Specifications /7267".201 -
1/
s ".201 -!/WY su/s 0/0002cvu - J
110,,, MU
RESIDENTIALLHERN+KULP STRUCTURALNU
EiNEEAINU
300 Brookside Avenue,Building 4,Ambler,PA 19002 p 215-646.8001 mulhernkulp.com RECEIVED
JUL 1 6 2019
CITY OF TI ARD
3UIL LNG DIVISION
Calculation Package
July 1, 2019
David Weekley - Portland
7892 Model - Lot 68020012
Oregon
.*50 PROFF6,s
MULHERN & KULP STRUCTURAL ENGINEERING, INC. 5 0NGIN�F /o2
Prepared By: Lf 93737PE v�
John T.Fender Staff Engineer 11.„(„_,.i)„'wl p
Nicholas J.Martignetti,P.E.,S.E. Project Manager S �GOREGON N�
4Ol 4)' 10, '1° c)
qs J MPR'(
EXPIRES: Iz'3t Izo
P.•IC/ient Fi/esI211-David Weekley-P0RI2018118018-7892 ModellDesignl Gravity17892-Calculation Cover Sheet-Master Source Doc.docx
PROJECT NAME: '792 MODEL
DAVID WEEKLY - POR
MULHERN + KULP
M&K PROJECT#: 211 -18018
residential structural engineering
ENGINEER: NJD
DATE: 21-Nov-la •
BEAM & HEADER CALCULATIONS
BEAM DESCRIPTION: c 9F � _}— !i M• 74,4• REA-P... W It.78,-J NLZ__
PARAm ETE-'R S:
L = Elk —IJFT 1
W =
El,l,0\ IKLF 1
F = i----____ K
ANALYSIS:
RMAx= [ z_c)-7..- 1K x,„ = I -' __..�K < VALL— 3. 5-L_____ 1 K 1 11 ADEQUATE
MMAx= 2.c?2 K-FT < MALL= L.;•II �JK-FT ADEQUATE
4L= TD-03S IN. U 13 04- < L/240 10---
ADEQUATE
BEAM DESCRIPTION: (lip.A. c-<z t-tC., -- 1u)` GA-- C5-rc...- g:Dy� ).-4 NI_
PARAMETERS: +,,
L = 1 0 FT
W = O• 1 KLF
P -_ .- K
ANALYSIS: f
RMA,= O.p Gp K V. =--: ----•K < VALL = S'-( K r DE UATE
M..0,0, = }.2 K-FT < MALL = lC7-3"1
..___I
M.. 0, 17 ADEQUATE
•
4L = 0.2.2 `IN. U' p1 i< L/240 1AD Eq UATE
4x11
BEAM DESCRIPTION:
PARAMETERS:
L C... -.__i FT _
W = 1 KLF i
•
P = _ 1K
ANALYSIS
RMAX= — - K V. = I K <VAL,= _ K ADEQUATE
MMAX= K-FT < MAU.= K-FT f I ,ADEQUATE
A,L = IIN. L/ ,< L/240 Ir q ADEQUATE
PROJECT NAME: 7892 MODEL
4® MULHERN + KULP tDAVID WEEKLY - POR
residential structural engineering M&K PROJECT 2 8❑ 1 8
ENGINEER: N.JD
DATE: 21-N 0 V-1 El
_ BEAM & HEADER CA.L,CULATIONS
SEAM DESCRIPTION: %` .c° 'Fi2_ M .& C,.ti2A-1-9L-- rrb�c - e. 1.--tx t--'e RM• JI 1 rc l-t61
PARAMETER Lso-t.'C V. F-Y2 'r U'b\w-T..
L = i S.$ 1FT
W = [ O.ly't KLF
P = L_ K
ANA LYS ISS. , ," _ �/
Rn.Ax '" `.�5-{ K Vo (-___- - K < VALL - f.T3'.&S _ K ADEQUATE
Z. < MALL .... Z• (.(0 JIG-FT ADEQUATE
A„- = Lo.07 IN. L/ qV 0 < L/24D ADEQUATE
BEAM DESCRIPTION: t'>'T Z. FfZAA.C>-- G{7_A-t. = ti& e. JN -'S t.at c_ (1 l t-t %.tm.),qr,1114
E.A_HAMETERS:
L = I s�Z
W - - O.(0-2-i KLF A
P = K
ANAI...YS I_S_
RMAx = [ �(, K Vo = 'K < VALL= 3..ps K V1 ADEgUATE
M MAX = _2. 1 ,1.OI K`FT < MAii LL= � 2... ( IC-FT 117r ADEQUATE
h„,= [o, Oat(0__J.o, L/ -73 -..— < L/249 ✓I/ADEQUATE
f .-_=-_--
BEAM DESCRIPTION:
PARAMETERS:
W = J KLF
P _ 1K
NALYSL, _ _ _
IR,,,,,,, = — KVp = _.__,..K < VA .J K ADEgUATE
M MAX = .K-F{ < MALL = 1K-FT [� ADEQUATE
An= IN. LI l< L/240 f j ADEQUATE:
. '
PROJECT NAME: 7B92 MODEL
DAVID WEEKLY — POR
44 MULHERN + KULP M&K P RE14 ECT #: 21 1 -180113
residential structural engineering
ENGINE:ER: NLJD
DATE: 21-Nov-18
BEAM & HEADER CALCULATIONS
,...._ _
BEAM DESCRIPTION: flo-,5 2- &C-—. cs..PaziC si>60f4— VkU7--
P ARAM ET_ERDI
= E_- _I
L T
'------1-----1-1- I .
W = O•1-siZ, KLF 1
P = I "-- I K
AM A LY S 113: __../
RMAX 1-COTg 11K Vo = 1--- K < v.LL= L 5,44 ,K F. ADEQUATE
_ _..i,
M WO(= LI•1 c,„ K-FT < IA,- El..31 j K-FT . . ._17Ap EQUATE
An. = I D.Di, IIN. Li b 006:yt _,.< L/240 [I. AD EQUATE
_ _ ----
BEAM DESCRIPTION: cl.gbc• kz-IA.(,.- coy. VADcz_c_A-1 izr-A2- ?'1t.
PARAMETER5J,
L = I 1S" il FT
7---T-1--1- T---T- ,
___..
W - [ 04.. KLF i
AN
= ill 1.5- 1K Vt, = IT .K < VAL,= S..(4.5 K r7 ADEQUATE
M MAX = K-FT < MAU.= (:).'517 j K-FT II,I41 ADEQUATE
1../r-s-is-1< L/240 ----4 ADEQUATE
1---- . _
-,-_---- ..
BEAM DESCRIPTION: 0-.,5,s (----V-m-C9 - vSx-• e),DibiZ--- e- (3A-17-11-GE I
PARAMETF.RS:
L = 1 FT
t - '
W
1. \\ i KLF i
=
P = L _1 K
AN,.__.y., .:,..
lb .Gr.,,, v. = - 1K < V, = PZ.Cl,C IIK FT ADEQUATE
M 1.1 n x = I 1•I.-.5-=1 IK-Er < MA.,= 1 Pt g-_ I K-F T R./ ADEQUATE
a
6.,„ =
H).07....il_.._.(2j=71N. L/[yot).,9 4 1< L/240 ADEpL1ATE
.._ --.----------1
I_
DAVID WEEKLEY HOMES
9892 MODEL - LOT 6802001 2
OREGON
SHEAR WALL CALCULATIONS - WIND
REVIEWED BY:
JULY 1, 2079
PARAMETERS:
SINGLE FAMILY HOME
DESIGN WIND SPEED: 720 MPH
WIND EXPOSURE CATEGORY: B
SEISMIC DESIGN CATEGORY: D
CODE & DESIGN STANDARD: 2015 IBC CH. 7609, ASCE 7-10 CH. 26-30
MULHERN + KULP
4 residential structural engineering
I .
GENERAL REQUIREMENTS 7/8n8 / ,,,•°,
1
SLOPED SURFACE REQU)EEMENTE
ALL PATIOS TO SLOPE It4'PER FOOT 4'-9' •y 3'-9' 3.9' P-9./...,1,,.'
si
GARAGE FLOOR TO BE SLOPED 1I8'PER FOOT TOWARDS VEHICLE ENTRY DOOR 1
ROOF DECKS AND BALCONIES TO BE SLOPED 114'PER FOOT TOWARDS RELIEF POINTS ` 366-8' PFBOP.STEPS ARY r-8' (09.
�T-8' PPR CRMP �T�-8�
RAILING REQUIREMENT$ \ \ 3-0 FR DR t
FINISHED HANDRAIL REQUIRED AT STAIRS WI TN 4 OR MORE RISERS 301.0FX
11-4 @ T''8'
FINISHED HANDRAIL HEIGHT BETWEEN 34'AND 36'MEASURED VERTICALLY ABOVE TREADUPf14C"J{�.\ ABOVE
NOSING
FINISHED GUARDRAILS AT DECKS,BALCONIES,AND LANDINGS REQUIRED OVER 3AND OWNER'S
0'
MUST BE AT A MINIMUM HEIGHT OF 36' RETREAT .b,
7.-
FINISHED GUARDRAIL AND HANDRAIL SPINDLES MUST BE SPACED SO AA SPHERE WILL NOT b
PASSTHROUGH
7.2
16-10'
1r
v
6'-0'
.I• <:::
:,'x34' OWNER'S 41
6 4 ' BATH
y a'
k) ' T , -8' 1111,144,,
R 26„., 2-10 „,6'.., 6'-10' fe 5'
,g,.> ocii
g, b
\ \ (11111 ,II �,
\o"%4- w 15 SHELVES Eh 80 CLC i . . :)
/ R' IILL.LLLLLLLLL. �.,J H�
V.to 1
L +� 9-6 y� ` °
Li
� v°En - ”
r ,.A r ,_
Stys1i�GC. ---- 2R25 . 2,4
A,' SSHEL
�J I,, 2 aw # a
2<
g i b• 22' 18' \4
M R•1 HS CPT
N BATH 3 \ • SPA
`� "' ACCESS
��k ' 2.6 \ STUD
y
BEDRM 4
2'-0' b ..
1:;
111111111111.6 1 m I 4I
I I APPLIED STONE -' . ',4, 3 ;
en-
(WIDTH VARIES) @T-8
`I• 4 1 3.0
..-■■ 18'SQUARE \ ( k
�1 ��. (2)3460 SH
PED.FRAME b @,, 8,
.\ \ '_i I+ !�. J rN12'SQUARECOLUMN '_\ •II! \
- SEE PORCH CORMCE DTL G, tma]A ( (� `DESTAL
, ' L� 11, 1.0
SEE
APPLIED STONE _1 PEDI
-_.. SAS REQ OCKINGWAINSCOT(i1P.j 4,•10' 3'-6' 2'•2' S)/14' . •
�---� CONC.PORCH 10'-6' 22'/2'-0'
7-4' /
NOTE:24'X 24'MAX WIAPPLIED STONE
APPLIED STONE PEDESTAL DETAIL FIRST FLOOR
SCALE: 112"=1'-0"
bI
MULHERN a I-CULP
STRUCTURAL ENGINEERING
PROJECT NAME: 7892 MODEL
M&K PROJECT #: 211-1B018
ENGINEER: NJD
DATE: 26-Noy-113
WIND DESIGN SUMMARY PER ASCE 7-10
PARAMETERS: ROOF GEOMETRY: BUILDING GEOMETRY:
WIND SPEED 135 ;
TRANS. ROOF PITCH 1111311111:1 2
LONG. ROOF PITCH IMMO:12 LENGTH L;7:71FT
EXPOSURE CATEGORY B
WIDTH 5 6 FT
RISK CATEGORY II MEAN ROOF HEIGHT,H 20.00 FT
NUMBER OF STORIES
WIND DIRECTIONALITY FACTOR, K, 1 0.65
TOPOGRAPHIC FACTOR, Kz-, ,1.00
GUST FACTOR, G 0.135
DESIGN TYPE ASO
TRANSVERSE DIRECTION (PERPENDICULAR TO MAIN RIDGE LINE)
1RIBUTARy DESIGN AREAS
(13.6W)
F4.49,,TC, 5 - SECTION
A 0 B A 0 B
Roof Surface sq ft Story Shear 0.00 wan 0.00 kips
97 FT Wall surface sq ft (M0 ENE IMO kips
Total Shear wrimum kips
FND Roof Surface VM.1101.674(atti sq ft Story Shear 000 000 0.00 kips
Wall surface sq ft Total Shear 0.00 Imo 0.00 kips
11.11111111111031111111111111taps
= „
LONGITUDINAL DIRECTION (PARALLEL TO MAIN RIDGE LINE)
TsistITARy DEBION LOADs:
(0.6W)
.0—pg' EkQsR-rs-
N LEVEL HEIGHT A 0 B A 0 El
Roof Surface .14stflat Niaq;c sq ft Story Shear 000 10.74 0.56 kips
/ 9 Fr
Wall surface - fr,4 sq ft Total Shear 000 1074 0.56 kips
11 30 kips
FND
Roof Surface r., fr so ft Story Shear 000 000taps kips
{A
Wall surface sq ft 0 00 10.74 0 56 kips
Total Shear
11.30 kips
Fl
"'re'I
6,1
MAP
.1
Page 1.of 1
4' MULHERN + KULP
residential structural engineering PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL
M&K PROJECT #: 211 -18018
ENGINEER: JTF
DATE: O 1-JUL-1 9
SHEARWALL DESIGN SUMMARY
SHEARWALL 1 0 1 : 1ST - SIDE EXT. WALL OF BD#4/O.RETR EAT
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 4.0 FT.
WALL LENGTH, L 54.1 FT. QUALIFYING WALL LENGTH, L T 51.1 FT. SHEARWALL ASSEMBLY [ P 1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
6500 LBS < I 1 0099 ILBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/16° OSB
FASTENED W/ BD NAILS AT 6"D,C. PANEL EDGES Sc 1 2"0.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 1 34 I PLF OVERTURNING MOMENT 58.5 K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL SD I LBS RESISTIVE MOMENT 178.9 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
SHEARWALL 1 02: 1ST - REAR EXT. WALL OF O. RETREAT
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 7.7 FT.
WALL LENGTH, L 17.0 FT. QUALIFYING WALL LENGTH, L 5.5 (FT. SHEARWALL ASSEMBLY P3
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
._ 1 1❑❑ LBS < I—y2 1 595 ]Les
SHEARWALL ASSEMBLY SPECIFICATION
P3 - 1 -SIDE 7/1 6° OSB
FASTENED W/ BD NAILS AT 3r0.C. PANEL EDGES & 1 2'O.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 508 PLF OVERTURNING MOMENT 33.5 K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 200 LBS RESISTIVE MOMENT 69.1 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
Page 2
MULHERN 8< KULP
STRUCTURAL ENUINEERING PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL
M&K PROJECT #: 211 -18018
ENGINEER: JTF
DATE: 01-JUL-1 9
SHEARWALL DESIGN SUMMARY
SHEARWALL 1 03: 1ST - REAR EXT. WALL OF FAMILY ROOM
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He O.0 FT.
WALL LENGTH, L 5.3 FT. QUALIFYING WALL LENGTH, L 5.3 FT. SHEARWALL ASSEMBLY P 1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
375 LBS < 1 764 Las
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/16° OSB
FASTENED WI BD NAILS AT 6"0.C. PANEL EDGES & 12'0.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 5❑8 PLF OVERTURNING MOMENT 3.9 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 500 LBS RESISTIVE MOMENT S.7 K-FT HOLDOWN CAPACITY 0 Les
HOLD-DOWN SPECIFICATION
No HOLDOWN REQUIRED
SHEARWALL 1 04: 1ST - REAR EXT. WALL OF DINING/5D#2
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 6.0 FT.
WALL LENGTH, L 28.❑ FT. QUALIFYING WALL LENGTH, L 1 5.0 FT. SHEARWALL ASSEMBLY P3
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
3825 1LBS < 5880 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P3 - 1 -SIDE 7/16" OSB
FASTENED WI BD NAILS AT 3"O.C. PANEL EDGES & 12'0.c. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 380 PLF OVERTURNING MOMENT 1❑1.1 K-FT HOLD DOWN DESIGN LOAD O Les
DL AT ENDS OF WALL 200 LBS RESISTIVE MOMENT 139.1 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
No HOLDOWN REQUIRED
Page 3
4 MULHERN 8c NULP
PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL
M&K PROJECT #: 211 -1 801 8
ENGINEER: JTF
DATE: ❑1-JUL-1 9
SHEARWALL DESIGN SUMMARY
SHEARWALL 1 ❑S: 1ST - SIDE EXT. WALL OF BD#2/BD#3
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, H1, 5.0 FT.
WALL LENGTH, L .29.7 FT. QUALIFYING WALL LENGTH, L 26.7 FT. SHEARWALL ASSEMBLY I P1
CAPACITY EVALUATION:
•
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
4200 LBS < 4431 LBS •
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1-SIDE 7/1611 OSB
FASTENED WI 8D NAILS AT S"O.C. PANEL EDGES & 1 2"0.C. PANEL. FIELD - EDGES BLOCKED
ADEQUATE
I '
OVERTURNING EVALUATION:
RESISTIVE DL 1 34 PLF OVERTURNING MOMENT 37.8 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 50 LBS RESISTIVE MOMENT 54.4 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
ND HOLDOWN REQUIRED
SHEARWALL 1 06: 1ST - SIDE EXT. WALL OF GARAGE W/ OPT. DOOR
•
SHEARWALL PROPERTIES:
WALL HEIGHT, H 1❑.❑ FT. MAX WALL OPENING HT, HC 6.7 FT. •
•
WALL LENGTH, L 21.5 FT. QUALIFYING WALL LENGTH, L 18.5 FT. SHEARWALL ASSEMBLY P 1
•
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
F- 2300 LBS G r� 2406 J Les •
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/1611 OSB
FASTENED W/ BD NAILS AT S"O.C. PANEL EDGES & 1 2'O.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
1
RESISTIVE DL 134 PLF OVERTURNING MOMENT 23.0 K-FT HOLD DOWN DESIGN LOAD 0 LEIS
DL AT ENDS OF WALL 50 LBS RESISTIVE MOMENT 28.8 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
Page 4
MULHERN 8, KULP
S T R U C T'URAL PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL
M&K PROJECT #: 2 1 1 -1 80 1 8
ENGINEER: JTF
DATE: 01-JUL-19
r7 SHEARWALL DESIGN SUMMARY
1
SHEARWALL 1 0 /A: 1ST - FRONT EXT. WALL OF BD#4
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, H 6.0 FT.
WALL LENGTH, L 1 3.3 FT. QUALIFYING WALL LENGTH, L 6.8 FT. SHEARWALL ASSEMBLY P1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
1450 ]LBS < 1493 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1-SIDE 7/16° OSB
FASTENED W/ 8D NAILS AT 6"O.C. PANEL EDGES & 12"0.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 508 PLF OVERTURNING MOMENT 31.3 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LOS
DL AT ENDS OF WALL 400 LBS RESISTIVE MOMENT 45.4 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
Na HOLDOWN REQUIRED
II
SHEARWALL XXX: - NOT USED
SHEARWALL PROPERTIES:
WALL HEIGHT, H 0.0 FT. MAX WALL OPENING HT, MC 0.0 FT.
WALL LENGTH, L 0.0 FT.
QUALIFYING WALL LENGTH, L 0.0 FT. SHEARWALL ASSEMBLY P❑
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
0 1LBS Y/"YY'### #DIV/O! LBS
SHEARWALL ASSEMBLY SPECIFICATION
PO - 1 -SIDE 7/16" OSB
FASTENED WI BD NAILS AT 6"0.C. PANEL EDGES & 1 Z'O.C. PANEL FIELD - UNBLOCKED
#DIV/O!
OVERTURNING EVALUATION:
RESISTIVE DL 0 PLF OVERTURNING MOMENT #DIV/O! K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 0 LBS RESISTIVE MOMENT 0.0 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
No HOLDOWN REQUIRED
Page 5
DAVID WEEKLEY HOMES
7892 MODEL - LOT 6802001 2
WASHINGTON
SHEAR WALL CALCULATIONS - SEISMIC
REVIEWED BY:
JULY 1, 2079
PARAMETERS:
SINGLE FAMILY HOME
DESIGN WIND SPEED: 720 MPH
WIND EXPOSURE CATEGORY: B
SEISMIC DESIGN CATEGORY: D
CODE & DESIGN STANDARD: 2075 IBC CH. 1609, ASCE 7-70 CH. 26-30
44 MULHERN + KULP
residential structural engineering
GENERAL REQUIREMENTS 7W9/1S / ,T'a
/
SLOPEIZ@VBEACE REMAND
ALL PATIOS TO SLOPE 1/4'PER FOOT / 4' 9'
GARAGE FLOOR TO BE SLOPED 118'PER FOOT TOWARDS VEHICLE ENTRY DOOR Qj
366-0SH STEPS VARY 366-0SH (0+�
ROOF DECKS AND BALCONIES TO BE SLOPED 114'PER FOOT TOWARDS RELIEF POINTS r` T t @ •8' ppk CROW C�T•6'
RNLIt4G REQUIREMENTS 30 FR DR -- >�` ,
_
FINISHED HANDRAIL REQUIRED AT STAIRS WITH 4 OR MORE RISERS 3-01-0 FX
,
t `..
FINISHED HANDRAIL HEIGHT BETWEEN 34'AND 36'MEASURED VERRCALLY ABOVE TREAD �� ABOVE
NOSING UfGricw(t.
FINISHED GUARDRAILS AT DECKS,BALCONIES,AND LANDINGS REQUIRED OVER 30'AND ml OWNER'S
MUST BE AT A MINIMUM HEIGHT OF 36' r RETREAT =;,
7.-
FINISHED GUARDRAIL MD HANDRAIL SPINDLES MUST BE SPACED SO A 4'SPHERE WILL NOT
PASS THROUGH
16'-10'
H.
: :
6 0 ,f' v
R
/
\ \ 2-6
l-ot,4341 'OWNER'S 0,
nBATH
e‘ / 4'7 r'1°. .6 6''10' tt -p/ 5'
h-q in (I
rq,41
- r %
v IN
In
\Q1614 5SHELVES 60CL, )
N H
m I' I0 ) 741
L '� / 9.6 y 4.0 /
2.8
I.! ie. po "
t g4W SCS, 2R2S F. 5SHEL
S Q}'W�� (:)114
2 E
u, y1 ) ,/22' /16'/In' /
ti ° :r;,BATH 3 HS RCPT �C
J H ACCES SPA
ACCESS
��M \ --i 26 \ STUD
7
I. /
BEDRM 4
b
earlillin
I a H 1 I1 ,
8
APPLIED STONE ,., 2-0 6-0 SH
(WPUEDSTONE '�' o X2'6.
��•• "•� -PED.FRAME E, ) w (2)@ 76.8' --
12'SWARE COLUMN ,V\i' \ '')' L°- — - — - •� I I FRAME DB EC
b , @ PEDESTAL \ `,�f --_ ---_.
SEE PORCH CORNICE DiL to `olA ('-15K Lb SEE
1 PEDI
APPLIED STONE
BLOCKING AS REQ. WAINSCOT(TYP.) 4'-ID' 3'-6' 2'-2' S'�1q•
�I_--. CONC.PORCH / IS'-6' 22'/2'-0'
/ 17 4' /
NOTE:24'X 24'MAX WI APPLIED STONE /
APPLIED STONE PEDESTAL DETAIL FIRST FLOOR
SCALE: 112"=P-0"
4 , ,
4' MULHERN + KULP
residential structural engineering
PROJECT NAME: 7892 MODEL
DAVID WEEKLEY HOMES
M&K PROJECT #: 211-1E3018
ENGINEER: NJD
DATE: 26-Noy-113
SEISMIC CALCULATION - ASCE 9-10
SEISMIC DESIGN CATEGORY: BUILDING PERIOD DETERMINATION:
USER INPUTS: USER INPUTS:
SITE CLASS I D I BUILDING PERIOD COEFFICIENT, C,. I 0.0201
SPECTRAL RESPONSE ACCELERATION 0.2 SEC,S9 ( 0.9071 LONG-PERIOD TRANS PERIOD,TL(SEC) I 61
SPECTRAL RESPONSE ACCELERATION 1.0 SEC,91 I 0,4241 HT.ABV BASE TO HIGHEST LEVEL,fly I 9) II
OCCUPANCY CATEGORY I II I CALCULATED VALUES: III
VARIABLES: APPROXIMATE FUNDAMENTAL PERIOD,T,i,T I 0.104 I
SITE COEFFICIENT,FA 1.1 1 TC I 0.1 23 I
SITE COEFFICIENT,FV 1.58
Ts l 0.613 I
CALCULATED VALUES:
SPECTRAL RESPONSE ACCELERATION,SF 151 I 0.663 1
MAXIMUM SPECTRAL RESPONSE ACCELERATION,SRo 1.094
MAXIMUM SPECTRAL RESPONSE ACCELERATION,SRI 0.670
DESIGN SPECTRAL RESPONSE ACCELERATION,9pq 0.7291
DESIGN SPECTRAL RESPONSE ACCELERATION,SPI 0.447
SEISMIC DESIGN CATEGORY(SHORT TERM) 0
SEISMIC DESIGN CATEGORY(1.0 SECOND TERM) 0
EQUIVALENT LATERAL FORCE PROCEDURE
IDL OF EXT WALL
DEAD LOAD CALCULATION: TRIBUTARY TO LEVEL
VEL S.TOR_Y..HT.(FT.) A.R.E.A(FT'1
(KIPS)
LE
DEAL,LOgp f,P_y,FI TOTAL LEVEL DL
1 9.0 3279 17 13.0 69 K
2 0.0 0 0 0.0 O K
3 0.0 0 0 0.0 0 K
4 0.0 0 0 0.0 0 K
5 0.0 0 0 0.0 0 K
6 0.0 0 _0 0.0 0 K
7 0.0 0 0 0.0 0 K
8 0.0 0 0 0.0 0 K
9 0.0 0 0 0.0 0 K
1 0 0.0 0 0 0.0 0 K
TOTAL DEAD LOAD OF STRUCTURE I 69 I KIPS
SEISMIC RESPONSE COEFFICIENT:
TRA_NNVCXSK, LONGITUDINAL
RESPONSE MODIFICATION FACTOR.R I 6.5 I I 6.5 I
OCCUPANCY IMPORTANCE FACTOR.le I 1.O0 I I 1.O0 I
SEISMIC PER. N M.E.S.EEEEIFIENT..S.. I 0.1 1 2 I I 0.1 12 I
BASE SHEARS: ULTIMATE LOADS X 0.7 = AS.,LD_WAg,1.F,-Wa&P.S2
T�:_ITSVEESE_ L4_:..ctTUOINAL T.RA.N.S.Y.E.R_SEL .IO.N.D1.21.DIN__
I B I K I B IK I 5 IK 5 1K
STORY SHEAR CALCULATION:
DISTRIBUTION EXPONEI.I 1.00 I
1JLTIMAIE.GAGS X 0.7= ALLOWABLE LOADS
TRA_N.$.Y.ERS.E_ LONGITUDINAL TRANSVERSE LONCI__ QIIAL
LEVELVERT,,01A,T.FACTOR,C. TORY.SHEARS x _1S27.gRY SW....F,, S.TOR Y.SH.EAR,Fx STORY SHEAR 510F,3.11655._I, L_5TS7_RY.._,.e`-.KCAR
1 1.❑O❑ 7.7 K 7.7 K 5.4 K 5.4 K 5.4 K 5.4 K
2 0.000 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K
3 0.000 0.0 K 0.0 K 0.0 K 0.0 K ❑.❑ K 0.0 K
4 0.000 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K
5 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K.
6 0.00 0.0 K 0.0 K 0.0K 0.0 K 0.0 K 0.0 K
7 0.00 0.0 K ❑.❑ K 0.0 K 0.0 K 0.0 K 0.0 K
8 0.00 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K 0.0 K
9 0.00 0.0 K ❑.❑ K ❑.❑ K 0.0 K 0.0 K ❑.❑ K
10 0.00 0.0 K 0.0 K 0,0 K 0,0 K 0.0 K 0.0 K
Page 1 of 1
. ,
44 MULHERN + KULP
residential structural engineering PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL - LOT 680201
M&K PROJECT #: 21 1 -1 801 8
ENGINEER: JTF
DATE: 01-JUL-19
SHEARWALL DESIGN SUMMARY
SHEARWALL 1 0 1 : 1ST - SIDE EXT. WALL OF BD#4/O.RETREAT W/ ❑PT. RETREAT WINDOWS
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 4.0 FT.
WALL LENGTH, L 54.1 FT. QUALIFYING WALL LENGTH, L 51.1 FT. SHEARWALL ASSEMBLY i...... P 1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
2700 LBS < 7153 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/16° OSB
FASTENED W/ SD NAILS AT 6'0.C. PANEL EDGES & 1 2'D.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 134 PLF OVERTURNING MOMENT 24.3 K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL S❑ Les RESISTIVE MOMENT 1 78.9 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
SHEARWALL 1 0 2: 1ST - REAR EXT. WALL OF ❑. RETREAT
SHEARWALL PROPERTIES:
WALL HEIGHT, H _ 9.0 FT. MAX WALL OPENING HT, HO 7.7 FT.
WALL LENGTH. L 17.0 FT. QUALIFYING WALL LENGTH, L 5.5 FT. SHEARWALL ASSEMBLY P3
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
..__ . ...1000 LBS < -..1 142 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P3 - 1 -SIDE 7/1 611 OSB
FASTENED W/ SD NAILS AT 3"0.C. PANEL EDGES & 1 2°O.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 508 PLF OVERTURNING MOMENT 9.0 K-FT HOLD DOWN DESIGN LOAD ❑ LBS
DL AT ENDS OF WALL 200 LBS RESISTIVE MOMENT 59.1 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
Page 2
lio ' MULHERN S. I-QJLP
STRUCTUPENINEERINS PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL - LOT 680201
M&K PROJECT #: 211 -18018
ENGINEER: JTF
DATE: O 1-JUL-1 9
SHEAR WALL DESIGN SUMMARY
SHEARWALL 1 03: 1ST - REAR EXT. WALL OF FAMILY ROOM
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, I-1 FT.
WALL LENGTH, L 5.3 FT. QUALIFYING WALL LENGTH, L 5.3 FT. SHEARWALL ASSEMBLY I P1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
200 LBS < &_._..-.... 1 255 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/16° OSB
FASTENED W/ 8D NAILS AT 6"O.C. PANEL EDGES & 1 2"0.0. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 508 PLF OVERTURNING MOMENT 1.8 K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS
DL AT ENDS OF WALL SOD Les RESISTIVE MOMENT 111100.K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
SHEARWALL 1 04: 1ST - REAR EXT. WALL OF' DINING/BD#2
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, HC 6.0 FT.
WALL LENGTH, L 28.0 FT. QUALIFYING WALL LENGTH, L 1 5.0 FT. SHEARWALL ASSEMBLY P 1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
150011_13s LBS < 2231 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/16° OSB
FASTENED W/ SD NAILS AT 6"O.C. PANEL EDGES & 1 2'O.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 380 PLF OVERTURNING MOMENT 13.5 K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 200 LBS RESISTIVE MOMENT 1 39.1 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
No HOLDOWN REQUIRED
Page 3
+
MULHERN 8c I—<ULP
SI CT urKAL ENGINEERING PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL - LOT 680201
M&K PROJECT #: 211 -18018
ENGINEER: JTF
DATE: I31-JUL-19
SHEARWALL DESIGN SUMMARY
SHEARWALL 1 05: 1ST - SIDE EXT. WALL OF BD#2/BD#3
SHEARWALL PROPERTIES:
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, He 5.0 FT.
WALL LENGTH, L 29.7 FT. QUALIFYING WALL LENGTH, L 26.7 FT. SHEARWALL ASSEMBLY P 1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
2000 ;LBS < �( 3152 LOS
SHEARWALL ASSEMBLY SPECIFICATION f
4v41 ;%i ,�,.zs; :,�,,.;: P1 - 1 -SIDE 7/16° OSB
FASTENED W/ BD NAILS AT 6°0.C. PANEL EDGES & 12'0.0. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 134 PLF OVERTURNING MOMENT 1 B.❑ K-FT UPLIFT CONNECTOR DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 50 LBS RESISTIVE MOMENT 54.4 K-FT HOLDOWN CAPACITY 0 LBS
HOLD—DOWN SPECIFICATION
NO HOLDOWN REQUIRED
SHEARWALL 1 06: 1ST - SIDE EXT. WALL OF GARAGE w/ OPT. DOOR
SHEARWALL PROPERTIES:
WALL HEIGHT, H 10.0 FT. MAX WALL OPENING HT, HC 6.7 FT.
WALL LENGTH, L 21.5 FT. QUALIFYING WALL LENGTH, L 18.5 FT. SHEARWALL ASSEMBLY C-._ P1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
700 LBS G 1 71 1 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/1611 OSB
FASTENED W/ BD NAILS AT 6"0.0. PANEL EDGES & 12'0.0. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL 134 PLF OVERTURNING MOMENT 7.0 K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 50 LBS RESISTIVE MOMENT 213.8 K-FT HOLDOWN CAPACITY 0 LBS
HOLD—DOWN SPECIFICATION
No HOLDOWN REQUIRED
Page 4
MULHERN g. KULP
5 r ri u c T u ri A L E N Ci N E E F? N G PROJECT NAME: DAVID WEEKLEY HOMES
7892 MODEL - LOT 680201
M&K PROJECT #: 21 1 -1 801 8
ENGINEER: JTF
DATE: O 1-JuL-1 9
SHEARWALL DESIGN SUMMARY
r7
SHEARWALL 1 0 /A: 1ST - FRONT EXT. WALL OF BD#4
SHEARWALL PROPERTIES: Ali
WALL HEIGHT, H 9.0 FT. MAX WALL OPENING HT, H5 6.0 FT.
WALL LENGTH, L 13.3 FT. QUALIFYING WALL LENGTH, L 6.8 FT. SHEARWALL ASSEMBLY L... P1
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ALLOWABLE SHEARWALL CAPACITY
1 000 LBS G 1 062 LBS
SHEARWALL ASSEMBLY SPECIFICATION
P1 - 1 -SIDE 7/16° EIS8
FASTENED WI BD NAILS AT 6°O.C. PANEL EDGES & 1 2"O.C. PANEL FIELD - EDGES BLOCKED
ADEQUATE
OVERTURNING EVALUATION:
RESISTIVE DL ' 505 PLF OVERTURNING MOMENT 9.0 K-FT UPLIFT CONNECTOR DESIGN LOAD ❑ LBS
DL.AT ENDS OF WALL ( 400_.,LBS RESISTIVE MOMENT 45.4 K-FT HOLDOWN CAPACITY 0 LBS
HOLD-DOWN SPECIFICATION
ND HOLDOWN REQUIRED
SHEARWALL XXX: - NOT USED
SHEARWALL PROPERTIES:
WALL HEIGHT, H 0.0 FT. MAX WALL OPENING HT, HC 0.0 FT.
WALL LENGTH, L 0.0 FT. QUALIFYING WALL LENGTH, L 0.0 FT. SHEARWALL ASSEMBLY P❑
CAPACITY EVALUATION:
TOTAL SHEAR LOAD ON WALL ,,,,��{{..,,,,//�(,,,,µµ./(ALLOWABLE SHEARWALL CAPACITY
_.. ❑ LBS; # ### #DIV/0! LBS
SHEARWALL ASSEMBLY SPECIFICATION
PO - 1 -SIDE 7/1 6° DSB
FASTENED WI BD NAILS AT 6°O.C. PANEL EDGES & 1 2110.0. PANEL FIELD - UNBLOCKED
#DIV/O!
OVERTURNING EVALUATION:
RESISTIVE DL 0 PLF OVERTURNING MOMENT #DIV/O! K-FT HOLD DOWN DESIGN LOAD 0 LBS
DL AT ENDS OF WALL 0 LBS RESISTIVE MOMENT 0.0 K-FT HOEDOWN CAPACITY 0 LB5
HOLD-DOWN SPECIFICATION
NO HOLDOWN REQUIRED
Page 5