#1 IDENTIFY YOUR BUILDING PROJECT
Property 995 Cilrus Court San Luis Obispo, CA 93401 Lol # 87
Property Owner:Presido Ml SLR 198, LLC
T 805.781.7180
F 805.781.7182
or's Parcel #
Phone 805-556-3060
Owner's Mailing Address: PPO Box 13 Pismo Beach, CA 93449
flLicensed Design Professional ln Responsible Charge or [Non-Licensed Designer (when allowed by statutes):
Name:RRM Design Group License No.c26973
Address .3765 S.Higuera St. #102 San Luis Obispo, CA 93401 805-543-1794
Description 9f yysyft1 New 2570 fl. SFR Construction at SLR NG-10 / Plan 6 / SDU & Bed 4 Units: I
Occupancy Group:R-1 Const type_I/o?d . Fire Sprinkleps Yes p;6ject Value $237,000,00
Floor Area (Sq. Ft): Living 2494 Sq, Ft.Garage aa1 sq rt' , Deck
-
Other
Permit Types Required: ffiBuilding flMechanical flElectrical flPlumbing [Grading-C.Y
-
flDemolition
Select Plan Check Consultant: nccc fltrutluonru l'{eunenU VERITAS
an elther or
ths usrn6ss
Name:Builders, lnc.
under
I havs placed nexl to the applicable item(s) (Section 7031.5, Business and Professions Code: Any
offered for sale. lf, however, the building or improvement is sold wiihin one year of completion, the Owner-Builder will have the burden of proving that
j! \^/as not built or improved for the purpose of sale)
l_j1, as owner of the property, am exclusively contracting wlth licensed Contractors to construct the project (Section 7044, Business and
Professlons Code: The Contractors' State Licensa Law does not apply to an owner of property who builds or improves ther€on, and who gontracts for
l@ projects with a licensed Conlractor pursuant to tha Gontractors' State License Law).
|llamexemptfromllcensureunderthecontractors,StateLlcenseLawforthefollowingreason'U
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prlor to completion of the
improvements covered by this permit, I cannot legally sell a slructure that I have bullt as an owner-builder if it has not been constructed in its entirety by
licensed conlractors. I understand that a copy of the applicable law is available upon rgquest or at hltol//www.leglnfo.ca.oo.v/calauhtfil,
#3 IDENTIFY WORKERS' COMPENSTATION COVERAGE AND LENDING AGENCY (Complete 3a and 3b)
WARNING: Failure to secure workers'compensation covorago is unlawful, and shall subject an employer to criminal penalties and civil lines up io
$100,000, in addition to the cost of compensation, damages as provided for in section 3706 of the labor code, interest, and altorney's fees.
ave
laws relating
Thls permit
responsible and llable forthe constructlon
Print Name 6v"r..
I hereby aflirm under penalty gf perjury one of the following declarations:
to self.lnsure for workers' compensatlon, lssued by ths Oirector of lndustrial Relations
to enter the above-identitied prop€rty for inspeclion purposes.
Owner as ths permit holder of record who will be
I aq
a
to building conslruction. I authorize
is to be issuod in the name of the
consent
for by Section 3700 of the Labor Code, for lhe performance of the work for which this permit is issued. Pollcy No, B
have and wlll maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for
this permit is issued. My workers'compensatlon insurance carrier and policy number are:
_6"rr;", Berkshire Hathaway _poricyr.roCOW03592B Expiration outu10l31l2020 phone88B495qS
[r certi ls peimttlsl;;Ga;T;#ii not employ afr-iFio-n-iffiiry maniE so as io
become subJect to the workers' compensatlon laws of Calltornla, and agree that, if I should become subject to the workers'compensation
provisions of Sectlon 3700 of the Labor Code, I shall forthwith comply with those provisions.
3b - CONSTRUCTION LENDING AGENqY,DECL^RATION I hereby affirm under penally of periury that there is a construction lending agency for the
performance of the work for which this perrnit is issued (Section 3097, Civil Coc,e) as follows;
Lender's Name and Housing Capitol Company, 3200 BristolSt. #8 Costa Mesa, CA92626
#4 DECLARATION BY CONSTRUCTION PERMIT APPLICANT
By my signature below, I certiff each of the following:
t amIa California licensed contractor orIttte properiy ownert orffiauthorized to act on the property owne/s behalfr.
I have read this permit application and the information I have provided is correct. I agree to comply with applicable city and county ordinances and state
APPLICATION #" requlres separate verification form **requires separate aulhorization form
A0t(! -t-oJ}
Revised 2014
BILLING CONTACT
PRESIDO MI SLR ,I98, LLC
P.O. Box 13
Pismo Beach, Ca 93449
REFERENCE NUMBER FEE NAME
TRANSACTION
TYPE
PAYMENT
METHOD AMOUNT PAID
Contacts Account ACCT# BLDG-2o16-2020 Account Deposit Check #1 285 $1,714.76
$1,714.76SUB TOTAL
TOTAL $1,714.76
February 23,2021 Page 1 of 1
Gontact Accounts Summary
BLDG-2016-2020
New Single Family
Project Address: 935 Citrus Ct
project Description: NEW SINGLE FAMILY RESIDENCE; LOT 87; PLAN 6; TRACT 3094
Parcel Number: 053-153-001
Contractor: Coastal Community Builders
Jacob Grossman
Owner: PRESIDO Ml SLR 198, LLC
140827
October 08,2020
AMOUNT
Fees
FEE
Payments
AMOUNT DATE RECEIPT
lT Surcharge
Consolidated lnspection Fees
Green Building Fee
Stormwater - Minor Project - BLDG
Consolidated Plan Check Fees
Construction Tax - BLDG
SMIP (Residential)
$249.95
$6,020.93
$10.00
$302.47
$1,714.76
$157.00
$32.00
$0.00
TOTAL PAID:
STATIIS TOTAI CRFNITS TOTAI ]IFBITS RAI
$0.00
TOTAL FEES
Related Contact Accounts
srlam
l:r.lNTAIlT a^^4il tNT
ACCOUNT TOTALS
Balance Due: $SaEtFF.
4 nNlL
)
IhITAKE DEPOSIT CNI-Y
FEE E$TIil/IATE PENDING
I
5:-] (-=) 1.,-- L 'J'-T- I {'} I'! 5::i Dailv Field Report
Project Number: SL08639-19 Weather: Clear, Warm
Project Name: Legacy - Tract 3096 - Lots 86-88 ClienUClient Rep: CCB
Job Address: Legacy - Tract 3096 - San Luis Obispo, CA - Lots 86-88
220 High Street, San Luis Obispo, CA 93401
Phone: 805-543-8539
1021 West Tama Lane, Santa Maria, CA 93455
Phone: 805-614-6333
201 S. Milpas, Suite 103, Santa Barbara, CA 93130
Phone: 805-966-2200
Dafe: 513121
Report #:
I GraAing Observation
I compaction
E Footings
E neintorcing Steel
Purpose of Site Visit
I Concrete Observation ! n-Ueter
I Grout Observation n epo*y Embed
I U""onry Observation I eost Tension
fl shotcrete observation flwood Framing
I Caisson Observation
I netical Pier Observation
! ottt"r'
Items lnspected:
Verified size, grade. location and placement of reinforcing steel, post-tension tendons with hardware,
hold-downs and anchor bolts at Lot 86 (Plan 1 reverse - 929 Citrus Court), Lot 87 (Plan 6A - ADU/Bed 4,
935 Citrus Court) and Lot 88 (Plan 38 reverse Bed 4- 943 Citrus Court), to be in conformance with project
plans by Studio Prime and Suncoast Post-Tension, dated 2-23-21, and foundation plan revision EX6.01 by
Studio Prime, dated 2-17-21 with the following corrections:
Keep footings free of loose material and debris, prior to and during concrete placement. lncludes plastic
rebar supports and plastic rod caps not in use.
Will re-check item noted for correction prior to start of concrete placement.
Report By: 4a?- Kraig Crozier C61361, ICC 0950395 Gopies To: CCB - Gregory
5r] C> l,-- L,''J tl" I {-} l--J {::i Dailv Field Report
Project Number: SL08639-19 Weather: Clear, Cool
Project Name: Legacy Tract 3096 - Lots 73-77, 86-90 GlienUClient Rep: CCB
Job Address: Legacy - Tract 3096 - San Luis Obispo, CA - Lots 73-77, 86-90
220 High Street, San Luis Obispo, CA 93401
Phone: 805-543-8539
102'l West Tama Lane, Santa Maria, CA 93455
Phone: 805-614-6333
201 S. Milpas, Suite 103, Santa Barbara, CA 93130
Phone: 805-966-2200
Datet 614121
Report #:
! Grading Observation
flcompaction
n Footings
n Reintorcing Steel
Purpose of Site Visit
! Concrete Observation ! n-Ueter
! Grout Observation n epory Embed
! u""onry Observation I eost Tension
! Snotcrete Observation ! Wooa Fradring
I Caisson Observation
! ttelical Pier Observation
f] ottr"r,
Items lnspected:
Prior to start of stressing, verified calibration of stressing equipment (Jack/Gauge 708, 1-20-21)
Observed stressing of all tendons at Lot 73 (958 Citrus Court), Lot74 (950 Citrus Court), Lot 75 (942 Citrus
Court), Lot 76 (934 Citrus Court), Lol77 (926 Citrus Court), Lot 86 (929 Citrus Court), Lot 87 (935 Citrus
Court), Lot 88 (943 Citrus Court), Lot 89 (951 Citrus Court) and Lot 90 (959 Citrus Court) to gauge pressure
of 5,400 psi which corresponds to 33.04 kips. All tendon stresses and elongations are in conformance with
project plans by Waddell & Associates, approved 12-22-20.
Followlng cutting of excess tendons, contractor to patch stressing pockets within 10 days, per plans and
specifications.
Report By: 4c-v- Kraig Crozier C61361, ICC 0950395 Gopies To: CCB - Gregory
GEo-S O T- LJ-T IO T.-] S
October 30,2020
sL08639-1 I
Client:
Presidio MISLR
198, LLC
PO Box 3460
San Luis Obispo
Calilornia
93403-3460
Proiect nams,
San Luis Ranch
Properties
198 Single Family
Residenees
San Luis Obispo
California
22O High Street
San Luis Obispo CA 93401
805.543.8539
1c'21 Tafia Lane, Suite 105
santa Maria, cA 93455
805.614.6333
201 S. Milpas Street, Suite 103
Santa Barbara, CA 93103
805.S66
inlo@geosolutions,net
GFOTECF{ISSCAS- FLAFN RFWiEW #X
sLR x98 sFH
RECEIVED
CITY OF SAN LUIS OBISPO
NO\l 0 I 2020
COMMUNIry DEVELOPMENT
Dear Presidio MISLR 198, LLC:
This report presents the results of our geotechnical review of the project plans for the
proposed development of 198 single-family residences to be located on San Luis Ranch
iocated off of Madonna Road in San Luis Obispo, California. The purpose of our review
was to evaluate the proposed plans with respect to geotechnical recommendations
provided in the referenced report and with known site conditions. Our review was
conducted for the sheets listed in Table 1 below.
Table 1: List of Sheets Reviewed
PIAN O
G-0 RRM Design GroupJanuary 28,2A20Cover Sheet - Plan 0
RRM Design GroupG-105January 28,2020Typical Setbacks
A0-010 RRM Design GroupJanuary 28,2020Schematic Perspective &
Elevations - Plan 0
Studio Primes-1.1September 4,2020StructuralNotes
s-1.2 Studio PrimeSeptember 4,2020Typical Details
Studio PrimeSeptember 4,2020 s-1.3Tvpical Details
Studio Primes0-2.1September 2,2OO2Foundation Plan A - Plan 0
s0-2.1R Studio PrimeSeptember 2,2002Reverse Foundation Plan A -
Plan 0
Studio Primes0-3.1September 2,2002Structural Details - Plan 0
PTM Post-Tensioning
lnstituteMarch 31,2020Post-Tension Details and
General Notes
Post-Tensioning
lnsiitutePTM.1March 31,2020Post-Tension Details and
General Notes
Post-Tensioning
InstitutePTOMarch 31,2020Post-Tension Placement
Plans 0A
PTOA Post-Tensioning
lnstituteMarch 31,2020Post-Tension Placement
Plans 0A (Reverse)
lir ;:"-fjt- i,'',,''r: i] f {j it
fl;i;fr.t#\lu*i",)fr*ilil il*fl/Tf,)L$tqrutn
BUil i)crry 'SF0'JG DIVISIOhJ c SAN LUIS t]AI
t][e 2 2 ZCIztl
nLlll DIIUG nlv!fiii :l.l
THI$ PLAIJ TO
CALL
W(]RKI
fli t{[Pr 0N Ti]r
F(]R INSPICTiONS'
NG D/\Y II,I ADVA
JOB AI A.LL Tll"l
AT LIAST OI,dI
NC[ 781-7i8CI
sbinfo@geosolutions.net
CIFj Slj,i.l i.,iJlii {..:}i;JFil
Flans sha' not be chanoed or artered without authorization fromthe Buitdinq ancl Safety llivisiiln. Approval oi-pfunn shail notbe construtd to be a pornrit {or,
'rt.
on ,ppr6va! Of, anyviolatjon of any city crdinance or state law.
San Luis Ranch Properties, 198 SFR
30.2020 Proiect 19
PLAN 1
PLAN 2
G-1 RRM Design GroupJanuary 28,2020Cover Sheet - Plan 1
RRM Design GroupG-105December 20,2019Typical Setbacks
A1-010 RRM Design GroupJanuary 28,2020Schematic Perspective & Elevations
RRM Design Group41-011January 28,2020Schematic Perspective & Elevations
a1-012 RRM Design GroupJanuary 28,2020Schematic Perspective & Elevations
RRM Design GroupA1-0'13January 28,2020Schematic Perspective & Elevations
s-1.1 Studio PrimeSeptember 4,2A20StructuralNotes
Studio Primes-1.2September 4,2020Typical Details
s-1.3 Studio PrimeSeptember 4,2020Typical Details
Studio Primes1-2.1September 7,2002Foundation Plan A - Plan 1
s1-2.1R Studio PrimeSeptember 7,2002Reverse Foundation Plan A - Plan 1
Studio-Primeg1-24September7,2002Foundation Ftan ts= Plan.1
s1-2-4R Studio PrimeSeptember 7,2002Reverse Foundation Plan B - Plan 1
Studio Primes1-3.1September 7,2002Structural Details - Plan 1
PTM Post-Tensioning
lnstituteMarch 31,2020Post-Tension Details and General Notes
Post-Tensioning
lnstitutePTM.1March 31,2020Post-Tension Details and General Notes
PT1
Post-Tensioning
lnstituteMarch 31,2024Post-Tension Placement Plans 1A & Option
Post-Tensioning
lnstitutePTlAMarch 31,2020Post-Tension Placement Plans 1A & Option
PTlB Post-Tensioning
lnstituteMarch 31,2020Post-Tension Placement Plans 1A & Option
(Reverse)
Post-Tensioning
lnstitutePTlCMarch 31,2420Post-Tension Placement Plans 1A & Option
(Reverse)
RRM Design GroupG-2January 28,2020Cover Sheet - Plan 2
G-102 RRM Design GroupDecember 20,2019TypicalSetbacks
RRM Design GroupA2-010December 20,2019& Elevations - Plan 2Schematic Perspective
42-011 RRM Design GroupDecember 20,2419Schematic Perspective & Elevations -Plan 2
Studio Primes-1.1September 4,2020Structural Notes
s-1.2 Studio PrimeSeptember 4,2020Typical Details
Studio Primes-1.3September 4,2020TypicalDetails
s2-2.1 Studio PrimeSeptember 2,2002Foundation Plan A -Plan 2
Studio Primes2-2.1RSeptember 2,2002Reverse Foundation Plan A - Plan 2
Studio Primes2-2.3September 2,2002Foundation Plan B - Plan 2
Studio Primes2-2.3FtSeptember 2,2002Reverse Foundation Plan B - Plan 2
s2-3.1 Studio PrimeSeptember 2,2002Structural Details - Plan 2
PTM Post-Tensioning
lnstituteMarch 31,2020Post-Tension Details and General Notes
Post-Tensioning
lnstitutePTM.1March 31,2020Post-Tension Details and General Notes
2 Gru-
San Luis Ranch Properties, 198 SFR
October 30.2O2O Proiect S108639-1 9
Post-Tension Placement Plans 2 March 31 ,2020 PT2 Post-Tensioning
lnstitute
Post-Tension Placement Plans 2A (Reverse) March 31 ,2020 PT2A Post-Tensioning
lnstitule
PLAN 3
PLAN 4
RRM Design GroupG-3January 28,2CI20Cover Sheet - Plan 3
G-105 RRM Design GroupDecember 20,2019TvpicalSetbacks
RRM Design Group43-010December 20,2019Schematic Perspective & Elevations
A3-011 RHM Design GroupDecember 20,2019Schematic Perspective & Elevations
RRM Design Group43-012December 20,2419Schematic Perspective & Elevations
A3-013 RRM Design GroupDecember 20,2019Schematic Perspective & Elevations
RRM Design GroupA3-014December20,2019Schematic Perspective & Elevations
A3-015 HHM Uesrgn uroupDecember 20,2019SchametiCPeisFecilve & Elevalions
Studio Primes-1.1September 4,2420StructuralNotes
s-1.2 Studio PrimeSeptember 4,2020Tvpical Details
Studio Primes-1.3September 4,2020Typical Details
Studio Primes3-2.'1September 3,2020Foundation Plan A - Plan 3
Studio PrimeSeptember 3,2020 s3-2.1RReverse Foundation Plan A - Plan 3
Studio Primes3-2.4September 3,2020Foundation Plan B - Plan 3
s3-2.4R Studio PrimeSeptember 3,2020Reverse Foundation Plan B - Plan 3
Studio Primes3-3.1September 3,2020Structural Details - Plan 3
PTM Post-Tensioning
lnstituteMarch 31 ,2024Post-Tension Details and General Notes
Post-Tensioning
lnstitutePTM.1March 31,2O2OPost-Tension Details and General Notes
PT3 Post-Tensioning
lnstituteMarch 31 ,2020Post-Tension Placement Plan 3
Post-Tensioning
lnstitutePT3AMarch 31 ,2020Post-Tension Placemeni Plan 3 (Reverse)
RRM Design GroupG-4January 28,2024Cover Sheet - Plan 4
G-105 RFIM Design GroupDecember 2A,2019TypicalSetbacks
RRM Design Group44-010December 20,2019Schematic Perspective & Elevations
A4-011 RRM Design GroupDecember 20,2019Schematic Perspective & Elevations
Studio Primes-1.1September 4,2020Structural Notes
s-1.2 Studio PrimeSeptember 4,2020Typical Details
Studio Primes-1.3September 4,2020Typical Details
s4-2.1 Studio PrimeSeptember 2,2002Foundation Plan A - Plan 4
Studio Primes4-2.1RSeptember 2,2002Reverse Foundation Plan A - Plan 4
Studio Primes4-2.3September 2,2002Foundation Plan B - Plan 4
Studio Primes4-2.3RSeptember 2,2002Reverse Foundation Plan B - Plan 4
s4-3.1 Studio PrimeSeptember 2,2002Structural Details - PIan 4
3 Geg*
San Luis Ranch Properties, 198 SFR
2020 I
Post-Tension Details and General Notes March 31 ,2024 PTM Post-Tensioning
lnstitute
Post-Tension Details and General Notes March 31,2020 PTM.1 Post-Tensioning
lnstitute
Post-Tension Placement Plan 44 & 48 March 31 ,2020 PT4 Post-Tensioning
lnstitute
Post-Tension Placement Plan 44 & 48
(Reverse)March 31,2020 PT4A Post-Tensioning
lnstitute
PLAN 5
RRM Design GroupG-5January 28,2024Cover Sheet - Plan 5
G-105 BRM Design GroupDecember 20,2019TypicalSetbacks
RRM Design GroupA5-010December 20,2019Schematic Perspective & Elevations
A5=011 RBM Design GroupDecember 20-2019Sehematie Perspective & Elevatjons
RRM Design GroupDecember 20,2019 A5-012Schematic Perspective & Elevations
RRM Design GroupA5-013December 2A,2019Schematic Perspective & Elevations
RRM Design GroupDecember 20,2019 As-014Schematic Perspective & Elevations
RRM Desiqn Group45-015December 2A,2019Schematic Perspective & Elevations
A5-016 FIRM Design GroupDecember 20,2019Schematic Perspective & Elevations
RBM Design GroupA5-017December 20,2019Schematic Perspective & Elevations
A5-018 RRM Design GroupDecember 20,2019Schematic Perspective & Elevations
A5-019 RRM Design GroupDecember 20,2019Schematic Perspective & Elevations
Studio Primes-1.1September 4,2O2OStructuralNotes
s-1.2 Studio PrimeSeptember 4,2020Typical Details
Studio Primes-1.3September 4,2020TypicalDetails
Studio Primes5-2.1September 4,2020Foundation Plan A - Plan 5
Studio PrimeSeptember 4,2020 s5-2.1RFoundation Plan A - Plan 5
Studio Primes5-2.4September 4,2420Foundation Plan A - Plan 5
s5-2.4R Studio PrimeSeptember 4,2020Foundation Plan A - Plan 5
Studio Primes5-2.7September 4,2020Foundation Garage Sideload Opt.- Plan 5
s5-2.7R Studio PrimeSeptember 4,2024Foundation Garage Sideload OPt.- Plan 5
Studio Primes5-2.8September 4,2020Foundation Garage Sideload Option - Plan 5
s5-2.8R Studio PrimeSeptember 4,2A20Foundation Garage Sideload Option - Plan 5
Studio Primes5-3.1September 4,2020Structural Details - Plan 5
PTM Post-Tensioning
lnstituteMarch 31 ,2024Post-Tension Details and General Notes
PTM.l Post-Tensioning
lnstituteMarch 31 ,2A20Post-Tension Details and General Notes
Post-Tensioning
lnstitutePT5March 31 ,2020Post-Tension Placement Plans 5A and 58
Post-Tensioning
lnstitutePT5AMarch 31,2020Post-Tension Placement Plans 5A and 58
Options
Post-Tensioning
lnstitutePTSBMarch 31,2020Post-Tension Placement Plans 5A and 58
(Reverse)
PT5C Post-Tensioning
lnstituteMarch 31,2020Post-Tension Placement Plans 5A and 58
Options (Fleverse)
A Gro*
San Luis Ranch Properties, 198 SFR
October 30. 2020 Project SLO8639-1 9
PLAN 6
Suncoast Post Tension
RRM Design GroupJanuary 28,2020 La-bCover Sheet - PIan 6
G-l05 RRM Design GroupDecember 20,2019Typical Setbacks
RRM Design GroupDecember 20,2019 A6-010Schematic Perspective & Elevations - Plan 6
A6-011 RRM Design GroupDecember 2A,2019Schematic Perspective & Elevations - Plan 6
RRM Design GroupDecember 20,2019 A6-012Schematic Perspective & Elevations - Plan 6
46-013 RRM Design GroupDecember 2A,2019Schematic Perspective & Elevations - Plan 6
RFIM Design GroupDecember 20,2019 46-014Schematic Perspective & Elevations - Plan 6
A6-015 RRM Design GroupDecember 20,2019Schematic Perspective & Elevations - Plan 6
Studio PrimeSeptember 4,2020 s-1.1StructuralNotes
s-1.2 Studio PrimeSeptember 4,2020Typical Details
Studio PrimeSeptember 4,2020 s-1.3Typical Details
- 'September2;2002 s6-21 -Studio-Prime-Foundation Plan A - Ptan 6-'- -
Studio PrimeSeptember 2,2002 s6-2.1RReverse Foundation Plan A - Plan 6
s6-2.4 Studio PrimeSeptember 2,2002Foundation Plan B - Plan 6
s6-2.4R Sludio PrimeSeptember 2,2002Reverse Foundation Plan B - Plan 6
Studio Primes6-3.1September 2,2402Structural Details - Plan 6
PTM Post-Tensioning
lnstituteMarch 31,2024Post-Tension Details and General Notes
Post-Tensioning
lnstitutePTM..IMarch 31,2020Post-Tension Details and General Notes
PT6 Post-Tensioning
lnstituteMarch 31,2020Post-Tension Placement Plans 64, 68 and
Option
Post-Tensioning
lnstitulePT6AMarch 31,2020Post-Tension Placement Plans 64, 68 and
Option (Reverse)
Post-Tensioning lnstituteSeptember 18,2020 PTMPost-Tension Details and General Notes
PTM.1 Post-Tensioning lnstituteSeptember 18,2020Post-Tension Details and General Notes
Post-Tensioning lnstituteSeptember 18,2020 PTOPost-Tension Placement Plan 0A
PTOA Post-Tensioning lnstituteSeptember 18,2020Post-Tension Placement Plan 0A
(Reverse)
Post-Tensioning lnstitutePT.1September 18,2020Post-Tension Placement Plan 1A & Option
PTlA Post-Tensioning lnstituteSeptember 18,2020Post-Tension Placement Plan 1A Options
PT1 B Post-Tensioning lnstituteSeptember 18,2020Post-Tension Placement Plan 1A & Option
(Reverse)
Post-Tensioning lnstitutePTlCSeptember 18,2020Post-Tension Placement Plan 1A Options
(Fleverse)
PT2 Post-Tensioning lnstituteSeptember 18,2020Post-Tension Placement Plan 2A & 28
PT2A Post-Tensioning lnstituteSeptember 18,2020Post-Tension Placement Plan 24 & 28
(Reverse)
Post-Tensioning lnstitutePT3September 18,2A20Post-Tension Placement Plan 3
PT3A Post-Tensioning lnstituteSeptember 18,2020Post-Tension Placement Plan 3 (Fleverse)
Post-Tensioning lnstitutePT4September 18,2420Post-Tension Placement Plan 44 and 48
PT4A Post'Tensioning lnstituteSeptember 18,2024Post-Tension Placement Plan 4A and 48
(Reverse)
5 Gru
San Luis Ranch Properties, 198 SFR
October 30. 2020 Proiect S108639-19
Post-Tension Placement Plans 5A & 58 September 18,2020 PT5 Post-Tensioning lnstitute
Post-Tension Placement Plan 5 Options September 18,2020 PTsA Post-Tensioning lnstitute
Post Tension Placement Plan 5A and 58
(Reverse)September 18,2020 PTSB Post-Tensioning lnstitute
Post-Tension Placement Plans 5 Options
(Reverse)September 18,2024 PTsC Post-Tensioning lnstitute
Post-Tension Placement Plans 6A, 68 and
Option September 18,2020 PT6 Post-Tensioning lnstitute
Post-Tension Placement Plans 64, 69
Ootions (Fleverse)September 18,2020 PT6A Post-Tensioning lnstitute
It is our opinion that the proposed plans (as listed in Table 1) are in general conformance with the
recommendations presented in the referenced report.
lf subsequent changes are made to the reviewed plans, GeoSolutions, lnc. must be notified of said
changes to ve rily -c,onti nue d com p liance w Lt h-th e reJer,en ced tep ort.
ADDITIONAL GEOTECI.INICAL SERVICES
It is assumed that GeoSolutions, lnc. will be retained to perform construction inspections and testing as
required including, but not limited to, stripping, grading, over-excavating, subdrain placement,
compaction, retainlng wall backfill placement, imported materials, and foundation excavation.
LIMITAT!OI{S
Our review was performed in accordance with the usual and current standards of the profession, as they
relate to this or similar localities. No other warranty, expressed or implied, is made as to the conclusions
and professionaladvice included in this plan review.
It should be noted that it is the responsibility of the owner or his/her representative to notify GeoSolutions,
lnc. a minimum of 72 hours before any stripping, grading, or foundation excavations can commence at
this site.
ln addition to the construction inspections listed above, section 1705.6 of the 2019 (CBSC, 2019) requires
the following inspections by the Soils Engineer for controlled fill thicknesses greater than 12 inches as
shown in Table 2: Required Verification and lnspections of Soils:
Table 2:Verification and of Soils
6
X1. Verify materials below footings are adequate to achieve the
design bearing capacity.
X2. Verify excavations are extended to proper depth and have
reached proper material.
X3. Perform classification and testing of controlled fill materials.
X4. Verify use of proper materials, densities and lift thicknesses
during placement and compaction of controlled fill-
5. Prior to placement of controlled fill, observe sub-grade and
verify that site has been prepared properly.
Gru
'I
San Luis Ranch Properties, 198 SFR
October 30. 2020 Project 5108639-1 9
As of the present date, the findings of this review are valid for the property studied. With the passage of
time, changes in the conditions oia property can occur whether due to natural processes or to the works
of man on this or adjacent properties. iherefore, this review should not be relied upon after a period of
one year without our'subsequent review nor should it be used or is it applicable for any properties other
than those studied. However many events such as floods, earthquakes, grading of the adjacent
propgrtjes and bu!!{!ng 1nd mulicipaicode changeg cguld rend91lhis Jeview rlvalid ]n less ]han a Year,
The recommendations of this review are based upon the assumption that the soil conditions do not
deviate from those disclosed during the soil engineering study. Should any variations or undesirable
conditions be encountered during the development of the Site, GeoSolutions, lnc. will provide
supplemental recommendations as dictated by the field conditions.
This review is issued with the understanding that it is the responsibility of the owner or his/her
representative to ensure that the information and recommendations contained herein are brought to the
attention of the architect and engineer for the project. The owner or his/her representative is responsible
to ensure that the necessary steps are taken to see that the contractor and subcontractors carry out such
recommendations in the lield.
Thank you for the opportunity to have been of service in preparing this report. lf you hav_e any questions
or require additional assistan-ce, please feel free to contact the undersigned at (805) 543'8539.
Sincerely,
GeoSolutions,l
Kraig R Ier
Principal,
\\Nas-c1 -df-1 198 Lot SFR\Construcllon\SLo863$19 - San Luis Banch Plan Revisw 1 - '198 SFR doc
REFERENCES
Soils Engineering Report Update, San Luis Ranch, Multi-family Development, Madonna Road, San Luis
Obis[o, Caliiornia, by GeoSolutions, lnc., Project SLO8639-18, dated December 5' 2019'
7 Gro*
=
SAN LUIS COASTAL UNIFIED SCHOOL DISTRICT
1500 Lizzie St., San Luis Obispo CA 9340L
Fiscal Services Department (805) 549-t2L3
tEVEt ONE FEES
Received From: Presido MISLR 198, LLC
AddfeSS: Coastal Community Builders, 330 James Way, Ste 270, Pismo Beach, CA Dayti me Phone: 805 591 902L
Sum of: Nine thousand seven hundred and forty seven dollars 88 cents
Property Address: 935 Citrus Ct
No Fees Due
Reason:Property Type:EI Residential E Commercial EI Storage
Total Fee: S/sq.ft 3.79 X 2572 sq.ft. = S
County
Method of Payment: CHECK
City X Name: SLO
Check/M.O.#:t 3q3
Permit #: 20L6-2020
TO DEVELO P E R/OWN ER/DESIG NEE:
you ARE HEREBY NOTIFiED THAT yOU HAVE t$tNEW (90) DAYS FROM THE DATE OF PAYMENT OF THE FEES IDENTIFIED HEREIN TO
FILE A PROTEST AGA'NST THE IMPOSITION OF THESE FEES PUNSUANT TO GOW. CODE SECTION 66020
INITIALHERE:
District Signature ,r'lA\-4-+'or Ll
Certificate of payment expires 6 months from thls date
9,747.88
,-4
siin'Lulq,pplfipo
Building & Safsty Division . 919 Palm Street . San Luis Obispo, CA
93401-3218
School Fee Payment Certification
The City cannot issue a building permit until the fee required by the San Luis Coastal Unified School District has been paid. Tl
applicant is responsible for taking this form to the school district offices at 1500 Lizzie Bldg C. The school district will determinr
if a fee is required, compute and collect the fee from the applicant, and certify payment in part "C" of this form. The applicant
must return this form to the Building Division and pay permit fees before the building permit can be issued. The phone numbet
for the school district is (805) 549-1213.
A. APPLICANTAND PERMIT INFORMANON
PermitNumbor: BLDG-LO16-202q
Applicant Name: , PRESIDO Ml SLR 198, LLC
Assessor's Parcel Number:053'1 53-001
ProjectAddress: 935 Citrus Ct
B, BUILDING TYPE & SIZE INDICATED BY PERMITAPPLICATION
Building - New Single FamilyBuilding Type:
Floor Area:# New SQFT # Demo SQFT Total SQFT
Resldential:
Commercial:
2,572.00
0.00
0.00
0.00
2,572.O0
0.00
Total:2,572.Q0 0,00 2,572.00
Permit appllcatlon reviewed by:
March 28,2021
Vanessa Nichols,Coordinator Date
C. SCHOOL DISTRICT VERIFICATION OF FEE PAYMENT
I hereby certify that the required development fee has been paid to the $an Luis Coastal Unified School District for the
building described above,
AB 2926 fee: Sq. Ft.J5a >x fee 3'4q q +t+:+ 88
TOTAL FEE CALCULATED 9. l++ B8$
Signature
tt-tav^)*lA
Date
*'7'Lr
'.-\
5Itt Jnc,,
'ILrri,r-
Aprll28,2Q2L
Subject SETBACK SURVEY LETTER -TRACI 3096, LOT 87
Dear Building Official,
on April 27th, 2O2!, Fargen Surveys, lnc. performed a field survey for the purpose of verlfliing buildlng
foundation form locations for Lot 87.
Based on our fleld survey of the forms and a review of the Tract 3095 -Final Map, the forms are in
general conformance with the approved precise grading plans,
This analysis is based on surveved form locatlons ahd record lot lines.
lf you have any questions regarding the information above, please feel free to call us at (805) gg4-S7?,l.
Sincerely,
MarshallD. Fargen, PLS
MARSHALL CI
FARGEN
No.8962
**
OF
tAND
2624AirpatkDrive. SantaMaria,California934ll. (8OS)934-572j1 . FAX(8OS)934:3448
Siri'tur.q,gplfipo BUILDING PERMIT
Photovoltaic - Single Family
EPM-1281-2021
lssuance Date: 61 812021Building & Safety Division . 919 Palm Street. San Luis Obispo, CA 93401-3218
935 Citrus Ct Assessor's Parcel Number: 05.i]:@Project Address
Unit or Suite(s):
Project Description: Roof Mount. 17 panels. 5.78kw
Contractor: VIVINT SOLAR
Denise Santoyo
Business: (805) 448-9542
License Type: California State Contractor Liiense
License Type: California State Contractor License
Owner: PRESIDIO Ml SLR 198 LLC
Legal Description:
License Number: 973756
License Number: 973756
Classification: C10 - Electrical Contractor
Classification: C46 - Solar Contractor
Fire Sprinklers Stories 0.00 Code Year: 2019 Dwelling Units Motel Rooms:
Construction Type:Census
Occupancy:
Dimensions
Category:
Valuation
SQFT:Group Sq. Ft Factor Valuation
-Fizzr6
oo'Manual
Fees Payments
Receipt #Fee Name Feo Amount Date Amount
Residential Photovoltaic System $172.84 6t4t21 31 ,597-06-04-2021
Total Paid
$172.84
$1?ZUTotal Fees $172.84
Plan Check Account Payment by Contact
Contact Name Account Name Status Total Credits Total Debits Account Balance
Total Account Balance
Balance Due:$0.00
#1 IDENTIFY YOUR BUILDING PROJECT
935 Citrus Court
ttuilcllng & Safety Division
Community Development
919 Palm Street, San Luis Obispo, CA 93401-3218
Construction Permit Application
T 805 781.7180
F 805.781.7182
or's Parcel # 053 - 153 - 001Property Address
Property Owner:Legacy Phone 805-448-9542
Owner's Mailing Address: 935 Citrus Court
@Licensed Design Professional ln Responsible Charge
Name: Vivint Solar Developers LLC/ Denise Santoyo
ar flNon-Licensed Designer (when allowed by statutes):
License p6. 973756 C46
Address: 3590 Sacramento, Suite'140, San Luis Obispo, CA.93444 8A5-448-9542
Roof Mount, 17 panels, 5.78kw Dwe'ing Units:_
R-3 Const Type V-B Fire Sprinklers _Proj ect Value $ 12,716.00
Floor Area (Sq. Ft): Living Garage_ Deck other-
Permit Types Required:flBuiloing [Mechanical [Etectricat f]Ptumning flGrading-C.y _ [Demotition
Select Plan Check Consuttant: lcCC flrVtt_Onru fJeURenU VERTTAS
THEruEN I tF.Y WHg WILL PERFORTII wul<K tsetect and Complete elther2a or2hl
Chaptsr 9 commencing with 7000 of Division 3 of tha Eusiness
I hereby atlirm
and Profes$iong
under penally of perjury that I am licensed under provisions of
Code, and my license is in full force and affect.
#3 IDENTIFY WORKERS' COMPENSTATION COVERAGE AND LENDING AGENCY {Complete 3a and 3b}
S1D0'000, in additicn to lhe cl)sl oF ci)milansalion. darnirges as Lrrcrrrdecj fcrr in seclion 3i06 of lhe lgbor co.Je, inleresl, and attorney s lees
I hereby affirm under penalty of perjury one of the following declarations;
to self-insure for workers' compensation, lssued by the Director of lndustrial Relations
Print N6me Dotu)-s,l/r*"al: Sa/a.06t01t21
APPLrcAlo N #Ezn .lB t - 7nt
Description of work
Occupancy Group:
I have and wlll maintain a of consent
3700 ofthe Labor Code, for lhe performance of the work for which this permii is issued Policy No. 46
ntain workors'compensation insurance, as required by Seciion 3700 ofthe Labor Code, for the performance of the ,&ork for
this permit is issued. My workers' compensalion insurance carrier and policy number are:
11t0il2A20 Phone
any person any manner 90 as to
subjecl to the workers' compensation
3lt ' 9ONSTRUqTION LENOING AGENGY DECLARATION I hereby aflirm under penalty of perJury that there is a construction lending agency for theparformance of the work for which lhis permit is issued (Section 3097, Civil Code) as follows:
Lender's Name and
#4 DECLARATION BY CONSTRUCTION PERMIT APPLICANT
By rny signature below, I certihT each of the followingj
I amfla Callfornia ticensed contractor o.[tn. properiy owner* ornauthorized to act on th€ property owne/s behalfi.
I havs resd this pormil application and the information I have provided is correct. I agree to comply with applicable city and county ordinances and state
lal,vs rslating to bttilcling construclion. I aulhorize reprosentatives of ihis city or counly to enter the atove.identified property lor inipection purposes.
Thls permit is to be iesued in the nam€ of then Llcenged Contractor orntne-Property Owner as the permit holder of record who will beresponsible and llable for the construcilon.
t requires separate verification fotm "requiras separate aulharization form Revised 201 4
STUDIO
l-l-
{8a
I JJ ll'
DESIGN + ENGINEEf?ING
SPECIAL INSPECTION EXEMPTION
REPORT BY:Abby Lentz
PROJECT
NAME/ADDRESS
San Luis Ranch
DESCRIPTION OF INSPECTION EXEMPTION:
ln accordance with Chapter 17 of the California Building Code 1705.12,2, exceptions for structural wood
inspections for the seismic force-resisting systems of structures assigned to seismic Design Category D
include:
. "special inspections are not required for wood shear walls, shear panels and diaphragms,
including nailing, bolting, anchoring and other fastening to other elements of the seismic force-
resisting system, where the fastener spacing of the sheathing is more than 4 inches on center."
APPLICABTE LOTS:
All lots with floor plan designations 0, t, 4 or 5 meet the requirements for the structural wood
inspection exemption, lot numbers are listed below:
Plan 0 Plan 1 Plan 4 Plan 5
53 51 54 57
58646061
89 70 63 59
174 86 69 72
91 74 76
97 92 80
203 93 98
94 L75
201.200
SUBMITTED BY:
Name: Howard Lehwald. P.E.
License: C77619
Signatu
N0 77619
g
vl
0p
**
C r,L
a\
April28,202l
Subject: SETBACK SURVEY LETTER - TRACT 3096, LOT g6
Dear Building Official,
On April 27th,202!, Fargen Surveys, lnc. performed a fleld survey forthe purpose of verifying bullding
foundation form locations for Lot 86.
Based on our field survey of the forms and a review of the Tract 3096 -Final Map, the forms are in
general conformance with the approved precise grading ptans.
This analysis is based on surveved form locations and record lot lines.
lf you have any questions regarding the information above, please feel free to call us at (g0S) 934-5727
Sincerely,
Marshall D. Fargen, PLS
MARSHALL D.
FARGEN
No.99@
tAND
*
Or
2624 Airpark Drive . Santa Maria, California 93455 . (8OS) 934-572i7 . FAX (805) 934-3448
I
5:i C) t L J'T-lO l:J -'::rj Dailv Field Report
ProjectNumber: SL08639-19 Weather: Clear, Cool
Project Name: Legacy Tract 3096 - Lots 73-77, 86-90 ClienUClient Repr CCB
Job Address: Legacy - Tract 3096 - San Luis Obispo, CA - Lots 73-77, 86-90
220 High Street, San Luis Obispo, CA 93401
Phone: 805-543-8539
1021 West Tama Lane, Santa Maria, CA 93455
Phone: 805-614-6333
201 S. Milpas, Suite 103, Santa Barbara, CA 93130
Phone: 805-966-2200
Date: 614121
Report #:
I Grading Observation
! Compaction
n Footings
! neinforcing Steel
Purpose of Site Visit
! Goncrete Observation fln-fUeter
! Grout Observation n Epo*y Embed
! U""onry Observation fl Rost Tension
I shotcrete Observation flwooo Framing
! caisson Observation
! ttelicat Pier Observation
I ottte.:
Items lnspected:
Prior to start of stressing, verified calibration of stressing equipment (Jack/Gauge 708, 1-20-21).
Observed stressing of all tendons at Lot 73 (958 Citrus Court), Lot 74 (950 Citrus Court), Lot 75 (942 Citrus
Court), Lot 76 (934 Citrus Court), Lol77 (926 Citrus Court), Lot 86 (929 Citrus Court), Lot 87 (935 Citrus
Court), Lot 88 (943 Citrus Court), Lot 89 (951 Citrus Court) and Lot 90 (959 Citrus Court) to gauge pressure
of 5,400 psi which corresponds to 33.04 kips. All tendon stresses and elongations are in conformance with
project plans by Waddell & Associates, approved 12-22-20.
Following cutting of excess tendons, contractor to patch stressing pockets within 10 days, per plans and
specifications.
Report By: /-luv- Kraig Crozier C61361, ICC 0950395 Copies To: CCB - Gregory
I
si () [,--, l_J *r I {-} l\ si:]Dailv Field Report
Project Number: SL08639-19 Weather: Clear, Warm
Project Name: Legacy - Tract 3096 - Lots 86-88 ClienUClient Rep: CCB
Job Address: Legacy - Tract 3096 - San Luis Obispo, CA - Lots 86-88
220 High Street, San Luis Obispo, CA 93401
Phone: 805-543-8539
1021 West Tama Lane, Santa Maria, CA 93455
Phone: 805-614-6333
201 S. Milpas, Suite 103, Santa Barbara, CA 93130
Phone: 805-966-2200
Date: 513121
Report #:
I Grading Observation
flcompaction
Footings
Reinforcing Steel
PurPose of Site Visit
! concrete Observation f]n-ueter
I Grout observation n epoty Embed
I U""onry Observation I eost Tension
I shotcrete observation ! woou Framing
I caisson Observation
! ttelical Pier Observation
! ott'ter,
Items Inspected:
Verified size, grade. location and placement of reinforcing steel, post-tension tendons with hardware,
hold-downs and anchor bolts at Lot 86 (Plan 1 reverse - 929 Citrus Court), Lot 87 (Plan 6A - ADU/Bed 4,
935 Citrus Court) and Lot 88 (Plan 38 reverse Bed 4- 943 Citrus Court), to be in conformance with project
plans by Studio Prime and Suncoast Post-Tension, dated 2-23-21, and foundation plan revision EX6.01 by
Studio Prime, daled 2-17-21 with the following corrections:
Keep footings free of loose material and debris, prior to and during concrete placement. lncludes plastic
rebar supports and plastic rod caps not in use.
Will re-check item noted for correction prior to start of concrete placement'
Report By: 4ur- Kraig Crozier C61361, ICC 0950395 Copies To: CCB - Gregory
I
5''] ( .) I . LJ _.l- I {,} I\ 5:=Dailv Field
ProjectNumber: SL08639-19 Weather: Clear, Warm
Project Name: Legacy - Tract 3096 - Lots 86-88 ClienUClient Rep: CCB
Job Address: Legacy - Tract 3096 - San Luis Obispo, CA - Lots 86-88
Purpose of Site Visit
concrete Observation ! R-fUeter
220 High Street, San Luis Obispo, CA 93401
Phone: 805-543-8539
1021 West Tama Lane, Santa Maria, CA 93455
Phone: 805-614-6333
201 S. Milpas, Suite 103, Santa Barbara, CA 93130
Phone: 805-966-2200
Reoort
Date: 514121
Report #:
I Grading Observation
I Compaction
n Footings
E] Reinforcing Steel
! Grout Observation
I ntl"=onry Observation
! Shotcrete Observation
f] epoxy Embed
I eost Tension
f] woou Framing
! Caisson Observation
I ttetical Pier Observation
! ottrer;
Items lnspected:
Verified correction of items noted in 5-3-21fleld report,
Observed placement of 209 cubic yards of concrete supplied by CalPortland (Mix #550GN1850). Concrete
placed by boom pump into PT foundation systems for Lot 86 (929 Citrus Court), Lot 87 (935 Citrus Court),
and Lot 88 (943 Citrus Court). Concrete consolidated by vibration. Cast three sets of samples, one from
each lot.
Report By: 4a?- Kraig Crozier C61361, ICC 0950395 Copies To: CCB - Gregory
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 1 of 4)
Project Namer San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Number:bldg201s
Dwelling Address:929 Citrus Court City:San Luis Obispo Zip Code:9340r
A. System lnformation
01 Space Conditioning System ldentification or Name System 1
02 Space Conditioning System Location or Area Served Location L
03 Indoor Unit Name or Description of Area Served Location 1
o4 Building Type from CF-1R Single family
05 Verified Low Leakage Ducts in Conditioned Space (VLLDCS) Credit
from CFIR?
No, credit is not taken
06 Verified Low Leakage Air Handling Unit Credit from CFlR?No, credit is not taken
a7 Duct System Compliance Category New
08 Portions of Duct Located in Garage?No
09 ls the system type Small Duct High Velocity {50HV) ?No
MCH-20a - Completely New Duct System
Registration Number:
22r-P 0r0L97 893A-000-002-M 2000 1A- M 20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20210501
Report Generated: 2021-12-17 L2:46:03
B. Duct Leakage Diagnostic Test
01 Air Handling Unit Airflow (AHU Airflow) Determination Method Measured air flow method
02 Condenser Nominal Cooling Capacity (ton)n/a
03 lndoor Unit Nominal Cooling Capacity n/a
04 Heating Capacity (kBtu/h)n/a
05 Conditioned Floor Area Served by this HVAC System (ftz)n/a
06 Measured AHU Airflow (cfm)897
07 Duct Leakage Test Conditions Test final
08 Duct Leakage Test Method Total leakage
09 Leakage Factor 0.05
10 Calculated Target Allowable Duct Leakage (cfm)45
11 Actual Duct Leakage Rate from Leakage Test Measurement (cfm)40
L2 Compliance Statement System passes leakage test
13 Notes
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 2 of 4)
07 For all supply and return registers, verify that the spaces between the register boot and the interior finishing wall are properly sealed.
08 lfthe house rough-in duct leakage test was conducted without an air handler installed, inspect the connection points between the air
handler and the supply and return plenums to verify that the connection points are properly sealed.
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTSRegistration Number:
227-P Or0197 893A-000-002-M 20001A- M20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Report Version: 2019.1.005
Schema Version: rev 20210501
C. Additional Requirements for Compliance
01 System was tested in its normal operation condition. No temporary taping allowed
02
Outside air (OA) duct connections to the central forced air duct system shall not be sealed/taped off during duct leakage testing. OA ducts
used for Central Fan lntegrated (CFl) lndoor Air Quality ventilation systems, or Central Fan Ventilation Cooling Systems, that utilize
dampers that open only when OA is required and automatically close when OA is not required, may configure the OA damper to the
closed position during duct leakage testing.
03 All supply and return register boots were sealed to the drywall
04 Building cavities were not used as plenums or platform returns in lieu of ducts.
05 lf cloth backed tape was used it was covered with Mastic and draw bands.
06 All connection points between the air handler and the supply and return plenums are completely sealed
Visual lnspection at Final Construction Stage (applicable ifsystem wastested at rough-in),
After installing the interior finishing wal[ and verifying that the above rough-in tests was completed, the following procedure must be performed
Report Generated: 2021-12-77 12:46:03
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 3 of 4)
09 lnspect all joints to ensure that no cloth backed rubber adhesive duct tape is used.
10 Verification Status:Pass - all applicable requirements are met.
7!Correction Notes
The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes in this table.
D. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22r-P AL0L97 893A-000-002-M 20001A-M 20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
RegistrationDate/Time: 2021-12-1712:45:59.000 HERSProvider:CaICERTS
Report Version: 2019. 1.005
Schema Versionl rev 20210501
Report Generated: 2021-12-17 12:46:03
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name:
Cobe Villa
Documentation Author Signature
Ao/€,?t*a,
Company:
Carstairs Energy lnc.
Date signed:
tn 4-1r-17 12.45.5q nno
Address
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification Identlfication (if applicable)
City/State/Zip:
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections of the Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certificate(s) of Compliance (CF1R) approved by the enforcement agency.
5. I will ensure that a registered copy of this Certificate of Veriflcation shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certlficate of
Verification is required to be included with the documentation the builder provides to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling Subcontractor, General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License:
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable)Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name:
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
€d/€'%/e.
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date Signed:
t6t I -4 2-4 7 1 ?./.6.Aq nnn
CERTIFICATE OF VERIFICATION cF3R-MCH-20-H
Duct Leakage Diagnostic Test (Page 4 of 4)
Dlgitally signed by CaICERTS. This digital signature is provided in order to secure the content oJ this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the informalion.
RegistrationDate/Time: 2021-12-1712:45:59.000 HERSProvider:CaICERTSRegistration Number:
22L-P 010197 8934-000-002-M200014- M20A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Report Version: 2019.L.005
Schema Version: rev 2021"0501
Report Generaled: 2021-12-17 12:46:03
CERTIFICATE OF VERIFICATION cF3R-MCH-23-H
Space Conditioning System Airflow Rate (Page 1 of 3)
Proiect Name San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Numben blde2015
Dwelling Address:929 Citrus Court City:San Luis Obispo Zip Code:93401
A. Ducted Cooling System lnformation
01 Space Conditioning System ldentification or Name System 1
02 Space Conditioning System Description of Area Served Location 1
03 lndoor Unit Name Location 1
04 System lnstallation Type New
05 Nominal Cooling Capacity (tons)2
06 Condenser Speed Type Single Speed
07 Cooling System Zonal Control Type Not Zonal
08 Central Fan lntegrated (CFl) Ventilation System Status Not a CFI system
09 System Bypass Duct Status No Bypass Duct
10 Date of System Airflow Rate Measurement 2027-72-t7
11 Airflow Rate Protocol Utilized RA3,3 procedures for airflow rate measurement
L2 Central Fan Ventilation Cooling System Status Not a CFVCS
B. Hole for the placement of a Static Pressure Probe (HSPP), and Permanently lnstalled Static Pressure Probe (PSPP) in the Supply Plenum.
Procedures for installing HSPP or PSPP are specified in RA3,3.1.1.
01
Method Used to Demonstrate Compliance with the HSPP/PSPP
Requirement
HSPP installed and labeled consistent with Figure RA3.3-1
C. Airflow Rate Measurement Apparatus and Procedure lnformation
lnstrument Specifications are given in RA3.3.1.1, and system airflow rate measurement apparatus information is given in RA3.3.2
01 Airflow Rate Measurement Type used for this airflow rate
verification.
Traditional Flow Capture Hood according to procedure in
RA3.3,3.1.4
02 Manufacturer of Airflow Measurement Apparatus Kanomax
03 Model number of Airflow Measurement Apparatus Airflow 6710
04
Certification Status of the Airflow Measurement Apparatus
Accuracy
Certified by Manufacturer and listed on CEC Website at
http ://www. energy.ca. gov/title24/eq ui pment_cert/a ma_fas/i ndex.
html
MCH-23a Forced Air System Airflow Rate Measurement - Newly lnstalled Non-Zoned Systems or Zoned Multi-Speed Compressor
Registration Number:
22I-P 070197 893A-000-002-M23001A- M 23A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20L91201
Report Generated: 2021-12-17 12:46:08
CERTlFICATE OF VERIFICATION cF3R-MCH-23-H
Space Conditioning System Airflow Rate (Page 2 of 3)
D. Forced Air System Airflow Rate Measurement
The procedures for System Airflow Rate Verification are specified in Reference Residential Appendix RA3.3.
01 Required Minimum System Airflow Rate (cfmlton)3s0
02 Required Minimum System Airflow Target (cfm)700
03 Actual System Airflow Rate Measurement (cfm)897
04 Compliance Statement System airflow rate complies
F. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
forthis Certificate of Verification as a wholeto be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22t-p010r97 893A-000-002-M 23001A- M 23A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version : 2019.1.005
Schema Version: rev 20191201
E. Additional Requirements
01 Air filters that meet the applicable requirements of Standards Section 150.0(m)12 or 150.0(m)13 were properly installed in the system
during system air flow rate measurement identified on this Certificate of Verification.
02
The airflow rate measurement apparatus used to perform the airflow rate measurement identified on this Certificate of Verification was
calibrated in accordance with the apparatus manufacturer's specifications and conforms to the instrumentation specifications given in
RA3.3.1.
03
A visual inspection shall confirm that bypass ducts that deliver conditioned supply air directly to the space conditioning system return
duct airflow are not used on l3ldylgll$rudCd zonally controlled systems unless the Performance Certificate of Compliance indicates an
allowance for use of a bypass duct. When a bypass duct is accounted for on the Performance Certificate of Compliance, the airflow rate
shall conform to the specifications listed on the Certificate of Compliance.
04 All registers were fully open during the diagnostic test.
05 System fan was set at maximum speed during the diagnostic test.
06 lf fresh air duct is part of the HVAC system it was not closed during the diagnostic test.
07 Airflow rate and fan watt draw shall be simultaneous measurements when used to calculate the Fan Efficacy tested value
08 Multi-speed compressor space cooling systems or variable speed compressor systems shall verify air flow (cfm/ton) and fan efficacy
(Watt/cfm).with system operating in cooling mode at the maximum compressor speed and the maximum air handler fan speed.
09 Verification Status Pass - all applicable requirements are met
10 Correction Notes
The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes in this table
Report Generated: 202L-t2-L7 12:46:08
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name
Cobe Villa
Documentation Author Signature:
€ob?rile,
Company:
Carstairs Energy lnc.
Date Signed:
to)4 -1t-17 1 t'd4.4q nnn
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable)
city/state/zip:
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostjc results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections ofthe Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certificate(s) of Compliance (CF1R) approved by the enforcement agency.
5. I will ensure that a registered copy of this Certificate of Verification shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certificate of
Verification is required to be included with the documentation the builder provides to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling Subcontractor, General Contractori or Builder/Owner):
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name
Kenny Rice
CSLB License:
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable):Dwelling Test Status in Sa mple Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name:
Carstairs Energy lnc.
Responsible Rater Name
Cobe Villa
Responsible Rater Signature
€ce'?te
Responsible Rater Certification Number w/ this HERS Provider:
cc20190s0
Date Signed
tntl -4t-47't,.16.60 nnn
CERTIFICATE OF VERIFICATION cF3R-MCH-23-H
Space Conditioning System Airflow Rate (Page 3 of 3)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content oJ this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the information.
Registration Number:
227-P 070197 8934-000-002-M230014-M23A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version : 2019.1.005
Schema Version : rev 20!9\201
Report Generated: 2021-72-17 t2:46:O8
CERTIFICATE OF VERI FICATION cF3R-MCH-22-H
Space Conditioning System Fan Efficacy (Page 1 of 3)
Project Name:San Luis Ranch Enforcement Agencyt
Luis
City of San
Obispo
Permit Number:bldg2015
Dwelling Address:929 Citrus Court City:San Luis Obispo Zip Codel 93401
A. Ducted Cooling System lnformation
01 System ldentification or Name System 1
02 System Location or Area Served Location 1
03 lndoor Unit Name or Description of Area Served Location 1
04 System lnstallation Type New
05 Nominal Cooling Capacity (tons) of Condenser 2
06 Condenser Speed Type Single Speed
07 Cooling System Zonal Control TyPe Not Zonal
08 Central Fan lntegrated (CFl) Ventilation System Status Not a CFI system
09 System Bypass Duct Status No Bypass Duct
10 Date of System Airflow Rate Measurement 2027-12-17
11 Airflow Rate Protocol utilized RA3.3 procedures for airflow rate measurement
T2 Central Fan Ventilation Cooling System Status Not a CFVCS
B. Fan Watt Measurement Apparatus and Procedure lnformation
Instrument Specilicotions ore given in RA3.3.1, ond system fon watt measurement apparatus information is given in RAi'3'2'2
01 Fan Watt Verification Device Used Portable Watt Meter
MCH-22a Forced Air System Fan Efficacy Measurement - Newly lnstalled Non-Zoned Systems or Zoned Multi-Speed Compressor
C. Forced Air System Fan Efficacy Measurement
The procedures for System Fan Watt Verification are specified in Reference Residential Appendix RA3.3
01 Actual Tested Watts 422
02 Actual Tested Airflow from MCH-23 (cfm)897
03 Required Fan Efficacy (Watts/cfm)0.58
04 Actual Fan Efficacy (watts/cfm)0.47
05 Compliance Statement:System fan efficacy complies
Registration Number:
221-P 010197 893A- 000- 002- M 2200 r A- M22 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20210501
Report Generated: 2021-12-17 72:46:05
D. Additional Requirements
01 All registers were fully open during the diagnostic test
02 System fan was set at maximum speed during the diagnostic test
03 lf fresh air duct is part of the HVAC system it was not closed during the diagnostic test.
04 Airflow rate and fan watt draw shall be simultaneous measurements when used to calculate the Fan Efficacy tested value.
05
Multi-speed compressor space cooling systems or variable speed compressor systems shall verify air flow (cfm/ton) and fan efficacy
(Watt/cfm) with system operating in cooling mode at the maximum compressor speed and the maximum air handler fan speed.
06 Zoned cooling air distribution systems with single speed compressors shall meet both the airflow (cfm/ton) and fan efficacy (Watt/cfm)
criteria in every zonal control mode.
07 Portable watt meters used for measurements of air handler watt draws shall be true power measurement systems (i.e. sensor plus data
acquisition system) having an accuracy of +- 2% of reading or +- 10 Watts whichever is greater
08 Verification Status Pass - all applicable requirements are met,
09 Correction Notes
The responsible person's signature on thls compliance document affirms that all applicable requit€ments in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes ln this table.
CERTIFICATE OF VERIFICATION cF3R-MCH-22-H
Space Conditioning System Fan Efficacy (Page 2 of 3)
E. Determination of HERS Verilication Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met
Registration Number:
22L-P 0!0L97 893A-000- 002- M 2200\ A- M22 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version : 2019. 1.005
Schema Version: rev 20210501
Report Generatedi 202t-12-L7 L2:46:05
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name:
Cobe Villa
Documentation Author Signature:
6/?%/e,
CompanV:
Carstairs Energy lnc.
Date Signed:
)nr1 -1)-17 I 2'45.5q OnO
Add ress:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable)
City/State/Zip:
Los Osos CA 93402
Phon e:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate ofVerification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections ofthe Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certificate(s) of Compliance (CF1R) approved by the enforcement agency,
5. I will ensure that a registered copy of this Certificate of Veriflcation shall be posted, or made available with the building permit(s) issued for the
building, and rnade available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certiflcate of
Verification is required to be included with the documentation the builder provides to the buildlng owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling SubcontractoL General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License
923588
HERS Provider Data Regisfty lnformation
Sample Group Number (if applicable)Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
€ab?e;/e,
Responsible Rater Certification Number wl this HERS Provider:
cc2019050
Date signed:
2n,t 1 -1t-47 1 2'l.6.5q non
CERTIFICATE OF VERIFICATION cF3R-MCH-22-H
Space Conditioning System Fan Efficacy (Page 3 of 3)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the information.
RegistrationDate/Time: 2021-12-1712:45:59.000 HERSProvider:CaICERTSRegistration Number:
221-P 0L0t97 893A-000-002- M 220014-M22 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Report Version: 2019.1.005
Schema Version: rev 202L050L
Report Generated: 2021-t2-17 L2146i05
CERTIFICATE OF VERIFICATION cF3R-MCH-26-H
Rated Space Conditioning System Equipment Verification (Page 1 of 4)
Project Name:San Luis Ranch Enforcement Agency:
Lu is
City of San
Obispo
Permit Number:blde2015
Dwelllng Addressl 929 Citrus Court City:5an Luis Obispo Zip Code:93401
A. System lnformation
procedures Jor verification of High SEER ond EER Equipment ore described in Reference Appendix RAj.4. Each HVAC system requiring verificotion
must use a separote form.
01 Space Conditioning System ldentification or Name System 1
02 Space Conditioning System Description of Area Served Location l"
03 Status: SEER Performance Compliance Credit Check Yes
04 Status: EER Performance Compliance Credit Check No
05 Status: Heat Pump Heating Output Performance Compliance Check Yes
06 Status: HSPF Performance Compliance Credit Check Yes
07 Directory used to certify product performance AHRI
08 AHRI certification number for the installed space conditioning
system from http://wwwa hridi rectory.org
953833
09 Does the directory used to certify product performance require a
specific air handler/furnace make and model?
Fancoil air-handling unit
10
Does the directory used to certify product performance require a
time delay relay (+TDR)?
No
1,t Does the directory used to certify product performance require a
TXV (+TXV)?
No
B. Rated Space Conditioning System Equipment lnformation from Nameplate of the lnstalled System
The dato on nameplate of the instotted component sholl conform to the data for the component os shown in the Directory used to
certify product performance in order to demonstrate compliance.
01 02 03 04
Data from Nameplate of lnstalled System Component
05 05 07 08 09 10
SC System
lD/Name
from CFlR
SC System
Description
of Area
Served
lndoor Unit
Name or
Description
of Area
Served
lnstalled
lndoor Unit
Type
Outdoor
Condenser
or Package
Unit -
lnstalled
Manufacture
r Name
Outdoor
Condenser
or Package
Unit -
lnstalled
Model
Number
lndoor Unit -
lnstalled
Manufacture
r Name
lndoor Unit -
lnstalled
Model
Number
lnstalled
Furnace
Manufacture
r Name
lnstalled
Furnace
Model
Number
System 1 Location 1 Location 1 HP Coil Mitsubishi suzkaz24naz Mitsubishi ntxamt24 nla n/a
Registration Number:
227-P 0r0r97 8934-000-002- M26001A-M26A
CA Building Energy Efficiency Standards
20L9 Residential Compliance
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTS
Report Version: 2019.1,005
Schema Version: rev 2019L201"
Report Generated: 202t-12-17 L2:46:1,0
CERTIFICATE OF VERIFICATION cF3R-MCH-26-H
Rated Space Conditioning System Equipment Verification (Page 2 of 4)
C. Rated Space Conditioning System Equipment lnformation from Directory of Certified Product Performance
The dato on the nomeplate of the installed component shall conform to the data for the component as shown in the Directory used
to certify product performance in order to demonstrate complionce.
01 02 03 04
Data from the Directory used to certify product performance for the rated system
component
05 05 07 08 09 10
SC System
lD/Name on
CFlR
SC System
Description
of Area
Served
lndoor Unit
Name or
Description
of Area
Served
lnstalled
lndoor Unit
Type
Outdoor
Condenser
or Package
Unit -
lnstalled
Manufacture
r Name
Outdoor
Condenser
or Package
Unit -
lnstalled
Model
Number
lndoor Unit -
lnstalled
Manufacture
r Name
lndoor Unit -
lnstalled
Model
Number
lnstalled
Furnace
Manufacture
r Name
lnstalled
Furnace
Model
Number
System 1 Location 1 Location 1 HP Coil Mitsubishi suzkaz24naz Mitsubishi ntxamt24 n/a n/a
D. Verified Cooling System SEER
01 Required minimum SEER 18
02 lnstalled SEER 18
03 Compliance Statement:System passes SEER verification
Signature by responsible person on this compliance document certifies that the installed cooling equipment meets or exceeds the required
value listed on the CF2R.
E. Verified Cooling System EER
This section does not apply to this project
F. Verified Heat Pump Heating Output
01 Required Heating BTU Output at 47 Degrees F 30000
02 lnstalled Heating BTU Output at 47 Degrees F 30000
03 Required Heating BTU Output at 17 Degrees F 21400
04 lnstalled Heating BTU Output at L7 Degrees F 30000
05 Compliance Statement System Passes Heat Pump Heating Output Performance
Compliance Verification
Signature by responsible person on this compliance document certifies that the installed heat pump equipment meets or exceeds the
required value listed on the CF2R.
Registration Date/Time: 2021-12-17 12:45:59.000 HERS Provider: CaICERTSRegistration Number:
22t-p0r0r97 893A-000-002-M 2500 1A-M26A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Report Version: 2019.1.005
Schema Version: rev 20191201
Report Generatedi 202L-I2-L7 !2:46:!0
CERTIFICATE OF VERIFICATION cF3R-MCH-25-H
Rated Space Conditioning System Equipment Verification (Page 3 of 4)
G. Verified Heat Pump HSPF
01 Required minimum HSPF
02 lnstalled HSPF
03 Compliance Statement:
Signature by responsible person on this compliance document certifies that the installed heat pump equipment meets or exceeds the
required value listed on the CFIR'
l. Verified Space Conditioning System Time Delay Relay
This section does not apply to this project.
J. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Number:
22t-P01A197 893A-000-002-M26001A- M264
CA Building Energy Efficiency Standards
2019 Residential Compliance
RegistrationDate/Time: 2021-12-1712:45:59.000 HERSProvider:CaICERTS
Report Version : 2019. 1.005
Schema Version: rev 20191201
H. Verified Space Conditioning System Air Handler, Furnace or Fan Coil
01
lf a specific air handler, furnace or fan coil is required by the directory used to certify product performance, the responsible person
certifies by signing this compliance document that the installed air handlerfurnace matches the equipment specified by the Directory of
Certified Product Performance.
02 Verification Status:Pass - all applicable requirements are met.
03 Correction Notes:
The responsible person's signature on this compliance document affirms that all applicable requirements in this table have been met unless
otherwise noted in the Verification Status and the Corrections Notes in this table.
Report Generaled: 202t-t2-I7 L2:46:70
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete.
Documentation Author Name
Cobe Villa
Documentation Author Signature:
€ah,%;/e
Company:
Carstairs Energy lnc
Date Signed
ta24 _42_47 4 r.16.60 nnn
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable):
City/State/Zip:
Los Osos CA 93402
Phone
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct'
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed featureg materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certificate of Compliance forthe building approved by the enforcement agency.
4. The information reported on applicable sections ofthe Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certificate(s) of Compliance (CF1R) approved by the enforcement agency,
5. I will ensure that a registered copy of this Certificate of Verification shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certlficate of
Verification is required to be included with the documentation the builder provides to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling Subcontractor, General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name:
Kenny Rice
CSLB License
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable):Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
Aeb%(a.
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date SiBned:
,or1 -12-17 1 ?.45.5q nOO
CERTIFICATE OF VERIFICATION cF3R-MCH-26-H
Rated Space Conditioning System Equipment Verification (Page 4 of 4)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this regislered document, and in no way implies
R-egistration Provider responsibility for the accuracy of the information.
Registration Number:
227-P 010197 8934-000-002-M26001A- M 26A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2A21-12-17 12:45:59,000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20191201
Report Generated: 2O2t-12-17 L2:46:t0
CERTIFICATE OF VERIFICATION cF3R-MCH-27-H
lndoor Air Quality and Mechanical Ventilation (Page 1 of 3)
Project Name:San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Number:bldg201s
Dwelling Address:929 Citrus Court City:San Luis Obispo Zip Code:93401
A. Dwelling Mechanical Ventilation - General lnformation
01 Dwelling unit name 929 Citrus Court
02 Building Type Single family detached
03 Project scope Newly Constructed
04
Total Conditioned Floor Area of Dwelling Unit
(For addition projects the conditioned floor area equals existing
area plus addition area. )
7927
05
Number of Bedrooms in Dwelling Unit
(For addition projects the number of bedrooms equals the existing
bedrooms plus addition bedrooms)
4
06 Ventilation System Type Exhaust
07 Ventilation Operation Schedule Continuous
Note:
Non-dwelling units do not meet the definition for a dwelling unit as defined in Section 100.1(b). Non-dwelling units are not designed to provide
independent living facilities and do not provide permanent provisions for living, sleeping, eating, cooking and sanitation'
Title 24, part 6, Section 150.0(o) Ventilation for lndoor Air Quality. All dwelling units shall meet the requirements of ANSI/ASHRAE Standard
62.2.-2016Ventilation and Acceptable lndoor Air Quality in Low-Rise Residential Buildings subject to amendments specified by Title 24, Part 6
Section 150.0(o)1.
MCH-27a - Single Family Attached/Detached
Registration Number:
22r-P 010197 893A-000-002-M 27 001 A-M27 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12;46:00.000 HERS Provider: CaICERTS
Report Version: 2019. 1.005
Schema Versionl rev 2020040L
B. Single FamilyAttached/Detached General lnformation
01 Average Ceiling Height 8
02 Total Conditioned Volume 1s368
03
Vertical distance between the lowest and highest above grade
points within the pressure boundary in feet
L7
04 Air Changes Per Hour at 50 Pa Default
05
Name of ANSI/ASHRAE Standard 62.2-20L6 weather station for
climate zone
San Luis Co Rgnl
06 Weather and shielding factor (wsf) (Based on city identified above)0.51
Report Generated: 2027-12-17 12:46:13
C. Ventilation -Total Ventilation Rate
A mechanical supply system, exhaust system or combination thereof shall provide whole-building ventilation with outdoor air each hour at no
less than the rate in 150,0(o)1Ci
01 Total Required Ventilation Rate (Qtot)95.13
02 Enclosure Leakage Rate (Qso)sLz.27
03 Effective Annual Average lnfiltration Rate (Qinr 18.19
o4 Total Exterior Envelope Surface Area n/a
05 Unshared Exterior Envelope Surface Area (exclude surface areas
attached to garages or other dwelling units)
n/a
06 Required Mechanical Ventilation Rate (Qfan)91.65
CERTIFICATE OF VERIFICATION cF3R-MCH-27-H
lndoor Air Quality and Mechanical Ventilation (Page 2 of 3)
E. Compliance Statement
01 Building Passes Mechanical Ventilation RateTest
F. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
forthis Certificate of Verification as a wholeto be determined to be in compliance'
01 Complies: All specified verification protocol requirements on this document are met
Registration Number:
22L-P 0LOr97 8934-000-002-M 27 00rA-M27 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:46:00.000 HERS Provider: CaICERTS
Report Version: 2019.1,005
Schema Version: rev 20200401
D. lnstalled Ventilation - Total Ventilation Rate
A mechanical supply system, exhaust system, or combination thereof shall provide whole-building ventilation with outdoor air
each hour at no less than the rate in 150.0(o)1ci
01 02 03 04 05
Fan Name Fan Location Runtime (min/hr)lnstalled Mechanical
Ventilation Rate {CFMI
Equivalent Continuous
Ventilation {CFM)
Fan Laundry 50 93 93
06 Total lnstalled Continuous Ventilation (CFM)93
Report Generaledi 202I'L2-17 12:46:L3
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete
Documentation Author Name:
Cobe Villa
Documentation Author Signature:€dMte
Company:
Carstairs Energy lnc.
Date Signed:
tnt 4 _4 t _4 7'l )' A R. qo n,on
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable):
City/State/Zip:
Los Osos CA93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identlfied on this Certificate of Verification comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specified on the Certlficate of Compliance for the building approved by the enforcement agency.
4. The information reported on applicable sections of the Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certificate(s) of Compliance (CF1R) approved by the enforcement agency.
5. I will ensure that a registered copy of this Certificate of Verification shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certificate of
Verification is required to be included with the documentation the builder provides to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling Subcontractor, General Contractor, or Builder/Owner)
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name
Kenny Rice
CSLB License:
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable)Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
€ad?H/e,
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date signed
20t 1 -1 ) -1 7 1 2. 4F.. On OOO
CERTIFICATE OF VERIFICATION cF3R-MCH-27-H
lndoor Air Quality and Mechanical Ventilation {Page 3 of 3)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the information.
Registration Number:
221-P 0rOL97 893A-000-002-M 27 00r A-M27 A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Registration Date/Time: 2021-12-17 12:46:00.000
Report Version: 2019.1.005
Schema Version: rev 20200401
HERS Provider: CaICERTS
Report Generated: 202L-t2-17 t2:46:I3
CERTIFICATE OF VERIFICATION cF3R-MCH-32-H
Local Mechanical Exhaust (Page 1 of 2)
Project Name:San Luis Ranch Enforcement Agency:
Luis
City of San
Obispo
Permit Number:bldg2015
Dwelling Address:929 Citrus Court City:5an Luis Obispo Zip Code:93407
Title 24, Part 6, Section 150.0(o) Ventilation for lndoor Air Quality. All dwelling units shall meet the requirements of ANSI/ASHRAE Standard
62.2. Ventilation and Acceptable lndoor Air Quality in Low-Rise Residential Buildings. Equation and table numbering on this form corresponds
to the numbering for that information in the published ANSI/ASHRAE Standard 62.2-2OtO
A, Local Mechanical Exhaust - General lnformation
01 Dwelling unit name 085 (Plan 1)
02 Building Type Single family attached
03 Total Kitchen Floor Area 240
04 Kitchen Average Ceiling Height
05 Kitchen Total Conditioned Volume 1920
06 Kitchen Type Non-Enclosed
C. Continuous Kitchen Exhaust
0t Total Continuous Ventilation Airflow 160
02 Required Minimum Continuous Ventilation Airflow 160
03 Compliance Statement Complies
D. Determination of HERS Verification Compliance
All applicable sections of this document shall indicate compliance with the specified verification protocol requirements in order
for this Certificate of Verification as a whole to be determined to be in compliance.
01 Complies: All specified verification protocol requirements on this document are met.
Registration Date/Time: 2021-12-17 12:46:00.000 HERS Provider: CaICERTSRegistration Number:
22L-P0L0L97 8934-000-002-M 32001A- M32A
CA Building Energy Efficiency Standards
2019 Residential Compliance
Report Version : 2019. 1.005
Schema Version: rev 20210501
B. Kitchen Exhaust System
01 02 03 o4 05 06 07 08 Il9 10 LI
System
Name
Manufacturer
Name
System
Type
HVI or
AHAM
Directory
Listed
Model
Number
HVI or
AHAM
Directory
Listed
Rated
Airflow
HVI or
AHAM
Directory
Listed
Sound
Rating
Minimum
Airflow
(defaults
to rated
airflow)
Operation
Schedule
Required
Minimum
Ventilation
Rate (if
demand
controlled)
Maximum
Sound
Rating
Compliance
Statement
Hood #1 GE
Vented
Range
Hood
jvm3150rf
5ss
160 1 100 Continuou N/A - See
Table C
1 sone Complies
Report Generated: 202L-L2-t7 L2:47 :02
Documentation Author's Declaration Statement
1. I certify that this Certificate of Verification documentation is accurate and complete
Documentation Author Name
Cobe Villa
Documentation Author Signature:
6b?a;ea.
Company:
Carstairs Energy lnc
Date Signed
2nt1 _,1 2_,1 7,1 t. dR-nn nnn
Address:
2238 Bayview Heights Drive, Suite E
CEA/ HERS Certification ldentification (if applicable)
City/State/zip:
Los Osos CA 93402
Phone:
805-904-9048
Responsible Person's Declaration statement
I certify the following under penalty of perjury, under the laws of the State of California:
1. The information provided on this Certificate of Verification is true and correct.
2. I am the certified HERS Rater who performed the verification identified and reported on this Certificate of Verification (responsible rater).
3. The installed features, materials, components, manufactured devices, or system performance diagnostic results that require HERS verification
identified on this Certificate of Verlflcation comply with the applicable requirements in Reference Appendices RA2, RA3, and the requirements
specifled on the Certificate of Compliance forthe building approved by the enforcement agency.
4, The lnformation reported on appllcable sections of the Certificate(s) of lnstallation (CF2R) signed and submitted by the person(s) responsible for the
construction or installation conforms to the requirements specified on the Certificate(s) of Compliance (CF1R) approved by the enforcement agency.
5. I will ensure that a registered copy of this Certificate of Verification shall be posted, or made available with the building permit(s) issued for the
building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certlflcate of
Verification is required to be included with the documentation the builder provides to the building owner at occupancy.
Builder Or lnstaller lnformation As Shown On The Certificate Of lnstallation
Company Name (lnstalling Subcontractor, General Contractor, or Builder/Owner):
AIRWAY HEATING AND AIR
Responsible Builder or lnstaller Name
Kenny Rice
CSLB License:
923588
HERS Provider Data Registry lnformation
Sample Group Number (if applicable):Dwelling Test Status in Sample Group (if applicable)
Tested
HERS Rater lnformation
HERS Rater Company Name
Carstairs Energy lnc.
Responsible Rater Name:
Cobe Villa
Responsible Rater Signature:
€atu%;/a.
Responsible Rater Certification Number w/ this HERS Provider:
cc2019050
Date Signed:
2n21-12-17 12.46.0O OOO
CERTIFICATE OF VERIFICATION cF3R-MCH-32-H
Local Mechanical Exhaust (Page 2 of 2)
Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies
Regishation Provider responsibility for the accuracy of the information.
Registration Number:
22r-P070197 893A-000-002-M 32001A- M32A
CA Building Energy Efficiency Standards
2019 Residential Compliance
RegistrationDate/Time: 2021-12-17 12:46:00.000 HERS Provider: CaICERTS
Report Version: 2019.1.005
Schema Version: rev 20210501
Report Generated: 202I-12-17 12:47 :02
STUDICr-
DESIGN + ENGIN EEI"II T.IG
SPECIAT INSPECTION FINAL REPORT
PROGRESS:
This report lncludes work through September 2nd,2O2t
DESCRIPTION OF INSPECTIONS:
ln accordance with Chapter L7 of the California Building Code, special inspection has been provided for
the following items:
r Visual inspection of wood framed shear walls with nail spacing greater than 4inch o.c. including
sheathing, nailing, straps, connectors and anchorage.
NOTES / COMMENTS:
N/A
ADDITIONAL INFORMATION:
Where approved by the local governing jurisdiction, the special inspection of structural wood may be
performed by the engineer of record.
I certify that our office performed special inspection on the items noted in the 'description of
inspections' section above.
Based upon inspections performed and our substantiating reports, it is my professional judgement that,
to the best of my knowledge, the work and required action items to noted deficiencies have been
completed and resolved in accordance with the approved plans, specifications and applicable
workmanship provisions of the CBC.
SUBMITTED BY:
Name: Howard Lehwald, P.E.
License: C77619
Signature
This report is limited. The following items ore based on brief ond limited observations of certain selected locotions;
oll similor locations moy not have been observed. Other issues of equal or greoter importonce moy not be oddressed
in this report. Recommendotions included in this report are suggestions to correct or modify observed conditions.
The recommendotions are for considerotion by the project teom, and ore not construction chonge directives.
E7
I ll,rtIr
REPORT BY:Abby Lentz DATE OF VISIT:9/02/202t
PROJECT
NAME/ADDRESS:
San Luis Ranch, SFR - Lot 87 TIME: FROM
-TO
9-1L:30 am
PURPOSE:
Structural Wood - lnspect nailing, bolting,
anchoring and other fastening of components
withi n the seismic-force-resisting system
WEATHER:sunny
TEMPERATURE:N/A
Sent:
G Koehler
From:
Subject:
Recycle.
Sent from my iPhone
Begin forwarded message:
Evan Peterson
Thursday, December 23,2021 B:49 AM
Gregory Koehler
Dante Carnessale
Fwd: Utilities Recycling - Approved.
fl. [ia' '1r:) i
lo:
Cc:
From: Recycle Right <recycleright@slocity,org>
Date: November 15,202LatLl:49:39 AM PST
Subject: Utilities Recycling - Approved.
Utilities Recycling - Approved.
BLDG-2014-2020 'l7
BLDG-2013-2020 ? kr
BLDG-20L2-2020 7<
BLDG-2011-2020 '7,[
BLDG-2010-2020 '7 .3
BLDG-2015-2020 0i
c"'76-2
BLDG-2017-2020
BLDG-2018-2020
*Please use this email as proof of completion
Mary Ruiz
Administrative Assistant I I
CITYOT
sflnl(IlsoBrspo
Utilities
E mruiz@slocity.org
T 805.781 .7238
slocity.org
E@O
Stay connected with the City by signing up for e-notifications
1
Koehler
From:
Sent:
lo:
Subject:
Leveille, Brian < bleveill@slocity.org >
Tuesday, December 21,2421 10:11 AM
Evan Peterson
RE: Lot 86 Final
Thanks Evan. I just wasn't catching that from the photos. I'll sign off on those other ones, Let's plan on linking up out
there after the holidays. I'll be checking in on email tomorrow and early Thursday just in case you have any others.
After that, I'll be back on January 3'd.
From: Evan Peterson <evan@ccbl-.net>
Sent: Tuesday, December 21.,202L L0:07 AM
To: Leveille, Brian <bleveill@slocity.org>
Subject: RE: Lot 86 Final
Hi Brian,
All of our house plans call out for the long panel doors with windows. Our way of differing them is painting them, which we
have been doing. Each color scheme has a different color garage door.
As you drive through the neighborhood, for the most part, no two houses have the same color garage door that are next to
each other.
Regards,
Evan Peterson
PROJECT MANAGER
330 JAMES WAY, SUITE 270, PISMO BTACI'I CA 93449
PO BOX 13, PISMO BIACH, CA 93448
805.591.902L - C
805.556.3060 * O ext 1"17
CoastalCommunitvBuilders.com
ccB
CcoElol Csn*vnity &'+itiers
ATTENTION! ThisEmail maycontainPRlVlLEGEDandCONFlDENTIALmaterial anditstransmissionisnotawaiverofthatprivilege. ltisintendedforthesoleuseofthe
individual or entity named above. lf you are not the intended recipient, please be notified that any use, disclosure, review, distribution or copying of this email is strictly
prohibited. lfyouhavereceivedthisemail inerror,pleasedeleteitandnotifythesenderimmediately. Thankyou.
From: Leveille, Brian <bleveill@slocitv.ors>
Sent: Tuesday, December 2L,202t 8:46 AM
To: Evan Peterson <evan@ccb1.net>
Subject: RE: Lot 86 Final
1
l{APPIffi$$ $JILI M
Hi Evan,
Can you take a look at the plans as far as consistency with the design, type and any color variation that might be
called for on the garage doors? Overall, things are looking good to create enough variation with materials, colors,
and architectural variation but the garage doors are looking a bit repetitive and don't seem to be on par with the
architectural quality of the rest of the elevation and there doesn't appear to be any variation. This may very well be
something that wasn't called out on building plans but we should make sure going fonruard it is correct since the
garage doors are going to be very noticeable.
Thanks
From: Evan Peterson <eva n@ccb1. net>
Sent: Monday, December 2O,20214:40 PM
To: Leveille, Brian <bleveill@slocitv.ore>
Subject: Re: Lot 86 Final
Hi Brian,
Here are the next three lots. Two have exterior hardie that just need to be painted, but are finished otherwise.
ln order:
Lot 87 Bldg-2015-2020
Lot 88 Blde-2o17-2020
Lot 89 Blde-2018-2020
Please let me know if you have any questions. lcan additionally send you pictures as soon as I do getthem painted.
Thanks,
2
I
I
I
qxstEffi
Evanf'
3
.a,11
4
€v
Sent from my iPhone
On Dec 20,202L, at l":12 PM, Leveille, Brian <blgvell!@Slocitv.otg> wrote
Sure. That sounds good. Thanks
From: Evan Peterson <evan@!Ebl",net>
Sent: Monday, December 20,2021- 12:50 PM
To: Leveil le, Bria n <blevqil I @ s!-qgi!Ug"fg>
Subject: RE: Lot 86 Final
Hi Brian,
ls it okay if I send you pictures of 3 or 4 houses that are very close to finished, to sign off on? Basically the only
thing missing would be the paint on the siding. Everything else will be done.
fivan Peterson
PROJFCT MANAGIR
:j1ijj.i:ir4t,:,iiy';:!/,liij1ii:;.,!i),iti...,ilii: i1i:,r\i-{l',!\.t).\,:t4'}
irir i;{),1 i l. t,i',!rl) i)i i,i.l\.1...t\!)."i1lj,i,;
ilfl'i, t::1i r .'i{ij.\ t'
:ifjll,l'ji,.'jfj{'il i ).r:1'.1 I i
Coasta lComm unitvBuilders.cont
5
ilAPPIr]I$$ BI]ILT IN
ccB
Cccs!ci Cc.:r:":runily Su'':.iers
ATTENTION I This Email may contain PRIVILEGED and CONFIDENTIAL material and its transmission is not a waiver of that privilege. lt is intended for the
soleuseoftheindividual orentitynamedabove. lfyouarenottheintendedrecipient,pleasebenotifiedthatanyuse,disclosure,review,distributionor
copyingofthisemail isstrictlyprohibited. lfyouhavereceivedthisemail inerror,pleasedeleteitandnotifythesenderimmediately. Thankyou.
From: Leveille, Brian <bleveill @slocitv.ore>
Sent: Monday, December 20, 202L 11:11 AM
To: Evan Peterson <eva n@ccbl-. net>
Subject: RE: Lot 86 Final
Hi Evan,
ljust signed off. Thanks
Also, l'll be out of the office starting the 23rd and not coming back until January 3'd. lf you think there
might be a couple coming up during that time maybe we should make arrangements. Thanks
Brian
From: Evan Peterson <evan@ccb1.net>
Sent: Monday, December 2O,202L 9:29 AM
To: Leveille, Brian <bleveill@slocitv.org>
Subject: Re: Lot 86 Final
Ithir r.rtrge is from an External Source. Use caution when deciding to open attachments, click links, or respond.
Hi Brian,
Sorry about that. I accidentally sent the message from my personal email. Picture is still attached below'
Thank you !
Evan Peterson
Coastal Community Builders
Sent from my iPhone
on Dec 20,2021', at844 AM, Evan Peterson <evan'peterson'7@gmail'com> wrote
6
Hi Brian,
I have attached a picture of lot 86, 929 Citrus Court, Bldg-2O15-2020
lf you could sign this off. lt would be much appreciated.
Thanks,
Evan
-
Sent from my iPhone
7
STUDIO
r;rlr'{;
DESIGN + ET+GINEERING
SPECIAL INSPECTION FINAL REPORT
PROGRESS:
This report lncludes work through September 2nd,2O2L.
DESCRIPTION OF INSPECTIONST
ln accordance with Chapter 17 of the California Building Code, special inspection has been provided for
the following items:
o Visual inspection of wood framed shear walls with nail spacing greater than 4inch o.c. including
sheathing, nailing, straps, connectors and anchorage.
NO.TES/ COUrUrrutS:
N/A
ADDITIONAL I N FORMATION :
Where approved by the local governing jurisdiction, the special inspection of structural wood may be
performed by the engineer of record.
I certify that our office performed special inspection on the items noted in the 'description of
inspections' section above.
Based upon inspections performed and our substantiating reports, it is my professionaljudgement that,
to the best of my knowledge, the work and required action items to noted deficiencies have been
completed and resolved in accordance with the approved plans, specifications and applicable
workmanship provisions of the cBC.
SUBMITTED BY:
Name: Howard Lehwald, P.E.Signature
License c77619
This report is limited. The foltowing items are bosed on brief and limited observations of certain selected locotions;
al! similar locations moy not have been observed. Other issues of equal or greater importonce moy not be oddressed
in this report. Recommendations included in this report are suggestions to correct or modify observed conditions.
The recommendations are for considerotion by the project teom, ond ore not construction change directives'
REPORT BY:Abby Lentz DATE OF VISIT:s/02/2021
PROJECT
NAME/ADDRESS:
San Luis Ranch, SFR - Lot 87
?31, iJ 77rJ,U ().,f
TIME: FROM
-TO
9-11:30 am
PURPOSE:
Structu ral Wood - lnspect nailing, bolting,
anchoring and other fastening of components
within the seismic-force-resisting system
WEATHER:sunny
TEMPERATURE:N/A
c,r., "*
#'i;tT'"8.B\sPo
:'t? i 6 i"u'ts
OOMMUNITY
DEVELOPMENT
irlllv=
STUDIO
BUII"
DESIGN + ENGINEERING
4420 BROAD STREET, STE B SAN LUIS OBISPO, CA 93401
PHOl.lE: 805.776.3130 WWW.STUDIOPRIMEII'lC.COM
Structu ro I Colculotions
For:
SAN LUIS RANCH
PLAN 6 A&B
Modonno Rood
Scn Luis Obispo, CA
PREPARED FOR:
COSTAL COMMUNITY BUILDE
JACOB GROSSMAN
330 Jomes WoY, Suite 270
Pismo Beoch, CA
AN,b:jI:{CVED
N THI IOB
D[e 22 2020
t.tjl$ 0315P0
Ai ALI. T d[S
BUILDING DIVISION
,crri,frffi l,Fl Luls oBlsPo
i_,$ 'r ull
e CITY O F SAN
lb[tr
CALL F
WORKIN
OR iNS ICTIONS
G DAY IN ADVA
AT LEA$"I (]N I
N()t 7 81-7180
Plans shall not be changed or altered irrithout authorization lrom
the Building and Safety Uiviricn' Approval of plans shall not
be construetl to be a pernrit lor' 0r an approval of' any
violation ol any city orLlirilnc'l 01" iiiiate l?rvc'
Contents
San Luls Ranch Plan 6
Job No:
Deslgner
Date:
Page:
19040
Gen-1,1,{2O Bood Sl. ' Suilo B ' sto, CA 93{01
phone: 8O5.776.3 I 30 . www.STUDIOPRIMEINC'COM
Contents
Lolercl Anolysis:
Verlicol Anolysis:
Guord Roil Anolysis:
Bolcony Anolysis:
Foundotion Anolysis
Projecti
1-24
2t -50
51
52-54
4A
Proiect Description
The proposed project includes the development of the Single Family Residential portion of the San Luis Ranch
project consisting of six (6) single-family, one and two-story residences with ADU options. The individual floor plans
include the design of two elevation styles. Each floor plan will be used multiple times over the entirety of the 200
lot sub-division. All structures will be comprised of conventional timber framing and premanufactured roof trusses'
The structures will be supported by a post tension slab on grade,
General Loading Job No:
Designer:
Date:
Fage:
19040
AL
.l-120 tirur,,d lir. ' 5rlrc B ' 5t.O, ('A 9ll'l{)l
I'h,:n.-.: BOli./76.3 l ::0 . \.',r''i'rvJ.I:1l.JDl()lkltll:ll l(:.(l()t'1 P roject:San Luis Ranch Plan 6
Rool Loads
Roof Pitch: 5:l-2 = 22'58'
Total Roof Dead Load:18.0 psf
Floor Loads
Floor Type 2 Dead Loods
Item #Description Multiplier Weight,psf
Total FloorType 2 Desd Lood:N/A
Floor Type 2 Live Load (ASCE 7-16 T. 4,3'1)N/A
WallLoads
lnterior Woll Dead Loods
Item #Description Multiplier Weight,psf
81.
12
10
2X4 AT 16" O.C.
t/2" Gyp
MISCELLANEOUS
1,
2
2.7
0.9
4.4
2.7
Totol lnterior Woll Dead Lood:8.0 psf
Dead Loods
Multiplier Weight,psfItem #Description
3
3
1.5
2
2
t.2
2.8
1,1
1
1
1
I
2
6
1
1.1
27
40
50
3
4B
52
13
10
Asphalt Shingles
Roof Trusses
Solar Panels
5/8" plywood
MEP
Expanded Polystyrene lnsulation (1")
5/8" Gyp
MISCELLANEOUS
207-16 Table 4.3-1Live Lood
Floor Type 7 Dead Loods
Item f,Description Multiplier Weight,psf
70
L27
4
71
48
13
L0
Thin-Set Tile
n7/8Tn 360's at 16" O,C.
3/4" plywood
Beams and Lumber
MEP
5/8" Gyp
MISCELLANEOUS
1
t
L
t
2
1
L2
6,2
2.3
2.5
t
2
2.8
r,2
18.01 Dead Lood:Totul Floor
407-16 T,7 Live LoadFIoor
Exterior Wall Dead Loads
Item #Description Multiplier Weight,psf
B4
3
2T
T2
10
AT 16" o.C,
5/S" plywood
Stucco (7/8")
l/2" Gyp
MISCELLANEOUS
1
1
1
1
L.4
1.4
2
10
2.2
7.4
17.0Totol Exterior Wall Dead Loud:
STUDIO Story Mass SummarY
Eflective Seisntic Sbry Weight
Project: San Luis Ranch Plan 6
Job No:
Designer
Datei
Pagel
19040
i:1lM --r
*., DESIGN I ENGINI:I:RING >{'l2O []r<,.:ci 51. ' :;uns B ' St(), CA 93'l0l
I'horiar lt()5.i' j/6.i|I it0' \/'',/V/ 5TUl )lOpRllll-ll'lCl.(l(-)Lr
Unit Weishts
Effectiyg Seismic Wgleht Section 12.7.2
lower Roof Effective Weight {lf apnlicablel
Lower RoofArea 32L ft2
Total Lower Roof Weight 5.778 kips
Exterior Wall Length 5B
4.5
ft lnterior Wall Length 0
0
ft
ftTributaryHeiehtfrTributaryHeieht
Total Tributary wall weight 5,2Q2 kips
Total Effective Seismic Lower Roof Weight 10.98 kips
(
5,nu,r^,- 1Q:11-!trl_ll.'il / o, l-.]'l, x o.'l = l.0G psr
37 \ -:1', '-.-.:'--:::--:
Element Dead Lood Unit Welght
Roof 18.0 psf
Floor Type 1 18.0 psf
Floor Type 2 N/A
Exterior Wall 17.0 psf
lnterior Wall 8.0 psf
Level Type 1
Areo 1
ft'
Type 2
Area 2
ft'
Additionol Floor/ Roof Mass
Total Floor/ Roof
Weight
kipsweight,k descrlption
Roof Roof 1580 28.44
I Floor TyPe 1 1447 Roof 32t 3L.82
Level
Exterior Wqlls lnterior Walls Totol Trlbutary
WollWeight
kipsLength, ft Tributary
Height, ft Length, ft Tributary
Heisht, ft
Roof 157 4.5 LBZ 4,5 18.s6
1 346 4.5 272 4.5 36.26
Level
Total Areu
ft'
Total Effective Seismic
Story Weight
kips
Roof 1580 47.00
t 1768 58.085
2,
San Luis Ranch Plan 6
Madonna Rd, San Luis ObisPo, CA' USA
Latitucle, Lon gitu de : 35.2601 933,'1 20.98245079999997
l-aclurrat l-ake r (lllri::i('r llltlt
Park Dog Park
05#tPD
Red Flath & 13eyottd
,t.t ,.,l; ., ti\;)
!
{0,:l
Sln Frromenarde
"no,
ri)t4.
ryfll,lf.il,',1l,;"''
,J'utlon('"
rJl.
'"riti':'
"'^"t''""
-:) 'tt,\'
. /.r! '\
Type
Sg
s1
sus
srur
sos
sor
,:),
r,)
{),
{.icr, t.;[':
Dat€
Deelgn Code Reference Documenl
Risk Category
Slte Class
Mag: clata O2019
1012912019,3;15:25 PM
ASCET-10
il
D - Stiff Soil
Type
sDc
Fa
Fv
PGA
Fpon
PGAM
Tr-
SsRT
SsUH
SsD
SlRT
SlUH
s1D
PGAd
cns
Value
1,243
0,471
1.247
0.72
0.831
0.48
Value
D
1.003
1.329
0.s17
1
0.517
I
1,243
1.361
2.659
a.471
0.497
0.989
0.965
0,914
Description
MCEp ground motion. (for 0.2 second perlod)
MCEp ground molion. (for 1'0s period)
Sile-modlfi ed spectral acceleration valuo
Site-modifled spectral acceleration value
Numeric seismic design value at 0'2 second SA
Numeric seismlc design value at 1'0 second SA
Descriptlon
Selsmlc deslgn category
Site ampllfication factor at 0'2 second
Site amplification factor at 1,0 second
MCEg peak ground acceleration
Site amplilication factor at PGA
Slte modified peak ground acceleratlon
Long-period transilion period in seconds
Probabilisilc risk-largeted ground motion. (0.2 second)
Faclored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleralion
Factored determlnistic acceleralion value. (0.2 second)
Probabilistlc risk-largeted ground motion' (1'0 second)
Faclored uniform-hazard (27o probability of exceedance in 50 years) spectral acceleration'
Factored deterministic acceleration value' (1'0 second)
Factored determinlstic acceleration value. (Peak Ground Acceleratlon)
Mapped value of the risk coeflicient at short periods
.''. STUDIO Seismic Loads
ASCE 7-16 Cttuplu 1).8 - Equivolcnl Lolercl Fo,ca
Pro(adurc
Project: San Luis Ranch Flan 6
Job No:
Designer
Date:
Page:
'19040
rtTQItv ALruT
ln!- t)fstcN + ENa;thlEEltlNG
1{2r) IJroqd 5t. . Su.te ll . sLC), C,\9:){Ol
phor.o: 8O5,726.3I 30 . 9\n J.5IUD|()PRl?.itillc.(.Ol,i
Basie Parameters
Risk Category
Mapped 0.2 Sec Spectral Response, 55
Mapped 1 Sec Spectral ResPonse, 51
Site Class
Site Coefficient, F"
Site Coefficient, Fu
S[45=F65e
Sos=2/3 Svs
Seismic Design CategorY
lmportance Factor, le
Long Period Transition Period T,
ll
I.243 g
0,47L g
D
1.00
1.83
7.246 g
0.831 g
D
1.00
B sec
Sy1=FyS1
Sor=2/3 Srurr
0.8619
0.574 g
Table 1.5-1
Figure 22-1
Figure22-2
Chapter 20
Table 11.4-1
Table 11,4-2
Section 11.4-3
Section 11,4-4
Section 11.6
Section 11.5.1.
Section 11.4-5
Structural Svstem
Seismic-Force Resisting System 15. Light-frame (wood) walls sheathed with wood structural panels rated
for shear resistance
6.5 Table 12.2-1
Yes Table 12'2-1
2.5 Table 12.2-1
4 rable 12.2^1
Response Modification Coefficient, R
Flexible Diaphragm?
Overstrength Factor, O6
Def lection Amplification Factor, C6
Seismic Base Shear
Mean Roof Height, hn
Approximate Period Parameters
Approximate Fund, Period, T"=Cthn'
Regular structure ( 5 Stories
Seismic Response Coefficient, Ct
Seismic Base Shear, V=C'W
22.5 ft
Crl
0,207 sec
Yes
0.3.28
14,7 kips
0.02 x;0.75
0.207 sec
Table 12,8-2
Section L2.8.2.t
Section l-2.8.1.3
Section 12.8,7,I
Section 12,8.1
Use T:
Vertlcal Distrlbution of Seismic Forces Section 12.8.3
Level
Story
Height,ft
h
ft kips
wrhrk
k= 7.00
C,,
F ,=C rrV
kips
tF,
kips
Area
ft'
Ir
pd
Diaphragm
F 0,, kiPs f p, Psf
Roof 13.50 22.50 47.00 1057.6 0.633 9.32 9.32 1580 5.90 9,32 5,90
7 9.00 9,00 68.09 612.8 0.367 5.40 L4.77 t768 3.05 tr.32 6.40
1.15.09 1670.3
{420 B'"rocl 9i. ' surle [i ' St'), CA 93{Ol
I'honoj g05, 7/6,:i I 30 . \?\'/Y."sltjlrlof Rln4tl;la (:olr
MWFRS Wind Loading
ASCE 7-15 Chaptet 2.7 pstl 1 (Dlrectional Proce(lure)
Incloserl & ['ar t in llv fnclosed Brrildings of All Heigltt r
P roject:San Luig Rarrch Plan 6
m.3!tr"-
Job No:
Designe r:
Date:
Page:
19040
AL
{-',
Basic Parameters
Risk Category
Basic Wind Speed, V
Wind DirectionalitY Factor, K6
Exposure Category
Topographic Factor, Kzt
Ground Elevation Factor, Ke
Gust Effect Factor, G or G1
Enclosure Classification
lnternal Pressure Coefficient, GCoi
Terrain Exposure Constant, cl
Terrain Exposure Constant, zs
Wall-Pressure Coeffi cients
Windward Wall Width, B
Side WallWidth, L
L/B Ratlo
Windward Wall Coefficient, Co
Leeward Wall Coefficlent, Co
Side Wall Coefficient, Co
Roof Pressure Coefflclents
Roof Slope, 0
Mean Roof Height, h
Velocity Pressure Exposure Coef., K6
Velocity Pressure, q6
h/L Ratio
Windward Roof Area
Roof Area Within 11 ft of WW Edge
H
I
92 mph
0,85
B
1.00
1.00
0.850
Enclosed
+/-O.18
7.0
1,200 ft
Table 1,5-1
Figure 26,5-1A
Table 26.6-1
Section 26.7
Section 26.8
Section 26.9
Section 26.11
Section 26,10
Table 26.13-1
Table 26,11-1
Table 26.11-1
Figure 27.3-1.
Figure 27.3-1
Figure 27,3-1
Table 26,10-1
Equation 26.1,0-t
43ft
34 ft
0.79
0.80
-0,50
-0.70
22.6'
22.5 ft
0.65
11.9 psf
0.66
0 ft'z
0 ft2
0ft
Lacotion Min/Mox
Horiz Distonce From Windward Edge
0ft 11ft 23 ft 45 ft
Windward Roof Coefficient
Normal to Ridge,
Min -0.43 -0,43 -0.43 -0.43
Max 0.04 0.04 0,04 0.04
Leeward Roof Coefficient
Normal to Ridge, Co
Min -0.60 -0.60 -0.60 -0,60
Max -0,60 -0.60 -0,60 -0.60
Roof Coefficient
Parallel to Ridge, Co
Min -1.03 -L.03 -0,56 -0.43
Max -0.18 "0.1B -0.18 -0.18
Pat0pet Loading
Section 27.4.5
ww N/A
LW N/A
WW+LW N/A
Roof
Height, z K,Qz
Walls Normol to Ridge Parollel
to Rldge
lnternal
WW LW WW+LW Side WW LW Positive Negative
0ft 0.57 10.6 psf 8,5 psf
-5.9 psf
14.4 psf
-8.3 psf
Min:
-5.1 psf
Min:
7.1 psf
Min;
-t2.2 psf
2.1 psf
2.1 psf
2ft 0,57 10.6 psf 8,5 psf 14.4 psf 2.1 psf
2,1 psfsft0.57 L0.6 psf 8.5 psf 14.4 psf
7It 0.57 10,6 psf 8.5 psf 14,4 psf 2.1 psf
9ft 0.57 10.6 psf 8.5 psf 14,4 psf 2.1 psf
11 fr 0,s7 10,6 psf 8.5 psf 14.4 psf
Max:
0.5 psf
Max:
-7.1 psf
Maxl
-2.1 psf
2.1" psf
14ft o.57 10,6 psf 8.5 psf 14.4 psf 2.1" psf
2.1 psf16ft0.58 10.7 psf 8.6 psf 14,5 psf
2.1 psf
18 ft 0.6r.L1.2 psf 8.9 psf 14.9 psf
2.1 psf20ft0.63 1L.5 psf 9.2 psf 15.2 psf
2.L psf23 tt 0.65 11.9 psf 9.5 psf 15.5 psf
FJ,IH=
C&C Wind Loads
ASCE 7'16 ChoPter ja.4
Project: San Luis Ranch Plan 6
Job No:
Designer:
Datei
Page:
19040
AL
l{2O Erood 5r. ' Sulo B ' StO, CA 93{Ol
ptrcno: 805,776.3 ] 3O . \'n'{W,STUUIOPRII't€ll{C.COlil
Basic Paramerers
Risk Category
Basic Wind Speed, V
Wind Directionality Factor, Kd
lmportance Factor, I
Exposure CateSorY
Topographic Factor, Krt
Ground Elevation Factor, Ke
Gust Effect Factor, G or Gg
Enclosure Classification
lnternal Pressure Coefficient, GCol
Terrain Exposure Constant, s
Terrain Exposure Constant, zs
il
92 mph
0,85
1.00
B
1,00
1.00
0,850
Enclosed
+/- 0.18
7.O
1,200 ft
Table 1.5-1
Figure 26.5-1B
Table 26.6-1
Table 1.5-2
Section 26.7
Section 26.8
Section 26.9
Section 26.11
Section 26.1,0
Table 26,13-1
Table 26,11-1
Table 26.11-1
Wall Pressure Coefficients
Windward Wall Width, B
Side Wall Width, L
a (ft)
Wall Ext. Pressure gesffisisnt, +GCt
Wall Ext. Pressure Coefficient, -GCo
Wall Ext. Pressure Coefficient, -GCo
43 ft
34ft
3.40
0.82
-0.94
-1.06
Zone 5
Zone 4 &5
Zone 4
Zone 5
Figure 30.3-1.
Figure 30.3-1
Figure 30.3-1
Roof Pressure Coefficients
Roof Pitch
Roof Slope, 0
Mean Roof Height, h
Velocity Pressure Exposure Coef,, K6
Velocity Pressure, q6
Roof Ext. Pressure Coefficient, +GCo
Roof Ext. Pressure Coefficient, -GCo
Roof Ext. Pressure Coefficient, -GCp
Roof Ext, Pressure Coefficient, -GCo
1..12
30.1"
22 tr
0,64
11.8 psf
0.8
-0,8
.I
Tone 7,2,3
Zone 1
Zone 7
Zone 3
Table 26,10-1
Equation 30.3-L
Figure 30.4-2
Figure 30,4-2
Figure 30,4-2
Figure 30.4-21
C&C Pressure Wall Summarv
C&C Pressure Roof Summarv
Height, z K q,
External, qGCp lnternal, qGCPi Wall, q(GCp-GcPi)
Positive
Negative
Zone 4
Negative
Zone 5 Positive Negative Positive
Negative
Zone 4
Negative
Zone 5
0ft 0.57 10.6 psf 8.7 psf -9,9 Ll.Z pst 1.9 psf 1_.9 psf 10.6 psf -11,9 psf -13.1 psf
2ft.0.57 10.6 psf 8.7 psf -9.9 psf -IL2 psf 1".9 psf -1.9 psf 10,6 psf -11.9 psf '13.1 psf
4ft o.5l 10.6 psf 8.7 psf -9.9 psf -11.2 psf 1,9 psf -1.9 psf 10.6 psf -11,9 psf -13.1 psf
7f|o.57 10.6 psf 8.7 psf -9.9 psf -11.2 psf 1.9 psf -1.9 psf 10.6 psf -11,9 psf -13.1 psf
9ft o.57 1"0.6 psf 8.7 psf -9.9 psf -11.2 psf 1.9 psf -1.9 psf 10.6 psf 11.9 psf 13,1 psf
11 ft 0.57 10.6 psf 8.7 psf -9.9 psf -11.2 psf 1,9 psf -1.9 psf 10.6 psf 11.9 psf 13.1 psf
13ft o.57 10.6 psf 8.7 psf 9.9 psf -7L2 psl 1,.9 psf -1.9 psf L0.6 psf 11.9 psf 13.1 psf
1sft 0.s8 10,7 psf 8.7 psf 10.0 psf -11,3 psf 1.9 psf -1.9 psf 10.7 psf 11.9 psf -13,2 psf
18ft 0.60 11.1 psf 9.1 psf 10.4 psf 11.7 psf 2.0 psf -2.0 psf 11.L psf -72,4 psf -13.7 psf
20 ft o.62 11.5 psf 9,4 psf -10.8 psf 12.1 psf 2,1 psf 2,1 psf 11.5 psf -12,8 psf -74.2 psf
22ft 0.64 11.8 psf 9.7 psf -11.1 psf 1-2.5 psf 2.1 psf 2.1. psf 11.8 psf -13.2 psf -14,6 psf
z Kh Qt,
External, qGCP lnternal, qGCpi Roof, q(GCp-GcPi)
Positive
Negative
Zone 1
Negative
Tone 2
Negative
7one3
Postive Negative Positive
Negative
Zone 1
Negative
7one2
Negative
Zone 3
22 {r.0.64 11.8 psf 9.4 psf -9.4 psf -11.8 psf 11.8 psf 2.L psf -2.1 psf 15,0 psf -L6.0 psf -16.0 psf -J.6.0 psf
v I
GINEERING
4420 BROAD ST, STE SAN LUIS OBISPO, CA 93401
P: 805.776.3L3UWV/.S IUDl0PRlMElNC.COl,l
Proiect sAN t-til'J (j',\i{( I I t''t ttiJ fi
Job No: tqOq 0 Dote;Poge: '"/
LAI I t Rff;f I't Y
6'-J"
A#u.P- 1t" fit li
I
. SJAN0AB.L:-
_iL-
DESIGN + ENGINEERING
442O Brood Sl. ' Suile B ' SLO, CA 93401
Phone: BO5. /76.3 I 30 . Vvll /r'.STtJDlOPRlMElllC.COtu1
Design of: Redundancy Factor (p)
Static Seismic Loads
ASCE 7-16 Chopter 12.3
San Luis Ranch Plan 6
llv
Job No:
Designer
Date:
Page:
19040
AL
(]l)P roject:
.CALCULATIONS ARE PER ASCE 7-16 512.3.4.2(a)
Storv: Roof
).-9647
I= 9820
Removal of shear wall w/ h/L ratio > 1.0 within any story will not result in more
than a 33% reduction in story strength. Therefore p is permitted to be taken as
1.0.
y-dir
Line Lenqth (ft)Heiqht (ft)WallNo.Capacity (#)h/L > 1?% Storv Strenqth
A 5.lc I 5 822 YES 8.5%
5 8.5 I 5 2975 YES 30.8%
1 10.25 o 4 2665 NO N/A
1 12.25 I 4 31 B5 NO N/A
x^dir
Line Lensth (ft)Heiqht (ft)WallNo.Capacitv (#)htL > 1?% Storv Strenqth
A 6.25 I 4 1625 YES 16.5%
A 12 I 4 3120 NO N/A
F E I 5 1750 YES 17.8%
F 5 o 5 1750 YES 17.8%
F 4.5 I 5 1575 YES 16.0%
T
r
I
NGINEERING
,1,120 Brc,ccl 51. . Suit€ B . 5t(), CA 93dOl
troner 8O5.776.3.1 30 . \4/\t1V/.STUDlCJPRll"lEll'lc.CC)l/
Lateral Analysis: Roof
Loterat looc! tliagroms ot llnes of structural
rcsista nce
Project:San Luis Ranch Plan 6
llv
Job No:
Designer;
Date:
Page:
19040
AL
q
$=
[=
4,L3
4.L3
5.90 * 0,7 =
5,90 * 0,7 =
Wrf =
Wwall=
8 *0.6=
14.9 * 0.6 =
4.8
8.92
34B834
178184184
0.833340.833
4344.544.5
t
184 184 178
153 128 3128
1 499
3128
70
148
28
148
3
28 1499
153 3128
3 70
597
Seismlc
Wind
Diaphragm
Length
Depth
Seismlc
Wind
Diaphragm
Voiaptr
Drag Strut
Ghord
't35 148 148
113 3182
1 895
3182
89
3182 123
1
113 3182 123
3 89
957
8B
148148135
0.8330.833 43
35.7532.75 35.75
F
Upper Level Load
3281 (S) 1527 (W)3276 (S) 1527 (W)TOTAL LOAD 3295 1 895 3305 (S) 18e5 (W)
Seismlc
Wind
Diaphragm
Length
Depth
Seismic
Wlnd
Diaphragm
Vonpn
Drag Strut
Chord
Upper Level Load
TOTAL LOAD
Selsmic
Wind
Diaphragm
Length
Depth
Seismic
Wind
Diaphragm
Votaptr
Drag Strut
Chord
Uppelleyel Load ,
TOTAL LOAD
STUDIO Static Seismic Loads
ASCE 7-16 ChaPter 72'3
Project: San Luis Ranch Plan 6
Job No:
Designer:
Date:
Page;
19040
i?lllv=AL
DFSIGN + ENGINEERING
4420 Brood Sl, ' Sulle B ' StcJ, CA 93'101
Plrone: 8O5.276.3 t 30 . WWW.STUDIOPRIMEII'lC,COM
Design of: lledundancy Factor (P)
\0
.CALCULATIoNS ARE PER ASCE 7-16 912'3.4'2(a)
Story: Roof
I- 9517
f= 9820
Removal of shear wall w/ h/L ratio > 1.0 within any story will not result in more
than a 33% reduction in story strength. Therefore p is permitted to be taken as
{.0.
% Storv StrenqthhL> 1?WallNo.Capacity (#)Lenqth (ft)Heiqht (ft)Line
YES 8.6%5 822I53.25
YES 31.3%2975o558.5
N/A2665NO94110.25
NO N/A4305511.75 I1
x-dir
Line Lensth (ft)Heiqht (ft)WallNo.Capacity (#)hlL> 1? %Stre
6.25 I 4 1625 YES 16.5o/o
12 I 4 3120 NO N/A
F 5 I 5 1750 YES 17.8%
F 5 I 5 1750 YES 17.8%
F 4.5 I 5 1575 YES '16.00/o
.t-l20 Brood St. . Sude I . St(), CA 93401
Phone: 805.77 6.3I 3O ' \'l'{\v STtJDlOPRl^iEll lC COfn
Roof Shear Line AnalYsis
Project:
ASCE 7-1,6 ChaPter 1-2'8
San Luis Rancl'r Plan 6
15 20 25
Distance (tt)
Job No:
Designer:
Date:
Page:
19040
SHEAR tINE ANALYSIS:
INPUT:
Length, ft
Shear Wall
HeiBht,
wdl,
ANALYSIST Mo,
Mr, ll-ft
r/c,lb
Strap/lloldown
Diaph. Connection
DRAG:
2o
ooL.g 1OYg -0.5o
0
SHEAR LINE ANALYSIS:
INPUT:
Lilre:5
328rTotal diaphragnr reaction (F)rb (AsD)
Segment
S.W. stress, vwall = F/Lwall =222 plf
Diaph, shear stress, vdiaph = F /
Ldras =
77 plf
Total drag length, Ldrag =42.8
14.8Total shear wall length, Lwall
Wall designation 5
Max Drag Force =1765 lb
30
ft
Load Case
Seismic
Load
Fa ctor=
0.48
* - shear
capacity
reduced bY
factor of 1.25-
,125.h/b for
seismic asPect
ratio
** - see
Perferorated
Shear Wall
calculations
Load Case:
40
0 5 10
Line:
Total diaphragm reaction (
7
3276 lb (AsD)
Total drag length, Ldrag
Totalshear wall length, Lwall
40.5
2r.5
ft
ft
Segrnent
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIS: Mo,
Mr,
r/c,l
Strap/Holdown
Diaph. Connection
S.W. stress, vwall = F/Lwall =L52 plf
Diaph. shear stress, vdiaPh = F /
Ldrag =
81 plf
Wall designation
Max Drag Force =733 lb
1
9.5
0
-0.5
o
oL
og
o
0
2 a1
52314.15
*t{
Yes
9
189
79,529
9766.38
1387
MST37
A35's AT
74t'O.c..
Seismic
0.48
3 412
ro.2sII,25 145
YesYes
99
189189
15
47165681
958907
CS16CS16
A35's AT
)4" O.C.
435's AT
)4n O.C.
DRAG:
5 10
Distance (ft)
25 30 35 40
r
I
-NGINEERING
{{20 B6od sl. 'Sude B ' sLo, CA93Jol
Phoner BO5. 776.3 I 3O' \'ru.'\'/.STUDlOPRlliElllC COnr
Roof Shear Line AnalYsis
ASCE 7-16 ChaPter 72'B
Project: San Luis Ranch Plan 6
Total drag length, Ldrag
Total shear wall length, Lwall =
Oistance (ft)
Total drag length, Ldrag =
Total shear wall length, Lwall =
IM
Job No:
Designe r:
Date:
Page:
19040
,1
SHEAR LINE ANALYSIS:
INPUT:
seg
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIS: Mo,
' Mr,
r/c,lb
Strap/Holdown
Diaph, Connection
DRAG
SHEAR LINE ANALYSIS:
INPUT:
Line
Total diaphragm reaction (F)
F
3295
A
3305
rb (ASD)
rb (ASD)
33.5
14.5
Load Case
Seismic
Load
Facto r=
0.48
Load Case:
Seismic
Load
Facto r=
0.48
ft
ft
S.W. stress, vwall = F/Lwall =227 plf
Diaph. shear stress, vdiaPh =
'-
/
Ldrag =
98 plf
Wall designation
Max Drag Force =1092 lb
o0(,
o@L Gr
OY
uOr
-1.5
0
Line;
Total dlaphragm reaction (F)
34.0
18.3
fr
ft
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIST Mo, fl-ft
Mr,
r/c,
Strap/Holdown
Diaph. Connection
5.W. stress, vwall = F/Lwall =181 plf
Dlaph. shear stress, vdiaph = F /
Ldrag =
91 plf
Wall designation
Max Drag Force =rL42 lb
o 1.5oooLqlo?'g-o o.g
0
0
b45I1
I8255
YesYesYes
I99
189
9,203
* - shear
ca pacity
reduced bY
factor of 1.25-
.125*h/b for
seismic asPect
ratio
189
ro,226
189
ro,226
9091727!r22
207420232023
MST27MST27MST27
435's AT
24" O.C.
435's AT
74" O.C.
A35's AT
24" O.C,
4T2
126.25 4II,75
YesYes
I9
455
1
455
t87
155 6242t7
3481038
cs16cs16
435's AT
24" O.C,
A35's AT
24'O.C.
DRAG
5 10 15 20 25 30
{{20 Brood Sl. ' Suile B ' SLO, CA 93{Ol
Plrone: 8o5, 776,3 i 30 . \'nr./!'/.STUD|OPRI|,1E ll lC C'fNl
SHEAR LINE ANALYSISI
Roof Shear Line Analysis
ASCE 7-16 Chapter 1"2.B
Project: San Luis Ranch Plan 6
Total drag length, Ldrag
Job No:
Designer:
Date:
Page:
11 A
11,0
19040
IJ
INPUT:
Length,
Shear
Height,
wdl, plf
ANALYSIST Mo, #-ft
Mr, #-ft
r/c,th
Strap/Holdown
Diaph. Connection
DRAG:
SHEAR LINE ANALYSISI
INPUT:
Segment
Length, ft
Shear Wall
Height, ft
wdl, plf
ANALYSIS: Mo, #-ft
Mr, #-ft
r/c,lb
Strap/Holdown
Diaph. Connection
Line:
Total diaphragm reaction (F)Total shear wall length, Lwall =
Load Case:
Seismic
Load
Facto r=
0.48
* - shear
capacity
reduced by
factor of 1.25-
.125.h/b for
seismic aspect
ratio
0.00
*
Load Case
Seismic
Load
Factor=
0.48
E
3295
Standard
lb (ASD)
ft
ft
S.W. stress, vwall = F/Lwall =300 plf
Diaph. shear sttess, vdiaph = t- /
Ldrae =
1s0 plf
Wall designation
Max Drag Force =824 lb
15
Distance (ft)
o
oLo6
o
1
Q.sg^
-0.5
-1
0 10 20
Line
Total diaphragm reaction lb (ASD)
S.W. stress, vwall - F/Lwall =plf
Diaph. shear stress, vdiaph = F /
Ldrag =
plf
Total drag length, Ldrag =
Totalshear wall length, Lwall =
ft
ft
o1o
b d.BLOoW.66v6 0.4
0.2
0
Wall designation
Max Drag Force =lb
000
2 3T
5.5((11
Yes Yes
I 9
189
13s8 1358
26942694
MST27MST27
435's AT
24" O.C.
435's AT
24" O.C.
t
DRAGI
0.00 0.00
Proiect:
Poge: I 'J
RCJ
Job No: t q
Aiu( il Pt nNt F,Ai{ [.u t s
0! ft Dote:
4420 BROAD ST. STF SAN LUIS OBISPO, CA 93401
P: 805.776.J1'39WV/.SIUDIOPRIMEINC COM
[il i+,\i i I nii i:t ,i i thi,i \l
5'-3'5'-J'
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tr-
Apt,l &\"'l?LF
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i:
ri
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l
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S"l ;tttlDAi{,i)
lv
Design of: RedundancY Factor (P)
-
-GINEERING
4420 Brood Sl. ' Suile I ' SLO, CA 93401
Phone: 805.776.3I30' WWW STtJDIOPRI'\4EINC'COM
Static Seismic Loads
ASCE 7-16 ChoPter L2.3
San Luis Ranch Plan 6
Job No:
Designer:
Date:
Page:
19040
AL
\t
Project:
.CALCULATIONS ARE PER ASCE 7-16 912.3.a'2@)
Story: Floor
I= 14755
:* 20285
Removal of shear wall M h/L ratio > 1.0 within any story will not result in more
than a 33% reduction in story strength. Therefore p is permitted to be taken as
{.0.
y-dir
%htL > 1?ht WallNoLeLine
N/ANO2925411.25 IA
YES 14.10/o20804I58
11.9o/oYES41755I6.751
N/ANO3640I4141
NO N/A435549416.75
x-dir
h/L > 1?%WallNoHeiLineLe
12.7o/o2573YES6oA5.25
12.7%YES2573I65.25A
N/ANO4160416I
YES 20.7%WSW 41 90I()2
20.7%YESWSW4190I2\t
6A%YES1 3004AIH
YES 6A%1 3004IH5
,1.120 Bro<rd 51, . Surle B ' SLC), r:A93't0l
phone: B05. Z 26,3 l 30 . r,,,J\,^,.\.,,./.STUOta-rPRll,^Elt,lC.COi4
Lateral Analysis: Floor
Loteral load diagroms al llnes ol slructural
resistonce
Project:San Luis Ranch Plan 6
F".s,lH.,t
Job No:
Designer:
Date:
Page;
8 *0.6=
14.4 * 0.6 =
19040
l6
$=
!=
3,05 * 0.7 =
6.40 * 0.7 =
2,L4
4.48
Stowen =
DLoweR =
3.06
3.05
Wrf =
Wwall=
4.8
8.64
86
49 242 82
12 2.250.833
13.751643
49 141 29
41 846 846
I 518
41 1452 1452 140
3 34 34 10
101
Selsmic
Wind
Diaphragm
Length
Depth
Seismic
Wind
Dlaphragm
Votaptr
Drag Strut
Chord
101
1111
950
2222
52
1111
950
2222
52
284
86
202
22
43
32e1 (S) 1527 (W)Level Load 3276 (S) 1527 (W)
4168 (S) 2045 (W)TOTAL LOAD 2022 (S) 146e (W)4387 (S) 2477 Nrl,
LOWER ROOF
32 46 44
27 299 37
12 346
56 299 77
44 23 23
75
14 53
926746
0.8330.833 13
20.51515
Ser'smlc
Wind
Diaphragm
Length
Depth
Seismlc
Wind
Dlaphragm
Votaph
Drag Strut
Chord
73
931
1102
1 938
57
1102
1938
57
363
86
152
25.5
34
Upper Level Load 3295 (S) 18q5@)
326 (S) 358 (W)TOTAL LOAD 4561 (S) 3343 (W)
-lQ
721
853
1 501
44
721
1501
44
218
86
152
19.75
34
Selsmrb
Wind
Diaphragm
Length
Depth
Seismic
Wlnd
Diaphragm
Vaiaph
Drag Strut
Chord
3305 (S) 1895 (W) UPPer Level Load
1652 (S) 1e55 (W)4026 (S) 274s (W)TOTAL LOAD
I
GINEERING
4.12O Brocr<J 51. ' Suds B | sL'J, CA 93lol
Phonsr 8O5.776.3 | 3O ' \{.^/W.STUDIOPRI}rEll lC'COli
Floor Shear Line AnalYsis
ASCE 7-16 ChoPter 12'B
Project: San Luis Ranch Plan 6
M -
Job No:
Designer:
Date:
Page:
19040
AL
tC
SHEAR TINE ANALYSIS:
INPUT:
Segment
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIS: MO,
Mr, #-ft
r/c, lb
Strap/Holdown
Diaph. Connection
DRAG:
SHEAR LINE ANALYSIS:
INPUT:
Segment
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIST Mo,
Mr,
rlc, t
Strap/Holdown
Diaph. Connection
Line
Total diaphragm reaction (F
10 15
Worst Case: 4th Bed OPt.
rb (ASD)
Line:
Total diaphragm reaction
S.W. stress, vwall = F/Lwall =277 plf
Diaph. shear stress, vdiaPh = F /
Ldrag =
106 plf
Wall designation 4
Max Drag Force =t274 lb
30
Worst Case: 4th Bed OPt
rb (ASD)
Total drag length, Ldrag =
Total shear wall length, Lwall =
Total drag length, Ldrag =
Total shear wall length, Lwall
Load Case
Selsmic
Load
Factor=
0.48
* - shear
capacity
reduced bY
factor of 1.25-
.125*hlb for
seismic aspect
ratio
^ - uplift added
from shear wall
above
Load Case:
Seismic
Load
Faato r=0.48
20 ?q
19.25
44.75
L6.75
ft
ft
o
oLod
o
^1a
.90.5:<-0
-0.5
-1
5 20
Distance (ft)
4
2022
ft
ft
S.W. stress, vwall = F/Lwall =127 plf
Diaph. shear stress, vdiaPh = F /
Ldrag =
4s plf
Wall designation
Max Drag Force =L265 lb
oo
oLog
o
0
s.5
-1
0
5
4168
4 53t2
5)81217.25
YesYes
I9
383383
15,58921,923
s821.0111511.3
2689^968
HDU2HDU2
A35's AT
15" O.C.
A35's AT
16" O.C.
1 2
2816.75
Yes
9
98
22790
N/A
A35's A I
16x n a
DRAG
Distance (ft)
J'l2o Brood sl. ' Sude D ' slo, cA 93Jol
Phoner aO5.776,3130, \tAvW.STUD|OPRlr^E1l lC COtul
Floor Shear Line AnalYsis
Project:
ASCE 7-1"6 Chapter 12.8
San Luis Ranch Plan 6
Job No:
Designer
Date:
Page:
19040
AL
\1
SHEAR LINE ANALYSIS:
INPUT:
Leng,th,
Shear Wall
Height, ft
wdl, plf
ANALYSIS: Mo, #-ft
Line
Total diapltragm reaction lb (AsD)
5.W. stress, vwall = F/Lwall =Tn plf
Diaph. shear stress, vdiaph = F /
Ldrap =
97 plf
Wall designation
Max Drag Force =1987 lb
Total drag length, Ldrag =
Total shear wall length, Lwall =
Load Case:
Seismic
Load
Factor=
0.48
Load Case
Wind
Load
Factor=
0,6
45.3
20.8
ft
ft
Mr, fl
T/C,
Strap/Holdown
Diaph. Connection
DRAG
INPUTT
o
oI
o
d
o
o
9.5
1
0.5
0
SHEAR tINE ANALYSIS:
13.0
10,0
45
ft
fr
Line:
Total diaphragm reaction (F)
H
3s8 lb (AsD)
Total drag length, Ldrag =
Total shear wall length, Lwall=
Segnr ent
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIS: Mo, fl
Mr,
r/c,lb
Strap/Holdown
Diaph, Connection
S.W. stress, vwall = F/Lwall =36 plf
D'nph. shear stress, vdiaPh = F /
Ldrag =
28 plf
Wall designation A
Max Drag Force =4t lb
o 0.06
Bsn+Lfu2
OY
o-0.02 0
t
4387
2 J 4l
L420.5 6.75 4
YesYes
99
26,639
383
L2,844
178274144
1559 ^1392
HDU2HDU2
* - shear
capacity
reduced bY
factor of 1.25-
.125*h/b for
seismic asPect
ratio
^ - uplift added
from shear wall
aboveA35's AT
16" n C
A35's AT
16" O.C.
2 a1
55a
YesYes
II
189
L
189
II
141B1418
4343
H DU2HDU2
A35's AT
24" O.C.
A35's AT
24" O.C.
DRAG
-0.04
-0.06 Distance (ft)
10
I
I
I
Floor Shear Line AnalYsis
ASCE 7-16 Chopter 12.8
Project: San Luis Ranch Plan 6
Job No:
Designer
Date:
Page:
19040
AL
ING
{l2O Brood Sl. ' Sude B ' SLO, CA 93{Ol
Pl,one: 805.776.31 3O ' \'n^/\r.STUDlOPRIMEll lC.COLt
SHEAR LIN ANALYSIS:
INPUT:
Segment
Length, ft
Shear Wall
Heieht, ft
wdl
ANALYSIS Mo, li
Mr, tt
r/c,
strap/Holdown
Diaph. Connection
DRAG
t/)t L',
Line:G
4561Total diaphragm reaction (F)rb (AsD)
Total drag length, Ldrag =
Total shear wall length, Lwall =
Load Case
Seismic
Load
Factor=
0.48
* - shear
capacity
reduced by
factor of 1,25-
.125*h/b for
seismic aspect
ratio
^ - uplift added
from shear wall
above
34.0
4.O
ft
ft
S.W. stress, vwall = F/Lwall =L740 plf
Diaph. shear stress, vdiaph = F /
Ldras =
134 plf
10
Wall designation WSW24x9
Max Drag Force =20!z lb
0
o3o
ooc
LqAo!g-1
o
0
-1
5
SHEAR LINE ANALYSIS:
INPUT:
Le ngth,
Shear Wall
Height, ft
wdl, plf
ANALYSIS: MO,
Mr, tl-ft
r/c'lb
Strap/Holdown
Diaph. Connection
bistance (lt) 20 tq
Total drag length, Ldrag
Total shear wall length, Lwall
2.01
Load Case
Wind
Load
Factor=
0,6
0.00
30
16.0 ft
Line
Total diaphragm reaction lb (AsD)
S.W. stress, vwall = F/Lwall =t22 plf
Diaph. shear stress, vdiaPh = F /
Ldrag =
58 plf
Wall designation A
Max Drag Force =1028 lb
ooL.g 1o:l
o 0.5
0
5 30 0.000
2 5 41
2 18 2T2
Yes
9I
189
,q
189
25
180 180
1080210802
WSW-AB1WSW.ABl
A35's AT
16" O.C.
A35's AT
16'' O,C.
C
1955
21
16I7.15
Yes
9
L'I s95
aEl
19354
N/A
435'S AT
16r n C
DRAG:
10 15 20
-I
NGINEERING
.1.{2O Brood Sl ' Surle B ' SLO, CA 93'1Ol
Phone: BO5,776,3I30 - \'L'l\'/,sTUDloPRl^nEll lC Cot^
Floor Shear Line AnalYsis
Project
ASCE 7-16 Chapter 12.8
San Luis Ranch Plan 6
llv
Job No:
Designer:
Date:
Page;
19040
AL
rq
SHEAR LINE ANALYSISI
INPUT:Line Total drag length, Ldrag =
Total shear wall length, Lwall =
Load Case:
Seismic
Loa d
Fe.for=0.48
* - shear
capacity
reduced by
factor of 1.25-
.125*h/b for
seismic aspect
ratio
^ - uplift added
from shear wall
above
Load Case:
Seismic
Load
Fe.tor=0.48
34.0
10.s
ft
frTotal diaphragm reaction rb (ASD)
Segment
Length, ft
Shear Wall
Height, ft
wdl,
ANALYSIST Mo, H-
Mr, #-
r/c,t
Diaph. Connection
DRAG:
INPUTI
Length, ft
Shear Wall
Height, ft
wdl, plf
ANALYSIS: Mo, *l-ft
Mr, fl-ft
rlc,lb
Strap/Holdown
Diaph. Connection
DRAG:
S.W. st.ess, vwall = F/Lwall =383 plf
Diaph. shear stress, vdiaph = F /
Ldras =
118 plf
0 15
Total diaphragm reaction
Sta nda rd
rb (AsD)
S.W. stress, vwall = F/Lwall =IL4O plf
Diaph. shear stress, vdiaPh = F /
Ldrae =
2O-7 plf
'10
Wall designation A
Max Drag Force =1391 lb
20
o2o
oolLO'oY^g{
o
-1
-2 Dlstance (lt)
SHEAR LINE ANALYSIS:
.E
Total drag length, Ldrag =
Total shear wall length, Lwall =
30
22.O
4.0
ft
ft
oo
oLogo
3
1
o15
-1
a
Wall designation WSW24x9
Max Drag Force =1866 lb
A
4026
2 31
5.2s 23.5 5.2s
Yes Yes
9 9
79t
L7
809
777
s2965778
2699 ^2724
HDU5HDU4
A35's AT
16" O C
A35's A'l
16" O.C.
G
4561
T 2 )
2 18 2
YesYes
99
189 189
20,525
180180
1080210802
WsW-AB1wsw-AB1
A35's AT
16" O.C.
A35's AT
16" O.C.
0
Distance (ft)
15 20
{.120 Brocrd Sl. ' Suile D ' StO, CA 93iOl
Phoner 805.726 3I30 ' \'A(1'"/.'rTUDlOPRllrEll IC COtuI
Floor Shear Line AnalYsis
ASCE 7-L6 ChoPter 12.8
Project: San Luis Ranch Plan 6
Job No:
Designer:
Date:
Page:
19040
AL
Db
SHEAR LINE ANALYSIS:
INPUT:
Segment
Length, ft
Shear Wall
Heisht, ft
wdl,
ANALYSIS:. Mo,
Mr,
r/c,t
Strap/Holdown
Diaph. Connection
DRAG:
Li ne
Total diaphragm reaction rb (AsD)
S.W. stress, vwall = F/Lwall =L46 plf
Diaph. shear stress, vdiaPh = F /
Ldrae =
73 plf
Wall designation 4
Max Drag Force =823 lb
30
Total drag length, Ldrag =
Total shear wall length, Lwall =
Load Case:
seismic
Load
Factor=
0.48
* - shear
capacity
reduced by
factor of 1.25-
.125*h/b for
seismic aspect
ratio
^ - uplift added
from shear wall
above
Load Case:
Seismic
Load
Factor=
0.48
57.00
28.50
ft
ft
0oooIooii
o 0
o 5 10
lb (ASD)
20
Distance (ft)
15
,1
SHEAR LINE ANALYSIS:
INPUT:Line:
Total diaphragrn reaction (F)
4
2022
Total drag length, Ldrag =
Total shear wall length, Lwall =
57.75
26,75
ft
ft
Segnlent
length,
Shear Wall
Height,
ANAIYSIS: Mo,
Mr,
wdl,
rlc,lb
Strap/Holdown
Diaph. Connection
S.W. stress, vwall = F/Lwall =76 plf
Diaph. shear stress, vdiaPh = F /
Ldrag =
3s plf
Wall designation
Max Drag Force =s80 lb
o
oLoN
o
0
S.s
Y
-t
0
5
4168
6 753412
8IT.2539.25 fl.5
YesYesYes
9 99
383383788
10,s3014,80112,T75
5821.01115 11.3s852,8
2015 ^301723
HDU2HDU2HDU2
A35's AT
16" O.C.
A35's AT
16" O.C,
A35's AT
16" O.C.
4237
16.75 28310
YesYes
9 I
6,803
28B 342
11,395
227906840
N/A N/A
A35's AT
24" O.C.
A35's AT
16" O.C.
DRA6:
- t_c Distance (tt)
Poge: 1- lDote:
DProiect:
r, { .ilal
l \;ii.
Job No: I
4420 BROAD ST, STE SAN LUIS OBISPO, CA S.]401
P: 805.776. 31Orr!'/W.STUDIOPRII,EINC COM
I
lv I
GINEERING
\,.-. ,.';/l i'.i.i r
ll. . iF,t/r.,i
- _-€- -
Pr
DESIGN * ENGINEERII{G
4420 Brood 5l ' Suile I ' sto, CA93'10l
Pl'o"e: B05. 776.3 I 30 r WV'/W.STlJDlO l'Rllvlt l l'lc.(:Or\
Vertical Design: Beams
Design of beams for vertical loading
Project:San Luis Ranch Plan 6
STUDIO Job No:
Designer:
Date:
Page:
19040irllY=AL
n
R1= .R2= 3l;-iO -llDL
')-'{ li,r {.nAi tt
Disf.
Loads
.l/
Point
Loads
Lensthl)'
Loading:
Irtr6 " ltt ( 16, ;a )
[!l=lv=
USE
R1=R2=
Dist.
Loads
Point
Loads
Length
Loading:
ffi=lv=
USE
Dlsf.
Loads
Point
Loads
Lenqth
R1=R2=
Loading:
lll=lv=
USE
4420 BROAD ST. SIE SAN LUIS OBISPO, CA 93401
P: 805.776.SI"SSWVI SIU0IOPRIMEINC COM
Proiect:SArit I.rt',1', ,/lntu t ll r:'t nil{,
lob No: 1 '1r:i.l i1 Doie Poge: '2.)
\l r0 t'l f. itt [1artr, Pt.riH r8
.---€- -
tu I tt @
-#-
DESIGN + ENGINEEfTING
4420 Brood Sl. . Suile B ' StO, CA93'lOl
Phoner 805.77 6.3 I 30 . \^/vA /.STUDlO PRllvlElFlC.COl'^
Vertical Design: Beams
Design ol beoms for vertical loading
Project San Luis Ranch Plan 6
STUDIO Job No;
Designer
Date:
Page:
19040irlllvt
TTI
I
AL
2V
R1= '1, ,i R2= lvTtilDL
t9 z.o tt1fi,
Dist
Loads
Point
Loads
Lenoth111_ 6tt
Loading:
1'Rrn".-.., l6ltA,;,,\
Jll=!=
USE
R1=R2=
Dist
Loads
Point
Loads
Lenqth
Loading
lll=!=
USE
D,sf.
Loads
Point
Loads
Length
R1=R2=
Loading
[/=!=
USE
Proiect:
Poge: '/5Job No Dote
iii'Jf'5,t[i\tilr {l P !Ilurr f{
4420 BROAD ST, STE SAN LUIS OBISPO, CA 93401
P: 805.776.314U.|'!W.STuDloPRlllElNC.CoM
Iir i,rr,\{ I tr-,r'i Q r.{.r. LJ f-r I il t ;\0 {,i
l
I ,',t..:.
(i
i;.'
,.,r'i'-.(
|
il
l6
t-l
ll
I
i
I
I
t
5
1i i)
DESIGN } ENGINEETIING
44?0 Erood Sl. ' Suire {J ' SLO. CA 93401
Phorrsr 8O5.276.31 30 r WVr'\{.STIJD|OPRll'IEll'lc.COl'
Vertical Design: Beams
Design of beams for vertical loading
Project;San Luis Ranch Plan 6
STUDIO Job No:
Designer:
Date:
Page:
19040ir{ly II
n
T
AL
1^6
I Lou n i"':i (t ({"
R1=R2='l'11{[
Dist.
Loads
r-l-'{iv
Point
Loads
Lenoth2\t- 6 \t
Loading:
TKrr': *: |zz(lL,4o)
tuf= 4,\"1 V= 0, h\ r,
USE T:1..i.2(rt:'.{
q,6d.1
l\'t i.; ()'r'
At l6" o. e.
J- t'9 loort r),I .5 1 t
R1= \ A r-\r P2= 1r't,,) 1\
Disf
Loads
t,,l;,;-- L
Point
Loads
Lenqth['] \- 6\'
Loading:
Jr{:: rf, -1 \.1.1 ( 1b,4,,)
M= .) .r\'\,.'!= (-,.'t r..
USE TJr 3(,o\ Q lf'0,t.
T LT'JL G
R2= 'sBo'1\oL,
.l.l r {1 t-tt
D/bt
Loads
r,-.,JJ
Point
Loads
Lengthl6' - :*
R1= \ Arnt-
Loading
TR'r R -> ) ") 5 (t )\, lrol
M= ). h) "'V= J. 6{x
usE 4o$ trr.*\ l,-Lr.)
442O Brood 5t. ' Suil6 I ' SLO, CA9340l
Phoner 8O5.276.313O ' WWW'STUDIOPRIMEINC COM
Vertical Design: Beams
Design of beoms for vertical loading
Project San Luis Ranch Plan 6
lv
Job No:
Designer:
Date:
Page:
1_9040
ALI-
II
GINEERING 7l
Loading:
1- fr.r ll ii i '1
i 11 I {J ,,r/,1ii
'.f].t{j
I \lR }
:, ,:,' ( 11,,,, t t\
) t' iir j
t,:;:t{ia,iti)
(,",]f ,',,1
v
)I{,
l: AlLt'
p.
CII
I r:,r ': i{
?,of,l,,it
I ,'1i'i, .\t
Irit
:.:: l, I ..,cr{rl {.,r',,
"0,i
l,' 't(ir)
i,:1t1t-,
I ) 1i,l!tli,
y= L[,65 ('j't -l lt" (4fuf= 1 'r,l
\tl/t
s LH t- r^f, gr'
(:)t1/4'"rs'uVt- o$USE ())\rl1';1\t'uVl
Dlst.
Loads
, p,\
tl,
.j. ir:rt{ I
.1, tltt
Point
Loadso .tot
Lenqthtt- o\'-r.n,' IQ,6,,
:l t.,lB/1^
R1= t AA|f)
1,ri i4tt t.0
R2='l-t9i;{t ll AL
'15o11
1 P,
5.t o xt Lt,
J1111 ,11{, B
i 7,q?o{Dl
[,1 ttr; i1 t.R'
i,r't, ii i {,
Loading:
TR.l B /l t' ) ls '( r v ttl)
l'A]l) ,,,4iAt.L\ 'l' i i l')
I /{ 1 1i i I t) .l \,) J'( rr,ri,l )
v= j,1i {t(..{flf = l',, , Ct 1
I J/q" ,. ll lrl't LVI-USE { t't
t'5
Dist.
Loads
{
J,
.,lt
J:
Point
Loads
Length{tl*0tt
(") (
R2=7 :16,1" ll fif
l,hr,ofirtr
*t= iAMt;
t lrt
f Rl E 'i1.i j ), 9 ' (t7, ,r,1
'I Ri B \,yAt t- ) ,l ' / i,r)
(''tif ,'.7 '7,tt| ll
/t(
i, 5 \ { tri,t{o')
Loading:
l/il6 lliq,->
2-,0ss ll
i ,Ll l; !,ti i
p'
()) -
,, I t:t'r i i'l ' i:'l ,i
r'li
"
i I
!= 5, t5 ItPl= ll,f.q h"{'1.
'. //4(LI Iri\USE I \lit vl{l6
Dlsf
Loads
Point
LoadstP,
P P
ItJ,
Length'l I).1- 1L''L-t3
il
t
Iti
,41 A
p
i
f;
Rz= 8{,011
itir:ii
'-1'. ' ii
*1= 5,:i,ln:it trl_
,,;, i'ti I ({
,,,ii..., ji I i
DESIGN + ENGINEEfIII$G
442Q Brood 51. . s!'ile B ' SLO, CA 93401
Phc,,re r BO5. 7 7 6.3 1 30 . lVV/W.STl-lDl()PRll''atll'IC COM
Vertical Design: Beams
Design of beants for vertical looding
Project:San Luis Ranch Plan 6
sTuDlo Job No:
Designer:
Datei
Page:
19040irlllvAL
-)-g
r1
oofi I3l'1
*'= \,r,,,
R2= (rlti.li li
I c;'5;,,,it.1-
Dlsf.
Loads
Point
Loads
Lensthil'-t
Loading:
Jrtir6 FLE.-) a,{ (tt\,1e')
M= 6. 5\r-u.'!= 1 .'t_-,1. t
USE ( )', i'/i li'/t" t vL
KBT f t;r-r-f e 4
R1= ffttt tior
) \r:0 '11 I 1
ft!= \gu \'rrr
\.\0t { t-.t-
Disf,
Loads
Point
LoadsI
)t
Length, -(\r'- c'
Loading:
TRrB + 1o' 5'( rirf o)
p, 610{i t;t
I
ti.lu {l t r-
l!l= b,tu'V= t'"5) "
use(p) l,/l',ll'tt' L v)_
[: L r\:i2 t];At4
R1= \O'-Jb ilrrL
)lrit\rrr
R2= \ {,'1e',\r)L'J'l'1xr\rr.
Dlst,
Loads
,r
Point
Loads\,
't Lensthlt,h'. 6*
Loading:
1 ft,* -", tu, l'''{ri,, 4', )
pr btl;\) 1i irt
I rl 0,.ts;i i.l"
[/l= 1, Lr\'r,"v= .{ , '/ J,,r
usE ()\ \'/{"'i|1i' LvL
II
n
t-
NGINEERING
4420 Broocl 51. ' Suile tl ' sLO, CA 93401
Phone: 805.776.3I 3tl r WVr'W.5l lJt)lOPRlNl[ll'lC'C()M
Vertical Design: Beams
Design of beoms for vertical loading
Pro ject:5an Luis Ranch Plan 6
llv
Job No:
Designer:
Date:
Page:
19040
AL
Lq
u,
R2= t1\3, . r-rlR1=
,.\' ,. i i,
qm il[(r
Dlst.
Loads
!irt
\rAt(
Point
LoadsJ,
[,(?;
Lenoth7_r- r tttl t- $t*
Loading:
:,, ij .-IPJ1 ] t iii ,,'"'
t:"j i'; ) !lt' t 'j q' ( fl)
i .:i ti !/ ..i 5'(l!,40)
1, , 1OrO ,:,')\'."'t"1"' l?0$1lin'
lll=\lu='l ,q(, K
USE i i \l I.r;
T iyl
R2= 140 tt rilR1= r ,,, .\ f\ r/\L.
Dist.
Loads
.L'
Point
Loads
Lenothlfir.of
Loading: OLr { 0l P ln
'i,,'
't"ql0") 'l' {li,lp{)
fll=J,kr o \
USE b t ]'4 ,,\ltf;1' LVt.
Dlsf.
Loads
Point
Loads
Lenqth
R1=R2=
Loading
lu=lll=
USE
)0
#lFO R T E.rf^tlTt MEMBER REPORT
Plan 6, Floor: F1
1 piece(s) LL7 18" TII@ 360 @ 12" oC
Overall Lerrgth: 22' 1"
PASSED
System I Floor
Member Type : Joist
Building Use I Residential
Euilding code ; lBc 2015
Design Methodology : ASD
+
0
't
0
21', 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
. Deflectlon criteria: LL (L/480) and TL (L/240)
. Top Edge Bracing (Lu): Top compression edge must be braced at 5' 1" o/c unless detailed othemlse'
. Bottonl Edge Bracing (Lu): Bottom compression edge must be braced at 21' 11" o/c unless detailed otheMise.
. A structural analysis of the deck has not been performed.
. DeflecUon analysls ls based on composlte ac-tion with a slngle layer of 23/32" Weyerhaeuser Edge'" Panel (24" span Raung) that ls glued and nailed down'
. Aridltional considerations for the Tl-Pror" Rating lnclude: 1/2" Gypsum celling'
Supports
Eearlng Length Loads to suppods (lbs)
AccessotiesTotalAvallableRequlredDedFloor Llve Total
I - Stud wall - Dl'3.50"2.25',r,75'199 442 64t 1 114" Rim Board
2 - stud wall - DF 3.50'2,25"t./J 199 442 641 t l/4" Rim Board
to carry member
Vertical Load Location (side)spacing
Dead
(0.e0)
Floor Live
(1,00)Comments
I - Uniform (PSF)0 to 22' l"t2"18.0 40.0 Default Load
FortewEB software OPerator lot Notes
Colby scanlon
Studio Prime Inc.
(530) 277-2017
intern@studloprimeinc.conl
A Q""o'*o"uroRtsTRYrNrTrATrvt
Weycrhireuser
l2lLU20I9 5:55:42 PN4 UTC
ForteWEB v2.1, Engine: V7.3.2'309, Data: V7'2.0.2
File Name: San Luis Ranch
Pagel/1
DesiEn Results Actual @ Location AIIowed Result LDF Loadr Combination (Pattern)
Member Reaction 634 @ 2 rl2'1207 (2.25"\Passed (53o/o)1,00 1,0D+ 1.01(AllSpans)
Shear 674 @ 3 ll2',1705 Passed (37olo)1.00 1,0D+ 1.01(AllSpans)
Moment (Ft-lbs)3403 @ 11' U2"6180 Passed (55olo)1.00 1.0D+1.01(AllSpans)
Live Load Defl. (in)0.4s4 @ 11' U2'0.542 Passed (L/573)1.0D+ 1.01(AllSPans)
Total Load Defl. (in)0.658 @ 11'1/2"1.083 Passed (L/395)1.0D+1.01(AllSpans)
TJ-Pro'n' Ratinq 41 3B Passed
Weyerhaeuser
torelated the
toresponsible 1387
Weyerhaeuser
testedand/or
weyerlraeuser products/documentlibrary..com/wood
The product application, input design loads,dirnensions and suPPort information have been provided by FortewEB software operator
3t
PASSEDgIFORTE'$TM MEMBER REPORT
Plan 6, Floor: F1
1 piece(s) Ll7 18" TJI@ s60 @ 16" Oc
Overall LenlJth:22' 1"
+
0+
0
21'6'
All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal.
. Deflection criteria: LL (L/480) and TL (L/240).
. Top Edge Bracing (Lu): Top compression edge must be braced at B' 3" o/c unless detailed otheruise.
. Bottom Edge Bracing (Lu): Bottom conrpression edge must be braced at 2i' 11" o/c unless detalled otherwlse.
. A structural analysis of the dtrk has not ben performed,
. Deflection analysis ls based on composite actlon with a single layer of 23132" Weyerhaeuser Edge"' Panel (24" Span Ratlng) that ls glued and nailed down'
. Additional considerations for the TJ-Pro"a Rating include: 1/2" Gypsum celllng'
Supports
Bearing Length Loads to Supports (lbs)
AccessotiesTotalAvailableRequiredDeadFloor Live Total
1 - Stud wall - DF 3,50"1.75'26s sB9 Bs4 1 1/4" Rim Board
2 - Stud wall - OF 3,50'2.25"r.75"265 589 854 1 1/4" Rim Board
assumed to carry
Vertical Load Location (Side)Spacing
Dead
(0,e0)
Floor Live
(1,00)conlments
I - Uniform (PSF)0 to 22' 1"16'18.0 40.0 Default Load
FortewEB Software oPerator Job Notes
colby Scanlon
Studio Prime Inc,
(s3o) 277-2017
intern@studioprimeinc.com
system: Floor
Member Type : Joist
Building Use : Resldential
Bullding code ; IBc 2015
Design l"lethodology : AsD
it,
A Q""o'*ouo'oRisrRYrNrTrA'rvr
Veyerhaeuser
L211'U20I9 5:54:31 PM UTC
ForteWEB v2.1, Engine: V7'3.2.309, Data: V7.2,0.2
File Name: San Luis Ranch
Paqel/1
Desiqn Results Actual @ Location Allowed Result LDF Load: Combinatlon (Pattern)
Member Reaction 846 @ 2 1/2"1396 (2.2s")Passed (610/o)1.00 1,0D+1.01(AllSpans)
Shear 831 @ 3 1/2'2050 Passed (41olo)1.00 1,0D+1.01(AllSpans)
Moment (Ft-lbs)4s3B @ 11' 1/2'9500 Passed (48olo)1.00 1.0D+1.01(AllSpans)
Live Load Defl. (in)0.41s @ 11'1/2"0,542 Passed (L/627)1.0D+1.01(AllSpans)
Total Load Defl. (in)0.601 @ 11'1/2"1.083 Passed (L/432)1.0D+ t.0L(AllSpans)
TJ-Proli'Ratinq 42 3B Passed
Weyerhaeuser
Weyerhaeuser
related to the
responsible to
and/or tested
input design loads, dimenslons and support lnfororation have been provided by FortewEB software opelatorThe product
3't
PASSED',glFoRTE'pm MEMBER REPORT
PIan 6, Floorl F2
1 piece(s) LL 7 lB" TJI@ 360 @ 16" Oc
Overall Length: 1B'1"
17'6'
All locations are measured from the outside face of left support (or left cantitever end)' All dimensions are horizontal'
. Deflection criteria: tL (L/480) and TL (L/240).
. Top Edge Bracing (Lu): Top compression edge must be braced at 5' 5" o/c unl€ss detailed othelr{ise'
. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 11" o/c unless detailed otheNise'
. A structural analysis of the deck has not been performed'
. Defleclion analysis is based on composite action with a single layer of 23/32" weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down'
. A.lditional considerations for the TJ-Pro''n RaUng include: U2" Gypsum celling'
Supports
Bearing Length Loads to Supports (lbs)
AccessorlesTotalAvailableRequiredDead Floor Live Total
1- stud wall - DF 3.s0"2.25"r,75.217 482 599 1 1/4" Rint Eoard
2 - Stud wall - DF 3.50") )\n 1.75'217 482 699 1 1/4" Rim Board
carry it, bypassing being
Vertical Load Location (Side)Spacing
Dead
(o.eo)
Floor Live
(1.00)comments
1 - Uniform (PsF)0 to 18' l"16"18.0 40.0 Default Load
FortewEB Software oPerator Job Notes
colby scanlon
Studio Prime Inc.
(s3o) 277-2017
intern@studioPrimeinc.com
+
0+
0
System: Floor
MemberType : loist
Building Use : Residential
Bullding Code : IBC 2015
Deslqn l'4ethodology : ASD
A Q""o'*ou*FoRtsTRYrNrTrATrvE
Veycrhaeuser
tzlIIl2079 5:57:43 PM UTC
ForteWEB v2.1, Engine: V7'3.2.309, Data: V7.2'0'2
File Nanle: San Luis Ranch
Pagel/1
Desiqn Results Actual @ Location Allowed Result IDF Loadr combination (Pattern)
lvlember Reaction 69t @ 2 Llz"1202 (2.2s")Passed (58o/o)1.00 1.0D+1.01(AllSPans)
Shear 677 @3 U2"1705 Passed (40olo)1.00 1.0D+1.01(AllSPans)
Moment (Ft-lbs)3017 @ 9' 1/2"6180 Passed (49olo)1.00 1.0D+1.0 1
Live Load Defl, (in)0.273 @ 9'1/2"0.442 Passed (L/777)1.0D+1.0 1
Total Load Defl. (irr)0.3ss @ 9'1/2"0.B83 Passed (L/s36)1.0D+1.0 1
TJ-Prorra Rating 49 45 Passed
loads, dimensions aud suPport information have been provlded by FortewEB Software Operator
The product aPPlication, input
'3 t)
Wood Beam
STUDIO PRIME INC.
DESGRIPTIO F3
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016' ASCE 7-10
Load Combination Set : IBC 201 8
Material Propefties
Analysis MethoAllowable Stress Design
Load CombinatilBC 2018
Fb+
Fb-
Fc - Prll
1,000.0 psi
1,000,0 psi
1,500.0 psi
625.0 psi
180.0 psi
675.0 psi
E : Modulus of Elasti
Ebend- xx 1,700.0 ksi
Eminbend - x 620.0ksi
Wood Species Douglas Fir-Larch Fc - Perp
Wood Grade No.1 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
Density 31.210pcf
4x8
Span = 16.250 ft
Service loads entered. Load Factors will be applied for calculationsApplied Loads
Uniform Load D = 0.0180, Lr = 0.020 ksf, Tributary Width = 2'250 ft
DESIGN S-U-MMARY
lMiiimur e;noing siiesi Ratio
; Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Defleclion
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.680 1
4xB
1,104.5'1 psi
'1,625.00psi
+D+LT
8.125ft
Span # 1
0.169 : 1
4x8
38.07 psi
225.00 psi
+D+Lr
0.000 ft
Span # I
Maximum Shear Stress Ratio
Section used for this sPan
:
Load Combination
Location of maximum on span =
Span # where maximum occurs =
i
0.376 in Ratio =
0.000 in Ratio =
0.7'14 in Ratio =
0.000 in Ratio =
51 B >=360
0 <360
273>=240
0<240
Maximum Forces & Stresses for Load Combinations
Moment Values Shear Values
Load Combination
Segment Length
Max Stress Ratios
C6 Crnl C1 Cr Cm Ct CL M fb F'b V fv F'vSpan# M V
D Only
Lengih = 16.250 ft 1
+D+Lr
Length = 16.250 ft 1
+D+0.7501r
Length = 16.250 ft 1
+0.60D
Length = '16.250 ft 1
0.447
0.680
0.590
0.1 51
0.111
0.169
0,147
0.038
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1.34
2.82
2.45
0.80
0.00
18.03
0.00
38.07
0.00
33.06
0.00
10.82
0.00
162,00
0.00
225.00
0.00
225.O0
0.00
288.00
0.90
1.25
1.25
'1 .60
1.s00
1.300
1.300
1.300
1.300
1.300
1.300
1.00
'1 .00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
0.00
0.31
0.00
0,64
0.00
0.56
0.00
0.18
0.00
s23,19 1170,00
0.00
1,104.51 1625.00
0,00
959.18 162s.00
0.00
313,91 2080.00
Overall Maximum Deflections
Load Cornbination Span Max. "-" Defl Location in Span Max. "+" Defl Location in Span
+D+LT 41 B,1 84
Load Cornbinalion
0.0000 0.000(.).
3q
Wood Beam PRIME INC.
DESCRIPTIO F4
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016'ASCE 7-,10
Load Combination Set: IBC 2018
Material ProPedies
Analysis MethoAllowable Stress Design
Load CombinatilBC 2018
Wood Species iLevel Truss Joisl
Wood Grade Microlam LVL 2'0 E
Beam Bracing Beam is Fully Braced against lateral-torsionat buckling
153
Fb+
Fb-
Fc - Prll
Fc - Perp
Fv
Ft
2,600.0 psi
2,600.0 Psi
2,5'10.0 psi
750.0 psi
285.0 psi
1,555.0 psi
E : Modulus of Elasti
Ebend- xx 2,000'0ksi
Eminbend - x '1 ,016'54 ksi
Density 42.O1Opct
2-1 .75x14
Span = 21.50 fi
Service loads entered. Load Factors will be applied for calculations
Appl ied Loads
Uniform Load : D = 0.0180, L=0.040 ksf, TributarY Width =1.330 ft
3.50 ftUniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width =
Uniform Load : D = 0.0170 ksf, Tributary Width = 9'0 ft
Point Load : E = -7.458 k @ 8'0 ft
Point Load : E = 7,458 k @ 12.250 fl
DESIGN SUMMARYiffi;;;'B;"Jins aii;ss R;ii"
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transieni Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.6s8 1
2-1.75x14
I ,777.75psi
2,546.06 Psi
+D+L
'10.750ft
Span # 1
Maximum Shear Stress Ratio
Section used for this sPan
E
0.325 : 1
2-1.75x14
148,40 psi
456.00 psi
+D+0.70E
8.004 ft
Span # 1
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
0.211in Ratio=
0.000 in Ratio =
1.004 in Ratio =
0.000 in Ratio =
'1 21 9 >=360
0 <360
256>=240
0<240
Stresses for Load GombinationsMaximum Forces &
Moment Values Shear Values
Load Combination
Segment Length SPan #
Max Stress Ratios
C; Cr Cm Ct CL M fb F'b V fv F'vMVcdcru
D Only
Length = 21.50 ft 1
+D+L
Length = 21.50 ft 1
+D+LT
Length = 21 .50 ft 1
+D+0.7501r+0,7501
Length = 21 .50'fl 1
+D+0.7501
Length = 21.50 it 1
0.635
0.698
0,591
0.633
0.580
0.276
0.304
o.257
0.276
0.252
0.90
1.00
1.25
1.25
1.15
0.979
0.979
0.979
0.979
0.s79
0.979
0.s79
0.s79
0.979
'1.00
1.00
1.00
1.00
1.00
1.00
'1 .00
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
'1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
13.86
16.94
17.91
19.20
to. l/
1,455,12
1,777.75
1,879.63
2,O15,48
1,697.09
0.00
2291 .45
0.00
2546.06
0.00
3182.57
0.00
3182.57
0.00
2927.97
0.00
2.32
0.00
2.83
0.00
2.99
0.00
3.21
0.00
2.70
0.00
70.89
0.00
86.61
0.00
91 .57
0.00
98.19
0.00
82.68
0.00
256.50
0.00
285.00
0.00
356.25
0.00
356.25
0.00
327.75
.00
.00
,00
.00
.00
.00
.00
.00
.00
35
Wood Beam lNc.
DESCRIPTIO F4 - Scheme B
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASC E 7-10
Load Combination Set : IBC 20lB
Material ProPeilies
Analysis MethoAllowable Stress Design Fb +
Load CombinatilBC 2018 - Fb -
Fc - Prll
Wood Species iLevel Truss Joist Fc - Perp
Wood Grade MicroLam LVL 2.0 E Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2,600.0 psi
2,600.0 psi
2,510,0 psi
750.0 psi
285.0 psi
1,555.0 psi
E : Modulus of Elasti
Ebend- xx 2,000.0ksi
Eminbend - x 1,016.54ksi
Density 42.010 pcf
Et7 .4185
4-1.75x16
Span = 21.50 ft
Service loads entered. Load Factors will be applied for calculations'
Applied Loads
Uniform Load :
Uniform Load :
Uniform Load :
Point Load : E
Point Load : E
DESIG.N SUMMARY
Miiitrt aenoing Stress Ratio
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
D = 0.0'180, L = 0.040
D = 0.0180, Lr = 0.014
ksf, TributarY Width = 1.330 ft
0 ksf, Tributary Width = 23.250 ft
D = 0.0170 ksf, Tributary Width = 9.0 ft
=-7,458k@B.0ft
= 7,458 k @ 12.250 ft
0.684 1
4-1.75x16
2, '1 38.02 psi
3,1 25.30 Psi
+D+Lr
'10.750ft
Span # 1
Maximum Shear Stress Ratio
Section used for this sPan
0.329 : 1
4-1.75x16
1 17.1 1 psi
356.25 Psi
+D+Lr
20.245ft
Span # 1
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
783 >=360
0 <360
276>=240
0<240
0.329 in Ratio =
0.000 in Ratio =
0.932 in Ratio =
0.000 in Ratio =
for Load CombinationsMaximum Forces & Stresses
Moment Values Shear Values
Load Combination
Segment Length
Max Stress Ratios
v cd crny C; Cr Cm Cr CL M fb F'b V fv F'v
Span # M
D Only
Length = 21.50 ft 1
+D+L
Length = 21 ,50 (l 'l
+D+Lr
Length = 21.50 ft 1
+D+0.7501r+0.750L
Length=21.50ft 1
+D+0.7501
Length = 21 .50 ft 'l
0.614
0.602
0.684
0.653
0.513
0.295
0.289
0.329
0.314
o.246
0.90
1.00
1.25
1.15
0.962
0.s62
0.s62
0.962
0.s62
0.962
0.962
0.962
0.962
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
'1 .00
1.00
34.41
37.48
53.21
50.82
36.71
1,382.35
1,505.86
2,138.02
2,041 .74
1,474.99
0.00
2250.22
0.00
2500.24
0.00
3125.30
0,00
3125,30
0.00
2875.28
0.00
5.65
0.00
6.16
0.00
8,74
0.00
8,35
0.00
6.03
0.00
75.72
0.00
82.48
0,00
117 ,11
0,00
111.83
0.00
80.79
0.00
256.50
0.00
285.00
0,00
356.25
0.00
356.25
0.00
327.75
.00
.00
.00
.00
.00
.00
,00
.00
.00
1.00 1
1.00 1
1,00 1
1.00 'l
1.00 1
1.00 1
1.00 1
1.00 1
1.00 1
36
Wood Beam
DESCRIPTIO F5 - floor bm at line 5
CODE REFERENCES
Calculations per NDS 20'15, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2018
rial PronerliesMate
Analysis MethoAllowable Slress Design
Load CombinatilBC 2018
Wood
Wood
Species
Grade
Fb+
Fb-
Fc - Prll
Fc - Perp
Fv
Ft
2,600.0 psi
2,600.0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
E: Modulus of E/asll
Ebend- xx 2,000.0ksi
Eminbend - x 1,016.54ksi
iLevel Truss Joist
MicroLam LVL 2.0 E Density 42.010pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
153
2-1 .7 5x1 1 .a7
Span = 11.0 tt
Service loads entered. Load Factors will be applied for calculations'Applied Loads
Uniform Load
Uniform Load
Uniform Load
pFsJG^' SU_MMARY
ffiiirum ae;A'ns stre". niiio
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
D - 0.0180, L = 0.040 ksf, Tributary Width = 1 .330 ft
D = 0.0180, Lr = 0.020 ksf, Tributary Width = 18.0 ft
D = 0.0170 ksf, Tributary Width = 9'0 ft
0.584 1
2-1.75x11.87
1,899.61 psi
3,250.00psi
+D+Lr
5.500ft
Span # 1
0.122 in Ratio =
0.000 in Ratio =
0,292 in Ratio '
0.000 in Ratio =
Maximum Shear Stress Ratio
Section used for this sPan
0.396 : 1
2-1.75x11.87
140.96 psi
356.25 Psi
+D+Lr
10.036 ft
Span # 1
Load Combination
Location of maximum on span =
Span # where maximum occurs =
1 080 >=360
0 <360
451 >=240
0<240
Forces & Stresses for Load CombinationsMaximum
Load Combination
Segment Length
Max Stress Ratios Moment Values Shear Values
C6 Crru C1 Cr Cm Ct CL M fb F'b V fv F'vSpan# M V
D Only
Length = 1'1.0 ft 1
+D+L
Length = 11.0 ft 1
+D+Lr
Length = 1 1.0 ft 1
+D+0,7501r+0.7501
Length = 11.0 ft 1
+D+0.7501
Length = 11.0 ft 1
+0.60D
Length = 11.0 ft 1
0.472
0.470
0.584
0.550
0.399
0.1 5S
0.320
0.318
0.396
0.373
0.270
0.108
0.s0
1.00
1.25
1.25
1.15
1,60
1.000
1.000
'1.000
1.000
1.000
1.000
1.000
1,000
1.000
1.000
1.000
1.00
1.00
'1 .00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1,105.30
1,222.68
1,899.61
1,789.07
1,1S3.33
663.1 I
0.00
2340.00
0.00
2600.00
0.00
3250.00
0,00
3250.00
0.00
29S0.00
0.00
4160,00
0.00
2.27
0.00
2.51
0.00
3.S1
0.00
3,68
0.00
2.45
0.00
1,36
0.00
82.02
0.00
90.73
0.00
140.96
0.00
132.75
0.00
88.55
0.00
45.21
.00
.00
,00
,00
.00
.00
.00
.00
.00
.00
.00
,00
,00
.00
.00
.00
7.58
8.38
13.02
12,26
8.18
4.55
0.00
256.50
0.00
285.00
0.00
356.25
0.00
356,25
0,00
327.75
0.00
456,00
1,00
1.00
1.00
1.00
1.00
)7
Wood Beam lNc.
DESCRIPTIO F6
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016'ASCE 7-10
Load Combination Set:lBC 2018
Material ProPedies
Analysis MethoAllowable Stress Design Fb +
toad ComOinatilBC 2018 Fb -
Fc - Prll
Wood Species ilevel Truss Joist Fc - Perp
Wood Grade MicroLam LVL 2'o E Fv
Ft
Beam Bracing Beam is Fully Braced against latera]-torsional buckling
2,600.0 psi
2,600.0 psi
2,5'10.0 psi
750.0 psi
285.0 psi
1,555,0 psi
E: Modulus of Elasti
Ebend- xx 2,000.0ksi
Eminbend - x 1,0'16.54ksi
D(2.76) L(1.e8)L E(-7
Density 42.010pcf
2-1 .75x1 6
Span = 9.750 ft
Service loads enlered. Load Factors will be applied for calculations
2-1 75x16
Span = 2.250 ft
Appl ied Loads
Load for Span Number 1
Uniform Load : D = 0.0180, L = 0.040 ksf, Tributary Width = 5'50 ft
Uniform Load : D = 0.0180, Lr = 0.020 ksf, TributaryWidth = 4'0 ft
Uniform Load : D = 0.0170 ksf, Tributary Width = 9'0 ft
PointLoad '. D=2]60, Lr= 1'980, L = 0'290, E=7'458 k @0'0ft
Load for Span Number 2
Uniform Load : D = 0.0180, L = 0.040 ksf, Tributary Width = 5'50 ft
Uniform Load : D = 0.0'1 80, Lr = 0.020 ksf, Tributary Width = 4'0 ft
Uniform Load ; D = 0'0170 ksf, Tributary Width = 9'0 ft
Point Load : E = -7.458 k @ 2.50 ft
Point Load '. E = 7.458 k @ 5.250 ft
DES'GN SU.MMARY
r,rrailmum a;;ding Stress natio
Section used for this sPan
Maximum Shear Stress Ratio
Section used for this sPan
0.377 '1
2-1.75x16
1 ,508.82 psi
4,000.38 psi
+D+0.70E
2.250ft
Span # 1
0.494 :1
2-1.75x16
225.44 psi
456,00 psi
+D+0.70E
1 .345 ft
Span # 1
Load Combinatiotr
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.103 in Ratio =
-0.056 in Ratio =
0,098 in Ratio =
-0.046 in Ratio =
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
522 >=360
21 00 >=360
552>=240
2568>=240
Stresses for Load Gombinations
Design OK
Maximum Forces &
Moment Values Shear Values
Load Combination
Segtnent Length SPan #
Max Stress Ratios
C4 Crru C; Cr Cm Ct CL M fb F'b V fv F'vM
D Only
Length = 2.250'fl 1
Length = 9.750 ft 2
0.334 0.90 0.962 1.00 1.00
0.334 0.90 0.962 1.00 1.00
.00
.00
0,00
564.92 2250.22
564.92 2250.22
0.00
85.60
85.60
0.00
256.50
256.500.251
0,251
1.00 1.00
1.00 1.00
7.03
7.03
0.00
J.IU
1.88
.))
Wood Beam
DESCRIPTIO F7
CODE RFFERENCES
Calculaiions per NDS 2015' IBC 2015'cBc 2016, ASCE 7-10
Load Combination Set : IBC 2018
Material ProPerties
Analysis MethoAllowable Stress Design
Load CombinatilBC 2018
Wood Soecies iLevel Truss Joist
Wood Giade Microlam LVL 2'0 E
Beam Bracing Beam is Fully Braced against lateraltorsional buckling
Fb+
Fb-
Fc - Prll
Fc - Perp
Fv
Ft Density 42.01pci
2600 psi
2600 psi
25'10 psi
750 psi
285 psi
1 555 psi
E : Modulus of Elasti
Ebend- n< 2000ksi
Eminbend - x 1016.535ksi
2-1.75x11.87
Span = 11.750 fl
Service loads enterecl. LoacJ Factots will be applied for calculations
ed Loads
Uniform Load D = 0.0180, L = 0.040 ksf, TributarY Width = 6.50 ft
DES'GN SUMMARY
Maximum Bending Stress Ratio
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Translent Deflection
Max Downward Total Deflection
Max Upward Total Defleclion
0.36$ 1
2-1.75x11.87
949. 1 3 Psi
2,600.00Psi
+D+1.
5.875ft
Span # 1
Maximum Shear Stress Ratio =
Section used for this sPan
=
Load Combination
Location of maximum on span =
Span # where maximLlm occurs =
'l 228 >=360
0 <360
846 >=240
0 <240
ffi
0.233 : 1
2-1.75x11.87
66.52 psi
285,00 Psi
+D+L
0.000 ft
Span # 1
0.115 in Ratio=
0.000 in Ratio =
0.166 in Ratio=
0.000 in Ratio =
for Load GombinationsMaximum Forces &Stresses
Moment Values Shear Values
Load Comblnatlon
Segment Length
Max Slress Ratlos C1 Cr Cm Ct Cg M fb F'b VfuF'Vc6 cruSpan# M V
0.126
0.365
0.242
0,042
0.080
0,233
0,1 55
0.027
1.000
1.000
1.000
1.000
1,000
1.000
1.000
1,00
1.00
'1,00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1.00
2,02
6.51
5.38
1.21
294.56
949.1 3
785.48
176.73
0.00
2340.00
0.00
2600.00
0.00
3250,00
0.00
4160,00
0.00
0,57
0.00
1,84
0,00
1.53
0.00
0.34
20,64
0.00
66.52
0.00
55.05
0.00
12.39
0,00
256.50
0.00
285.00
0.00
356.25
0.00
456,00
0.00
D OnlY
Length = 11.750 ft 1
+D1L
Length = 11,750 ft 1
+D+0,7501
Length=11.750ft 1
+0.60D
Length=11.750ft 1
.00
.00
.00
.00
,00
.00
.00
0.90
1,00
1.25
1.60
1.00 1.00
1.00 1,00
1.00 1.00
1,00 1.00
1.00 1.00
1.00 1,00
1,00 1.00
Maximum DeflectionsOverall Max, "+" Defl Locatlon in SPan
Load Combination Span Max. "'" Defl Location in Span
+D+L 0,1 5.91
Combinalion
0.0000 0.000
"t.n
Wood Beam
DESCRIPTIO FB
CODE REFEREA'CES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2018
PropertiesMaterial
Analysis MethoAllowable Stress Design Fb +
toad ComUinatilBO 2018 Fb'
Fc - Prll
Wood Species ilevel Truss Joist Fc' Perp
Wood Grade Microlam LVL 2.0 E Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2,600,0 psi
2,600.0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
E : Modulus of Elasti
Ebend- xx 2,000.0ksi
Eminbend-x 1,0'16.54ksi
D(0 L(1.53)
2-1.75x11'B7
=6.0ft
Density 42.010pct
Service loarls entered. Load Factot's will be applied for calculations.Applied Loads
Uniform Load : D =0.0180, L =0.040 ksf, Tributary Width = 10.50 ft
Point Load : D = 0.690, L ='1.530 k@ 2.50ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this sPan
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Shear Stress Ratio =
Section used for this sPan
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
2950 >=360
0 <360
2034>=240
0 <240
0.331: 1
2-1.75x11.87
860.1 2 Psi
2,600.00Psi
+D+L
2.496ft
Span # 1
0.319 i 1
2-1.75x11.87
91.02 psi
285.00 psi
+D+L
0.000 ft
Span # 1
0.024 in Ratio =
0.000 in Ratlo =
0.035 in Ratio =
0.000 in Ratio =
Maximum Forces &Stresses for Load Combinations
Moment Values Shear Values
Load Combination
Segment Length SPan #
Max Stress Ratios
MV c6 crnr C; Cr Cm C1 C1 M fb F'b VtuF'v
D Only
Length=6.0ft 1 0.114 0'110
+D+L
Length = 6.0 ft 1 0'33'1 0.319
+D+0.7501
Length = 6.0 ft 1 0.219 0,211
+0.60D
Length=6.0ft 1 0'039 0.037
Overall Maximum Deflections
00
00
00
00
00
00
00
1.00
1.00
1,00
1,00
't,00
1.00
1.00
0,00
2340.00
0.00
2600.00
0.00
3250.00
0.00
4'160.00
0,00
0.78
0.00
2.52
0.00
2,09
0,00
0.47
0.00
256.50
0.00
285,00
0,00
356,25
0,00
456.00
0.90
1,00
1,25
1.60
1,000
1,000
1.000
1.000
1.000
'1.000
1,000
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.83
5.90
4,88
1.10
267.15
860,1 2
711,88
160.29
'1.00
1,00
1.00
1.00
1.00
1.00
1,00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
28,27
0,00
91,02
0.00
75.33
0.00
16.96
Load Combination Max. "-" Defl Location in SPan Max. "+" Defl Location in Span
+IJ+L
Span
0,0354 2.934
Load Combination
0.000
,.1'4i,
Wood Beam
DESCRIPTIO F9
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016' ASCE 7-10
Load Combination Set: IBC 2018
Material Properties
Analysis MethoAllowable Stress Design Fb +
Load CombinatilBC 2018 Fb -
Fc - Prll
Wood Species iLevel Truss Joist Fc - Perp
Wood Grade MicroLam LVL 2.0 E rv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2,600.0 psi
2,600.0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
E : Modulus of Elasti
Ebend- xx 2,000.0ksi
Eminbend - x 1,016.54ksi
DensiW 42.010pct
L(1.e)
1
2-1 ,75x11.87
Span = 10.0 ft
Loads
Uniform Load : D = 0.0180, l- = 0.040 ksf, Tributary Width = 10.50 ft
Point Load : D = 0.850, L = 1.90 k @ 8.50 ft
DES'GN SUMMARY
Maximum Bending Stress Ratio ;
Section used for this sPan
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Defleclion
Max Upward Translenl Deflection
Max Downward Total Deflection
Max Upward Total Defleclion
Service loacJs entered, Loacl Factots will be appliecl for calculations.
Effinrm
0^551: 1
2-1.75x11.87
'1,431.76psi
2,600.00psi
+D+L
5.693ft
Span # 1
Maximum Shear Stress Ratio
Section used for this sPan
0.606 : 1
2"1.75x11.87
172.60 psi
285.00 psi
+D+L
9.015 ft
Span # 1
0.128 in Ratio=
0.000 in Ratio =
0.186 in Ratlo =
0.000 in Ratio =
Load Combination
Location of maximum on span =
Span # where maximum occurs =
930 >=360
0 <360
645>=240
0 <240
Maxim um Forces & Stresses for Load Combinations
Load Combinallon Max Stress Ratios
Segment Length Span # --M - * V-- C6 Crru
Moment Values Shear Values
Ci Cr Cm Ct C1 M fb F'b VfuF'v
Dbnly -- - --0.00
2340.00
0,00
2600.00
0,00
3250,00
0,00
4160.00
0.00
1.48
0.00
4,78
0.00
3,96
0.00
0.89
0,00
53.46
0.00
172,60
0.00
142.81
0.00
32.08
0.00
256.50
0.00
285.00
0.00
356.25
0.00
456.00
Length = 10,0 ft 1 0.190 0.208 0.90
+D+L
Lenglh = 10.0 ft 1 0'551 0'606 1.00
+D+0.750L
Length = 10,0 ft 1 0.365 0.401 1,25
+0.60D
Length = 10,0 ft 1 0.064 0'070 1'60
Overall Maximum Deflections
1.000
'1,000
1.000
1.000
1.000
1.000
1.000
1.00
1,00
1,00
1,00
1,00
1.00
1.00
1.00
1,00
1.00
1.00
1,00
'1,00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00 1,00
1.00 1,00
3.04
9.Bl
8.12
1.83
443.91
1,431,76
1,184.80
266,35
00
00
00
00
00
.00
,00
,00
,00
.00
+D+L 0.1 85E 5.182
Load Combination
0.0ur)u 0.000
Load Combination Span Defl Location in SPan Max. "+" Defl Location in Span
1
'fl
Wood Beam
DESCRIPTIO F10 hdr at line A
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016' ASCE 7-10
Load Combination Set : IBC 20'18
Material rties
Analysis MethoAllowable Stress Design Fb +
Load CombinatilBC 2018 Fb -
Fc - Prll
Wood Species Douglas Fir-Larch Fc - Perp
Wood Grade No.1- Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
09
4x1 0
Span = 6.50 fl
31 .210 pcf
Service loads entered. Load Factors will be applied for calculations
1,000.0 psi
1,000.0 psi
1,500,0 psi
625.0 psi
180.0 psi
675.0 psi
E : Modulus of Elasti
Ebend- xx 1,700.0ksi
Eminbend - x 620.0ksi
Density
D
Applied Loads
Uniform Load: D=0.0180, L =0.040ksf, TributaryWidth =5.0
Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width - 17.0 ft
Point Load : E = 3.708 k @4.0 ft
Uniform Load : D = 0.0170 ksf, Tributary Width = 9.0 ft
ft
DES'GN SUMMARY
Maximum Bending Stress Ratio
Section used for this sPan
Load Combination
Location of maximum on sPan =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.843 '1
4x1 0
1,617.97psi
1 ,920.00 psi
+D+0.70E
3.985ft
Span # 1
Maximum Shear Stress Ratio
Section used for this sPan
= Q.489 : 1
4x1 0- 1 '1 0.'l 0 Psi
= 125,00 psi
+D+0.750Lr+0.750L
= 5.7 411t.- Span # '1
0.087 in Ratio =
0.000 in Ratio =
0.118 in Ratio =
0.000 in Ratio =
Load Combination
Location of maximum on span
Span # where maximum occurs
B91 >=360
0 <360
662>=24
0 <24
Maxi mum Forces & Stresses for Load Gombinations
Load Combination
Segment Length
Max Stress Ratios
Span# M V C6 Crru C; Cr Cm Ct CL M fb F'b V fv F'v
Moment Values Shear Values
D Only
Length = 6.50 ft
+D+L
Length = 6.50 ft
+D+Lr
Length = 6.50 ft
+D+0,7501r+0.7501
Length = 6.50 ft
+D+0.7501
Length = 6.50 ft
+D+0.70E
0.645
0.793
0.753
0.808
0.643
0.391
0.480
0.456
0.489
0.390
0.90
1.00
1.25
1.25
1.15
1.200
1.200
1.200
1,24O
1.200
1.200
1.200
1.200
1.200
1.200
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
'1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
'1 .00
1.00
1.00
1.00
2.90
3.96
4.70
5,04
3.6S
0.00
1080.00
0.00
1200.00
0,00
1500.00
0.00
1500.00
0.00
13B0.00
0.00
0.00
63.36
0.00
86,44
0.00
102.60
0.00
1 10.10
0.00
80.67
0.00
0.00
162.00
0.00
180.00
0.00
225.OO
0.00
225.00
0.00
207.00
0.00
.00
.00
.00
.00
,00
.00
.00
.00
.00
.00
697.09
ss1.04
1,128.81
1,211.34
887.55
0.00
1.37
0.00
1.87
0.00
2.21
0.00
2.38
0.00
1.74
0.00
qL
Wood Beam
STUDIO PRIME INC.
DESCRIPTIO F11
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2018
Material Propefiies
Analysis MethoAllowable Stress Design
Load CombinatilBC 2018
Wood Species ilevel Truss Joist
Wood Grade Parallam PSL 2'2E
Beam Bracing Completely Unbraced
Fb+
Fb-
Fc-
Fc-
Fv
Ft
2,900.0
2,900,0
2,900.0
750.0
290.0
2,025.0
psi
psi
psi
psi
psi
psi
E : Modulus of Elasti
Ebend- xx 2,200.0ksi
Eminbend - x 'l ,118,19ksiPrll
Perp
Density 45.070 pcf
11
11.875 X 3,50
Span = 14.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations
Uniform Load : W = 0.013'10 ksf, Tributary Width = 9.0 ft
DESIGAI,SUMMARY
Mtim;m *ndils Stress Ratio
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0,13S 1
11,875 X 3.50
643.36 Psi
4,640.00 Psi
+0.450w
7.000ft
Span # 1
Maximum Shear Stress Ratio
Section used for this sPan
0.028 : 1
11.875 X 3.50
12.91 psi
464.00 psi
+0.450W
13.745ft
Span # 1
-
Load Combination
Localion of maximum on span =
Span # where maximunl occurs =
0.46'1 in Ratio =
0.000 in Ratio =
0.659 in Ratio =
0.000 in Ratio =
364 >=360
0 <360
254>=240
o<240
Maximum Forces & Stresses for Load Combinations
Desl OK
Moment Values Shear Values
Load Combination
Segment Length
Max Stress Ratios
M v cd crlv C; Cr Cn1 Ct CL M fb F'b VtuF'vSpan #
Length = 14,0 ft 1
+0,420W
Length = 14,0 fl 1 0.129 0.026
+0,450W
Length = 14.0 ft 1 0.139 0.028
Overall Maximum Deflections
0.90
1.60
'1 .60
1.000
1.000
1.000
1.000
1.000
1.00
1.00
1.00
1.00
1.00
'1 .00
1.00
1.00
'1 .00
1.00
1.00
1.00
'1 .00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
,00
.00
.00
.00
.00
1.21
1.30
0.00
2610.00
0.00
600.47 4640.00
0.00
643.36 4640.00
0.00
0.00
0.00
0.33
0.00
0.36
0.00
0.00
0.00
12.05
0.00
12.91
0.00
261.00
0.00
464.00
0.00
464.00
Overall MAXimum
Span
U.U:I5 0.825
Values in KIPS
0.000
Load Combination Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
0.6589 7.051 0.0000+0,60W
Vertical Reactions Support notation : Far left is #'
Load Combination Support 1 Support 2
H
Dlo
ltM I
IGN + ENGINEERING
4420 BROAD ST. STE S\N LUIS OBISPO, CA 93401
P: 8o5.776.31iV1'IyJ.STUDI0PRIMEINC.COM
,: AtJProiect:1-l p
Job No: lQctl Dote:Poge: tJ3
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DESIGN + ENGINEERING
442O BroodSi.' Suile B' 51O, CA 9340'l
Phono: 805.776.31 3O o WWW.STUDIOPRIMEINC'COM
Vertical Design: Beams
Design of beams for vertlcol loadlng
Project: San Luis Ranch Plan 6
STUDIO Job No:
Designer:
Date:
Page:
19040
irlllv=AL
qtl
Loading
',ot ( {,, , ,,ii )Il/{l gv
\,/= C)17t Kl\fl= '1 , l'-l i, . f'.1
usE 6x6 Di 1( lA4,ttit
9IDtl
Disf
Loads
\T,
Poirtt
Loads
Lengthl0r.0tt
R1=:;{,{.,1f
A
R2= 9to lt nl
Ll,,r.t
1i g gi.
Loading:
IRT B \,/^t.t .) t'lr l)
lRl t Kf ) q,.,\(t6,,,r,)
liJ.lP Ilr,] r r,:,:,'(tr,vo)
?,' ltstt(t ,5) ir,,', , \$galt r,ct
P, ' '-l'.t l, i.l' ,. i!,;:,1 . LOLlll 0L
ifrt;!=tl!l= lq,
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Disf.
Loadsurdl I
rtt
Point
LoadsJrr'
P {)Ilr
Lenqth9\ri')55tr"rr|,,6"
1
R1= lrq {"0 { 0l
ttlO {i i i?
'...rfj t'.\ i I
R2= l, glct:\l1l
,30 lr tft
, tr ti I I
:r 1')
(l)
't Qt f
li{tB
Ar r ) t'1rr)
irt
I 't t?.
Loading:
Tr{tra vt
) r.J,1!
1 {:;,
) l, l, r' { 1g,q
!= ') ,01 l,:Illl=te C)
I s) I t/qttx tl ft'\ t V IUSE
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t3
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Loads{tii
Rt'
rl,
:lrY'
Point
Loads
Length))tr\.clt'tt -i
lrq ?0 l\ til.R2=R1=
5n lt{[-tb
r1
5otr {r
/1)a !1
Yb
Wood Beam
DESCRIPTIO Fl standard Porch beam
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2018
Material ProPerties
Analysis MethoAllowable Stress Design Fb +
t-Jad comninatilBC 2018 Fb -
Fc - Prll
Wood Species Douglas Fir-Larch Fc - Perp
Wood Grade No.1 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
1,000.0 psi
1,000.0 psi
1,500.0 psi
625.0 psi
180.0 psi
675.0 psi
E : Modulus of Elasti
Ebend- xx 1,700'0 ksi
Eminbend - x 620.0ksi
6x6
Span = 10.0 ft
Density 31.210 pcf
Service loads entered. Load Factors will be applied for calculationsApplied Loads
Uniform Load D = 0.0180, Lr = 0.020 ksf, Tributary Width = 4'50 ft
Maximum Bending
Section used for
Stress Ratio
this span
0.74s I
6x6
925.02 psi
'1,250.00psi
+D+Lr
5.000ft
Span # I
Maximum Shear Stress Ratio =
Section used for this sPan
=
Load Combination
Location of maximum on span =
Span # where maximum occurs =
763 >=360
0 <360
401 >=240
0<24A
0j72 :1
6x6
38.68 psi
225.00 psi
+D+Lr
0,000ft
Span # 1
i
I
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.157 in Ratio =
0.000 in Ratio =
0.299 in Ratio =
0.000 in Ratio =
& Stresses for Load Combinations
OKDesi
Maximum Forces
Moment Values Shear Values
Load Combinalion
Segmenl Length
Max Stress Ratios
Span # M v cd crru C; Cr Cm Ct C;- M fb F'b V fv F'v
D Only
Length = 10.0 ft 1 0.487 0.1 13
+D+LT
Length = 10.0 ft 1 0'740 0'172
+D+0.75OLr
Length = 10.0 ft 1 0.643 0.14S
+0.60D
Length = 10.0 ft 1 0.164 0'038
Overall Maximum Deflections
on
25
25
60
0.
.00
.00
.00
.00
.00
.00
1.00
1.00
1.00
1.00
1.00
1.00
.000
.000
.000
.000
.000
.000
.000
1.00
1.00
1.00
1.00
'1 .00
1,00
1.00
'1.00
1,00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00 1.01
2.14
1.86
0.6'l
438.17
925.02
803.31
262.90
0.00
s00.00
0.00
1250.00
0.00
'1250,00
0.00
1600.00
0.00
0,37
0.00
0.78
0.00
0.68
0.00
0.22
0.00
18.32
0.00
38.68
0.00
33.59
0.00
10.99
0.00
162.00
0.00
225.O0
0.00
225.O0
0.00
288.00
Load Combination Span Max. "-" Defl Location in SPan Max. "+" Defl Location in SPan
+D+LT 0.2985 5.036
Load Combination
0.0000 0.000
tlb
Wood Beam lNc.
DESCRIPTIO F2 - Standard
CODE REFERENCES
Calculations per NDS 20'15, IBC 2015, CBC 2016' ASCE 7-'10
Load Combination Set : IBC 2018
Material Propedies
Analysis MethoAllowable Stress Design
Load CombinatilBC 2018
Fb+
Fb-
Fc - Prll
Fc - Perp
Fv
Ft
2,600.0 psi
2,600,0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
E: Modulus of Elasti
Ebend- xx 1,900.0ksi
Eminbend - x 965.71ksi
Wood Species iLevel Truss Joist
Wood Grade MicroLam LVL 1.9 E
Beam Bracing Beam is Fully Braced against lateraltorsional buckling
D(0.162) Lr(o.18)ffi
Density 42.0'10 pcf
D(0.081) L(0.09)ffi
2-1.75x11.87
Span = 21.50 lt
Service loads entered. Load Factors will be applied for calculationsApplied Loads
Uniform Load : D = 0.0180,
UniformLoad:D=0.0170
Uniform Load : D = 0.0'170
Uniform Load : D = 0.0'180,
Uniform Load : D = 0.0180,
L = 0.040 ksf, Tributary Width = 1'330 ft
ksf, Extent = 0.0 -->> 5.250 ft, Tributary Width = 9'0 ft
ksf, Extent = 16.250 -->> 21.50 ft, Tributary Width = 9.0 ft
Lr = 0,020 ksf, Extent = 16.250 -'>> 21,50 ft' Tributary Width = 4'50 ft
Lr = 0.020 ksf, Extent = 0.0 -->> 5.250 ft, Tributary Width = 9'0 ft
Point Load
Point Load
Point Load
E=4.850k@5.250ft
E=-4.850k@16.250ft
D = 0.2040 k @ 10,750 ft
SUMMARY
Maximum Bending Stress Ratio
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transienl Deflection
Max Upward Transient Deflection
Max Downward Total Defleciion
Max Upward Total Deflection
0.5241
2-1.75x11.87
1,362.04psi
2,600.00 Psi
+D+L
1 0.750 ft
Span # 1
0.277 in Ratio =
-0.231 in Ratio =
0.951 in Ratio =
0,000 in Ratio --
Maximum Shear Stress Ratio
Section used for this sPan
0.274 :1
2^1.75x11.87
78.09 psi
285.00 psi
+D+L
0.000 ft
Span # 1
:
Load Combination
Location of maximum on span =
Span # where maximum occurs =
930 >=360
1117>=360
271 >=240
0<240
imum Forces & Stresses for Load CombinationsMax
Moment Values Shear Values
Load Combination
Segment Length SPan #
Max Stress Ratios
C4 Cpru C; Cr Cm Ct CL M fb F'b VtuF'vMV
D Only
Length = 21 .50 ft 1
+D+L
Length = 21.50 ft 1
+ D+LT
Length = 21.50 ft 1
0.00
913.61 2340,00
0.00
1,362.04 2600.00
0.00
1,185.19 3250.00
0.3s0
0.524
0.365
0.231
0.274
0,239
0.s0
1.00
1.25
.00
.00
.00
.00
.00
o.zo
s.34
8.12
1.000
1.000
1.000
1.000
1,000
1,00
1.00
1.00
1.00
1.00
1,00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.64
0.00
2,16
0.00
2.36
0.00
5S.26
0.00
78.09
0.00
85.17
0.00
256.50
0.00
285.00
0.00
356.25
tl/
Wood Beam
tNc.
DESCRIPTIO F3 - Standard
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016' ASCE 7-10
Load Combination Set : IBC 2018
Material Properties
Analysis MethoAllowable Stress Design
Load CombinatilBC 2018
Fb+
Fb-
Fc-
Wood Species ilevel Truss Joist Fc -
Wood Grade Microlam LVL 2.0 E Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
2,600.0 psi
2,600.0 psi
2,510.0 psi
750.0 psi
285.0 psi
1,555.0 psi
E : Modulus of Elasti
Ebend- xx 2,000,0ksi
Eminbend - x 1,0'16.54ksiPrll
Perp
Density 42.01Opcf
081
15
3-1 .75x11.87
Span = 21 .50 ft
Applied Loads Service loads entered, Load Factors will be applied for calculations
Load for Span Number 1
Uniform Load : D = 0.0170 ksf, Extent = 5.250 ->> 16,250 ft, Tributary width = 9.0 ft
Uniform Load : D = 0.0'180, Lr = 0.020 ksf, Extent = 5.250 -->> 16,250 ft, Tributary Width = 4'50 ft
Uniform Load; D = 0.0180, L = 0.040 ksf, Extent =5.250 -->> 16.250ft, TributaryWidth = 1.330ft
Y
Maximum Shear Stress Ratio =
Section used for this sPan
-_
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Bending Stress Ratio
Section used for this sPan
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.512 1
3-1.75x1'l.87
1 ,331 .42 psi
2,600.00 psi
+D+L
10.750ft
Span # 1
0.144 :1
3-1,75x11.87
41 .17 psi
285.00 psi
+D+L
0,000 ft
Span # 1
0.215 in Ratio=
0,000 in Ratio =
0.874 in Ratio =
0.000 in Ratio =
'1 198 >=360
0 <360
295>=240
o<240
Max imum Forces & Stresses for Load Combinations
Max Stress Ratios Moment Values Shear Values
Load Combination
Segment Length SPan #MV C6 Crnr C; Cr Cm Ct CL M fb F'b V fv F'v
D Only
Length = 21.50 ft 1
+D+L
Length = 21,50 ft 1
+D+LT
Length = 21.50 ft 1
+D+0.7501r+0.7501
Length = 21.50 ft 1
+.D+0.7501
Length = 21.50 ft 1
+0.60D
0.472
o.512
0.458
0.481
0.426
0.1 33
0.144
0.125
0.1 36
o.120
0.90
1.00
1.25
1.25
1.15
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
'1.00
1.00
1.00
'1.00
1.00
11.35
13.69
15.31
16.07
13.10
0.00
2340.00
0,00
2600.00
0.00
3250.00
0.00
3250.00
0.00
2990.00
0,00
0.00
1.42
0.00
1.71
0.00
1.91
0.00
2.01
0.00
t.o4
0.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
1,103.77
I ,JJ L4Z
1,488.89
1,563.35
1,274.51
0.00
34.13
0.00
41 .17
0.00
46.04
0,00
48,35
0.00
39.41
0.00
0.00
256.50
0.00
285.00
0.00
3s6.25
0.00
356.25
0.00
327.75
0.00
442o Brood Sl. . Suite B . SLO, CA 93401
Phone; 805.776.313O o WWW.STUDIOPRIMEINC.COM
Vertical Design: Posts
Design of posts for verticol looding
Project San Luis Ranch Plan 6
ffi,m Job No:
Designer:
Date:
Page:
19040
AL
Ll$
POST LOAD SIZE & TYPE FOUNDATION
3370
3740
DL
LR 71.10#4X6 DF POST
PT/FOUNDATION BY
OTHERS
s055
5610
DL
LR 1066s#4X8 DF POST
PTIFOUNDATION BY
OTHERS
330
370
DL
LR 700#4X4 DF TRIMMER
PTIFOUNDATION BY
OTHERS
7470
6180
570
DL
LR
LL
13650#4X8 DF POST
PT/FOUNDATION BY
OTHERS
860
90
950
DL
LR
LL
1810#4X4 DF POST
PT/FOUNDATION BY
OTHERS
2760
1980
290
DL
LR
LL
4740#4X4 DF POST
PTIFOUNDATION BY
OTHERS
690 DL
2220#
1530 LL
4X4 DF POST
PT/FOUNDATION BY
OTHERS
970 DL
3r20#
2T5O LL
(2) 2X4 Dr POST
PT/FOUNDATION BY
OTHERS
L670 DL
s385#
3715 LL
4X4 DF POST
PTIFOUNDATION BY
OTHERS
PB1
1728
1.920
DL
LR 3648#4X4 DF POST
PTIFOUNDATION BY
OTHERS
P10
T78A DL
1110 LR
650 LL
3100#(2)2X4DF TRTMMER
PT/FOUNDATION BY
OTHERS
P1.1
4t0
450
DL
LR 860#6X6 DF POST
USE 2'-0" SQ x 12" THK.
PAD w/ (3)#s E.W,
1640
530
570
DL
LR
LL
2465#(2\ 2X4 DF POSr
PT/FOUNDATION BY
OTHERS
1420
500
290
DL
LR
LL
2013#(2) 2X4 DF POST
PTIFOUNDATION BY
OTHERS
651359665484505746768881813674786896637711249103069473873480771361712475114671057397781882916823149851334911916256762294124434182031624932523290582588323057205823937035176313322791124915106719592865778l.3713414552130801180410695972818r'.32165681495213547't23222231320457181001639914916Column Gapacitv (lbs)6X8 6X106X126X62849827565263402479522955209183886037588359183381231303285254922347612454964282839650361315958657635550755184547997437382151971811671550.150.180.170.220.209429118718207596920.940.910.870"820.760.69622556495M13940.560.500.440.390.623533172862592360.35o.29o.26o.240.326X Columnsd 5.5 inStabilitv ReductionGp Fc'(psi)41473521302326222295651755334751412136068887754564795619491811257955882077118622913627115709934861675402024179916081446130831812826252722732055433838543/.463100280254954882436539263549665259105285475342971 188108499391384218671703156014341323254523222127195518043224294226942477228539033561326129982765Column Gapacitv (lbs)4X6 4X84X44X10 4X12135721122690707327598049472132817642142531 151393977773290842405719436157001281410600368403047224619198871623113/.264459536887298022407319648162530.230re,-0i6T3392872472141870.121651471311181070.080.070.110.100.0997888174690.050.060.050.050604X Columnsd 3.5 inStabilitv ReductionGp Fc'(psi)1 1089167405984884040.610.740.400.27330.490212223242511121314151617181920le (ft)5678o10cccc4:9qpstpsipsiSan Luis Ranch Plan 5Timber Column DesignANS\/AWC NDS-20L2,3.7ProjectEEEE- STUDIOpsipsipsiFcFcFcFcKe1irTlrf- DESIGN + ENGINEERING16000000.80.80.80.8Job No:Designer:Date:Page:51 0000580000620000580000EminEminEminEmin850135015001000- stud-f2-#1-#1IrI4{2O ErocdSt. . Surte B . SLC, CA93401Fhone: 8O5. 775.3 I 3C . \.\4^/r'l.STUDIC PRJMEIT'IC,COv1400000 psi1600000 psi1700000 psi595551482627282930o4o.a47236726275861 136105698592115481441134412564196'r18251742159123742209206019260.140_130.12143133124'1161094337403237583510328659135498512447874481696464916063567690678430785773/i068710.040.11
- STUDIOTimber Column DesignANS|/AWC NDS-2OL2, 3.7Project: San Luis Ranch Plan 6Job No:Designer:Date:Page:-tl''JiirTlvnTI.;'- DESIGN + ENGINEERING4i2C Broaci 51. . Suire B . SLO, C,{ 934C1P6.o net 8A5.7 7 6.3 1 3C . \"nt1v.STUDlO PRIM EINC.CCM5o{3)2X4Golumn Capacitv flbs)(3)2X6 (3)2X8(3)2X10121951'15251065296138503743119164181111673915105133621167726132246972282620598182201592433101312832891326091230792A1706466563149224325382110160884B7734679660051385512065105479267818917550152831335911738193723396303527262461223253374769428r'.386835077277650358/'2527447839218823874006680605824331858't7051570145031942920268024682279435639823654336531085517504r'.462942623937Stabilitv ReductionCp Fc'(psi)0-917747326766105404720.860.800.720.il0.560.48 4113573122752430.420.37o_320.290.252161931731561420.23o.200.18o.170.1512911810810092al40.130.120.11evx4Column Capacitv (lbsl(2)2X6 e},2XS{2t2X10 etx1267655669462237543074254810631890872635899483040031449712147990480446586545918363153861254510189834369152222918625151861233/.10099837121391818156213551 18633612856245421291864458338953346290/l254258054933423936783220702859725131445338981047930832748677164514621307117610632243199317831604145028r'.125252258203118373/,403057273424592223615561514472436966881807742685131712021101101293416691522139512821 18320201843168815521432Stabilitv ReductionCp Fc'(psi)0.766445404403572932430.640.520-42o.34o.290.242041731491291130.20o.170.150.130.12100897971640.100.090.080.0800759534945410.060.060.050.05le {ft}5b7I9101111231415161718192A2122232425
rI
DESIGN + ENGINEFRING
44?l) Broocl 51. ' Suile tl ' 5l-O, (:A 93401
f'hc',,e: 805. /76.31 30' WV\^n/.STUl)lC)PRll'4Elt'l(: COM
Railing Design: Half Wall Wood
Point load 200
Distributed Load 50
Guard Rail
cBC 2073- 7607,8.1 & AISC Fl.1
San Luis Ranch Plan 6
S'TUDIO Job No:
Designer:
Date:
Page:
L9040
i] lllv II
AL
9t
Top Rail Design:
Lensth (ft)
Material
Type
Section
Mu (lb*in)
Ma(lb*ft)
Vertlcal Post Design
Hr (in)
DJ depth (in)
Material
Type
Section
Mu (lb*in)
Ma(lbxft)
Fastener Connection
w
r&c (lb)
Number of Fasteners
rrac (lb)
User Specified
Fastener:
Capacity:
2i,
WoPd i
DF *2
Qlzxa
L200
8262
9200
to725 0K
3.5
2629
t
2629
MST27
3700
Project:
Sx
Sy
lx
ly
Sx
Sy
lx
ly
P rope rties
OK
6,L2
2.626
10.718
1.958
7.r5
7,r5
L2.5L
12.51
Fb 900
Fv 180
Load Facotrs
CD occupanc)f'
7
cF 1.5
Fb 1000
Fv 180
load Facotrs
CD occupancy':
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Calc Sheet
4420 grood sl. . sult6 B ' StO, CA 93401
Ph6no: 805.776,3 I 30' w\'^V,STUDIOPRIMEINC'COM
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Project:
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Stecl BalconY
San Luis Ranch
Job No;
Designer:
Date:
Page:
19040
c.)Jl.
H!6"-,,oFr'tJ, r'3'C) LJn4{--L,
V -r-
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A"
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Steel Beam
DESCRIPTIO BalconY brace
CODE RENCES
Calculations perAISC 360'10, IBC 2015, CBC 2016, ASCE 7'10
Load Combination Sei: IBC 2018
Material ProPerties
Analvsis MethoAllowable Strength De
Beam Bracing ComPletelY Unbraced
srgn Fy
E:
:Steel Yield
Modulus :
46.0 ksi
29,000.0 ksi
Bending Axis : Major Axis Bending
Hss2-1/2x2x3/16
Span = 3.670 ft Span = O.5O ft
Service loads entered. Load Factors will be applied for calculations'Applied Loads
Beam self weight NOT internally calculated and added
Load(s) for SPan Number 2
Mo'nrent :. D = 0.1960, L = 0'840 k-ft, Loc = 0.50ft in span
DESIGIV SUMMARY
Maximum Bending Stress
Section used for this sPan
Ma : APPlied
Mn/Omega:Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Defleclion
0.403: 1
HSS2-1/2x2x3116
1.036 k-ft
2.571 k-f|
+D+L
3.670ft
Span # 1
aximum hear Stress
Sectiotr used for this sPan
Va : ApPlied
Vn/Omega :Allowable
Load Combinaiion
Location of maximum on sPan
Span # where maximum occurs
364 >=360
1,134 >=360
296 >=240
920 >=240
0.025
HSS2-1/2x2x3l16
0.2823 k
'11 .376 k
+D+L
0.000 ft
Span # 1
0 033 in Ratio =
-0.039 in Ratio =
0,041 in Ratio =
-0.048 in Ratio =
& Stresses for Load CombinationsMaximum Forces
Max Stress Ratios S of Moment Summary of Shear Values
Load Combination
Segment Length Span #M V Mmax + Mmax -Ma Max Mnx mega Cb Rm Va Max VnxVnx/Omega
D Only
Dsgn. L =
Dsgn. L =
+D+L
Dsgn. L =
Dsgn. L =
+D+0.7501_
Dsgn. L =
Dsgn. L =
+0.60D
Dsgn' L =
Dsgn. L =
3.67 ft
0.50 ft
3.67 ft
0.50 ft
3.67 ft
0.50 ft
3.67 fl
0.50 f1
0.076
0.076
0.403
0.403
0.321
0.321
0.046
0.046
1
2
1
2
1
z
1
2
0.005
0.000
-0.20
-0.20
0.20 4.29
4.29
2.57 1.67 1
2.57 1.00 I
00
00
0.05
-0.00
'19.00
19.00
11.38
1 1.38
0.025
0.000
4.29
4.29
19.00
19.00
11.38
11.38
,0.83
-0.83
4.29
4.29
o.23
-0.00
19.00
19.00
11.38
11.38
-0.12
-o.12
4.25
4.29
2.57 1.67 1.00
2.57 1.00 1.00
0.03
-0.00
19.00
19.00
11.38
11.38
0.28
-0.00
04
o4
20
04
o4
oa
o2
2.57 1.67 1.00
2.57 1.00 1.00
2,57 1.67 1.00
2.57 1.00 1.00
0,020
0.000
0.003
0.000
2
2
0
0
0
0
Overall Maximum Deflections
Load Combination Span Max. 'L" Defl Location in SPan Load Combination Max. "+" Defl Location in Span
1
2
0 0.000 +D+L -0.0479
0.0000
Values in KIPS
+D+L
Vertical Reactions
0.0406 0.500
Support notation : Far left is #'
Overall MlNimum -0.032 0.032
2.129
2.129
Load Combination Support 1 SuPPort 2 SuPPort 3
m
'iLl
Steel Beam
DESCRIPTIO steel rim at balcony
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2018
Material Properties
Analysis MethoAllowable Strength Design
Beam Bracing Beam bracing is defined as
Bending Axis : Major Axis Bending
Unbraced Lenqths
a set spacing over all sPans
Fy : Steel Yield
E: Modulus :
46.0 ksi
29,000.0 ksi
First Brace starts at 2.0 ft from Left-Most
Regular spacing of lateral supports on le
support
ngth of beam = 2.0 ft
c6xB.2
Span = 7.O ft
Applied Loads Service loads enlered. Load Factors will be applied for calculations'
Beam self weight NOT internally calculated
Uniform Load : D = 0.0140, L= 0.060
and added
k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for lhis sPan
Ma : APPlied
Mn/Omega:Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Defleclion
Max Downward Total Deflection
Max Upward Total Defleclion
- o.ola: f---- Maiimum Sheai Stress Raiio =
M
0.013 : 1
G6xB.2 I
0.25e0 k I
1e.832 k I+D+L I
0.000 ft
Span # 1
G6xB.2
0.453 k-ft
11.844 k-fr
+D+L
3.500ft
Span # 1
Section used for this span
Va : Applied
Vn/Omega :Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.009 in Ratio =
0.000 in Ratio =
0.01 1 in Ratio =
0.000 in Ratio =
9,800 >=360
0 <360
7946 >=240.
0 <240.0
Maximum Forces & Stresses for Load Combinations
Max Stress Ratios mary of Moment Values Summary of Shear Values
Load Combination
Segment Length SPan #M V Mmax 'l' Mmax - Ma Max Mnx Mn>r/Omega Cb Rm Va Max VnxVn></Omega
D Only
Dsg
Dsg
Dsg
Dsg
+D+L
2.00 ft
2.00 ft
2.00 ft
1.00 ft
Dsgn.
Dsgn.
Dsgn.
Dsgn.
2.00 ft
2.00 ft
2.00 ft
1.00 ft
2.00 ft
2.00 ft
2.00 ft
1.00 ft
+D+.0.750L
Dsgn. L =
Dsgn. L =
Dsgn. L =
Dsgn. L =
+0.60D
Dsgn.
Dsgn.
Dsgn.
Dsgn.
n,L=
n.L=
n.L=
n.L=
0.006
0.007
0.007
0.004
0.07
0.09
0.08
0.04
0,07
0.09
0.08
0.04
19.78
19.78
19.78
1 9.78
11.84
11.84
1 1.84
11.84
002
001
002
002
0
0
0
0
0.07
0.04
.00
.00
,00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.50
.03
.17
.58
.50
.03
.17
.58
.5U
.03
.17
.58
.50
,03
.17
.58
0.05
0.02
0.04
0.05
5J.tZ
33.12
33.12
33.12
1 9.83
19.83
19.83
19.83
0.26
0.11
0.1 9
0.26
33.12
33.12
33.12
33.12
19.83
19.83
19.83
19.83
0.21
0.09
0.1 5
0.21
33.12
33.12
33.12
33.12
19.83
19.83
19.83
1S.83
L=
L=
L=
L-
0.031
0.038
0.037
0.019
0.01 3
0.006
0.009
0.01 3
0.37
0.45
0.44
0.22
0.37
0.45
0.44
o.22
1 9.78
19.78
19.78
19.78
11.84
11.84
11.84
11.84
0.025
0.031
0.030
0.015
0.010
0.004
0.007
0.010
0,30
U.JO
0.35
0.1B
0.30
0.36
0.35
0.1B
19.78
19.78
19.78
1 9.78
11,84 1
11.84 1
11,84 1
11.84 1
J/
22
0
0
L=
L=
L-
L=
0.30
0.18
2.00 ft
2.00 ft
2.00 fr
1.00 ft
0.004
0.004
0.004
0.002
0.001
0,001
0.001
0.001
0.04
0.05
0.05
0.03
0.04
0.03
0.04
0.05
0.05
0.03
19.78
19.78
19.78
15.78
11,84 1
11.84 1
11 .84 1
11.84 1
0.03
0,01
0.02
0.03
33.12
33.12
33.12
aa 4n
19.83
19.83
19.83
1 9.83
DESIGN + ENGINEERING -4420 Brood 5t. ' Suile B ' StO, CA 93401
Phone: 805./76.3 I 30 . wWW.STUDIOPRIMEII'lC.COM
Foundation Analysis
Design of continuous footings for verticol loads
Project: San Luis Ranch Plan 6
STUDIO Jotr No:
Designer:
Date:
Page:
19040irlllvT
I
I
AL
s5
Bearing capacity of soil :1500 P,Str per soils report sLo8639-6
prepared by GeoSolutions If no soils repot't provided, assume soil
bearing capacity: 1500 PSF per IBC table 1806.2
Typical Line Load at Line
Roof:Trib:
DL:
LL:
0 ft.
18 PSr
Floor 2:Trib
DI-
LL
0 "ft.
16 P^SF
20 PSF 40 PSF
Floor l:Trib:
DL:
LL..
a ft.
18 P^tF
W4lL Trib: 01.
DL: 10 P^9F
40 P,SF
u)O PLF
Min. Footing Width (Xp)
Xe:O PLF afi.:o irr. (MIN- 12 in.)
1500 P,SF
UStr MIN. 12 in. FOOTING PER SOILS REPORT
Max Point Load (Footing depth =24 in .)
Pn,u*:12 in.--7nnii-X 48 in.---Tr6itr-x 1500 PSF 6000 #
P,,,o,w/ full line load= 6000 # - 4(0 PLF):6000 #
P,"o* w/ half line load: 6000 # - 2(0 PLF) :6000 #
Typical Pad Footing Dirnension (Xp)
P USE MIN. 2t-0tt SQ x
rv/ (3) #5 BARS E.w
I2]' THK. PAD
1 5OO PSF
**For-rndation Analysis for conventiorral concelete footings otttsicle of nrain brrilding footprint'
Refer to Suncoast for post tentioned foundation atrd tnore infol'mation.**
Xp: