HomeMy WebLinkAboutBLD07-0200
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to CITY OF PORT TOWNSEN
D%
PERMIT ACTIVITY LOG
PERMIT # J,.p QZ� Fj�Q DATE RECEIVED Q1271&
SCOPE OF WORK:
DATE
ACTION
INITIALS
Of ENTERED INTO CHET
CA - to Planning
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CHECKED FOR COMPLETEN
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o�Q°pr rowy BUILDING PERMIT
o City of Port Townsend
`gam Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project Information Permit # BLD07-020
Permit Type Residential - Single Family - New Project Name
Site Address 509 CALHOUN STREET Parcel # 957311307
Project Description
New house with garage
Fee Information Project Details
Dwellings — Type V Wood Frame 2,390 SQFT
Project Valuation $239,345.55 Private Garages — Wood Frame 475 SQFT
Building Permit Fee 1,777.75
State Building Code Council Fee 4.50
Technology Fee for Building Permit 35.56
Record Retention Fee for Building 10.00
Permit
Site Address Fee 3.00
Plan Review Fee 1,155.54
Energy Code Fee - New Single 100.00
Family Unit
Mechanical Permit Fee per Dwelling 150.00
Unit - New Residential
Plumbing Permit Fee per Dwelling 150.00
Unit - New Residential
Total Fees Paid $3,386.35
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Print Name Date Issued: 02/26/2007
Issued By: PWESTEP-FIELD
• 0
pORT BUILDING PERMIT
City of Port Townsend
�w
Development Services Department
250 Madison Street, Suite 3, Port Townsend, WA 98368
(360)379-5095
Project Information Permit # BLD07-020
Permit Type Residential - Single Family - New Project Name
Site Address 509 CALHOUN STREET Parcel # 957311307
Project Description
New house with garage
Names Associated with this Project License
Type Name Contact Phone # Type License # Exp Date
Applicant Peart Noel A
Owner Donnelly Jason
Call 385-2294 by 3:00pm for next day inspection.
Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180
days. Work is verified by obtaining a valid inspection.
The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify
that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify
that I am the owner of the property or authorized agent of the owner.
Print Name t>- Date Issued: 02/26/2007
Issued By: MESTERFIELD
Parcel Details Page 1 of 2
Parcel Number:
Parcel Number:
Owner Mailing Address:
NOEL PEART
MARGOT C PEART
1760 JACKSON S
PORT TOWNSEND WA983683912
Site Address:
Section: 11
Qtr Section: NW1/4
Township: 30N
Range: 1W
School District: Port Townsend (50)
Fre Dist: Port Townsend (8)
Tax Status: Taxable
Tax Code: 100
Planning area: Port Townsend (1)
Sub Division: HASTINGS 1ST ADDITION
Assessor's Land Use Code: 9100 - VACANT LAND
C" Ci C (tj
Property Description:
6
HASTINGS 1ST ADDITION I BLK 113 LOT 1(LS W5') I BND TGTH THRU LLA#107410 I
Click on photo for larger image.
No No 2nd
Photo Photo
Available Available
No Permit
No Assessor
Dataax
Data Available
V Sale's Info
Ma Parcel
Plats & Surve s
Available
Jefferson County
Best viewed with Microsoft Internet Explorer 6.0 or later
http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp 2/12/2007
Parcel Details Page 1 of 2.
Parcel Number:
Parcel Number: 957311301
Owner Mailing Address:
JASON DONNELLY
MELISA DONNELLY
1720 FRANKLIN ST
PORT TOWNSEND WA983688124
Site Address:
1720 FRANKLIN ST
PORT TOWNSEND 98368
Printer Friendly
Section: 11 School District: Port Townsend (50)
Qtr Section: NW1/4 Fre Dist: Port Townsend (8)
Township: 30N Tax Status: Taxable
Range: 1W Tax Code: 100
Planning area: Port Townsend (1)
Sub Division: HASTINGS 1ST ADDITION
Assessor's Land Use Code: 1100 - HOUSES (single units, non-farm)
Property Description:
HASTINGS 1ST ADDITION I BLK 113 LOTS 1(W5') & 3(ALL) I BND TGTH THRU
LLA# 107410 I I
Click on photo for larger image.
No 2nd
Photo
Available
Permit
Data
Available
Assessor Bldg Data
Tax, AN,Sales Info
Map Parcel
Plats & Surveys
Jefferson county • .
Best viewed with Microsoft Internet Explorer 6.0 or later
http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp 2/12/2007
F PORT TO�y CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: 07 PERMIT NUMBER: 6 LD 0-7— (3 2d
SITE ADDRESS: C Gt I h
PROJECT NAME: ��(�(` CONTRACTOR:
CONTACT PERSON: _/V OLPaO PHONE: c3 7 G [DS la 9
TYPE OF INSPECTION: �P_1'�,� L 17s�PG�I n11 _ ��rrPC''f'I P1✓L
4
11 APPROVED \ [I APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
poprrow CITY OF PORT TOWNSEND
ci o DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: 9 —Z 7' d / PERMIT NUMBER: f/ �Zb
SITE ADDRESS: 569 GQ (hC2 Wj
PROJECT NAME: -PE 14 �T CONTRACTOR: C; WKE kl 10c>
CONTACT PERSON: (�- f L PHONE: 301-2y!:71
TYPE OF INSPECTION: �1— l &tq
❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
Inspector Date
f.�
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
O� VORT T CITY OF PORT TOWNSEND
ci DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: eq ' 8 ' PERMIT NUMBER:
SITE ADDRESS: 5-0 q CLrI
PROJECT NAME: r' CONTRACTOR:
CONTACT PERSON: 11 PHONE: jn - a-4 -
TYPE OF INSPECTION: ru
<f-Agooe� 6z -e 4��)
APPROVED
❑ APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
❑ NOT APPROVED
Call for re -inspection before
proceeedding.
Inspector Date `' *
Approved plans 4permit car must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
o�VonTrow CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: 10-0-7 PERMIT NUMBER: S L i�)e)1— 620
SITE ADDRESS: , _r- houn
PROJECT NAME: d .!('� CONTRACTOR:
CONTACT PERSON: Is X,3a I -QA -71
TYPE OF INSPECTION: I n����( p&t .
❑ APPROVED
❑ APPROVED WITH
CORRECTIONS
Ok to proceed. Corrections will be
checked at next inspection
❑ NOT APPROVED
Call for re -inspection before
proceeding.
Date d
Approved plans and permit card must be on-site and available at time of inspection. A. re -inspection fee may
be assessed if work is not ready for inspection.
p�VoNTrO�y� CITY OF PORT TOWNSEND
o DEVELOPMENT SERVICES DEPARTMENT
>� INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: / - .'S -
SITE ADDRESS:
PERMIT NUMBER: S LbO? - a ZO
PROJECT NAME: r'e Q r Z CONTRACTOR:
CONTACT PERSON: ���l�J1I en PHONE: ) -471
TYPE OF INSPECTION:
010!
WiA-r 2 :�Sky-RPLY L-1 k) rzs 9 v2_
/ /J Ao 0,, e, L;f �p / 41 L6-�, -7 6_� / m 1,AJ -
❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
Inspector Date
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
pORT TOk
>° s CITY OF PORT TOWNSEND
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: (o -22--O"2—PERMIT NUMBER: BL h n:7_ adS Q�20
SITE ADDRESS: "�-q `; yknI-)n
PROJECT NAME: CONTRACTOR:
CONTACT PERSON: �-(�, PHONE:
TYPE OF INSPECT
0
wort
❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
Inspector I Date
VZ-P—
Approvedplans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
0•
0•
�popxTo CITY OF PORT TOWNSEND
o �y
DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION. O PERMIT NUMBER: ? (, z C
SITE ADDRESS:
PROJECT NAME:
CONTACT PERSON:
TYPE OF INSPECTION:
CONTRACTOR:
PHONE:
LAI) I
APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
- - Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceciding.
49 7
Inspector Date ;
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
o� powr rays CITY OF PORT TOWNSEND
y v DEVELOPMENT SERVICES DEPARTMENT
INSPECTION REPORT
For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want
the inspection. For Monday inspections, call by 3:00 PM Friday.
DATE OF INSPECTION: O PERMIT NUMBER:
SITE ADDRESS: 5D CqL 41&1
PROJECT NAME: CONTRACTOR:
CONTACT PERSON: PHONE: `-7/
TYPE OF INSPECTION:
C l
tj
❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED
CORRECTIONS
Ok to proceed. Corrections will be Call for re -inspection before
checked at next inspection proceeding.
r �
Inspector._ '-� Date
T -F
f
Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may
be assessed if work is not ready for inspection.
p Marchriss Enginee Inc.
P.O. Box 553
Bremerton, WA 98312
Phone: (360) 792-2421
email: harry.williams@marchriss.com
Engineer's Notes:
JOB TITLE Vot Peart Residence ,
JOB NO. 121306LG SHEET NO.
CALCULATED BY hew DATE 1/22/07
CHECKED BY DATE
Structural Calculations
FOR
Margot Peart Residence
Parcel # 957311301
Port Townsend, WA 98368
EXPIRES 06/13/,Z775:3
1. These calculations qualify the above structure to meet IRC 2003 lateral requirements for seismic and wind loads.
2. Per request, the following beams were sized for gravity only:
RB -1, RB -2, RB -3, RB -4, VB -1, and Garage Door Header. (See calculation page ((a )
3. The Owner/Architect is responsible to accurately interpret and transfer all engineering information contained
in this calculation onto the building drawings as required. The engineer is not liable or responsible for
workmanship and engineering provided by others.
r
INDEX
i
CodeSummary....................................................... 3
Wind & Seismic Forces ........................................... 4-8
DesignForce Summary ............................................ 9
Shear Wall Worksheets ............................................ 10-13
ShearWall Schedule ................................................ 14.
LateralHardware Schedule ...................................... 15
LateralPlans.......................................................... 16-18
Sectionsand Details ................................................. 19-28
Typical Shear Transfer Details ................................... 29-30
Gravity Calculations for selected beams ....................... 31-54
z
Marchriss Engineerinc. JOB #$E Margot Peart Residencd
P.O. Box 5537
to
Bremerton, WA 98312 JOB NO. 121306LG SHEET NO.
Phone: (360) 792-2421 CALCULATED BY hew DATE 1/22/07
email: harry.williams@marchriss.com CHECKED BY DATE
Code Search
I. Code: International Building Code 2003
11. Occupancy:
Occupancy Group = R Residential
III. Type of Construction:
Fire Rating:
Roof= 0.0 hr ��
Floor = 0.0 hr ) POO—
IV. Live Loads:
Roof angle (9) 12.00 / 12 45.0 deg
Roof 0 to 200 sf:
12 psf
200 to 600 si
12 psf
over 600 sf:
12 psf
Floor
18.0 ft
40 psf
Stairs & Exitways
0.0 ft
100 psf
Balcony
C
60 psf
Mechanical
Enclosed Building
N/A
Partitions
+/-0.18
N/A
V. Wind Loads : ASCE 7 - 02
Importance Factor
1.00
Basic Wind speed
85 mph
Directionality (Kd)
0.85
Mean Roof Ht (h)
18.0 ft
Parapet ht above grd
0.0 ft
Exposure Category
C
Enclosure Classif.
Enclosed Building
Internal pressure
+/-0.18
Building length (L)
69.0 ft
Least width (B)
30.0 ft
Kh case 1
0.882
Kh case 2
0.882
Topographic Factor (Kzt1
Topography
Flat
Hill Height (H)
0.0 ft
H< 15ft;exp C
Half Hill Length (Lh)
0.0 ft
Kzt=1.0
Actual H/Lh =
0.00
Use H/Lh =
0.00
Modified Lh =
0.0 ft
From top of crest: x=
50.0 ft
Bldg up/down wind?
downwind
H/Lh= 0.00
K, =
0.000
x/Lh = 0.00
KZ =
0.000
z/Lh = 0.00
K3 =
1.000
At Mean Roof Ht:
Kzt = (I+KIKZK3)^2 =
1.00
Speedup
x(upw„-,d) x(downwind)
HJ2 11
H
ESCARPMENT
V(z)
Z4 V(
V(. Z) x(upwind)
Speed-up
x(downwind)
H12 H
213 RIDGE or 31) AXISYMMETRICAL HILL
3
Marchriss EngineerinQc. JOB TITLE Vot Peart Residence
P.O. Box 5537
Bremerton, WA 98312 JOB NO. 121306LG SHEET NO.
l Phone: (360) 792-2421 CALCULATED BY hew DATE 1/22/07
email: harry.williams@marchriss.com CHECKED BY DATE
,L"' TA2lgl-irsaord
4,S H aar 2.S It ,, a
VX"M=MA&
Parma
Transverse Direction
Kz = Kh = 0.88 (case 1)
Base pressure (qh) = 13.9 psf
GCpi = +/-0.18
Torsional loads are
25% of zones 1 - 4.
6 See code for loading
diagram
Longitudinal Direction
Edge Strip (a) 3.0 ft
End Zone (2a) 6.0 ft
Zone 2 length = 15.0 ft
Wind Surface pressures (psi) - use IU pst minimum for zones 1 plus 4 and 5 plus 6
1
Transverse
Direction
8.9 psf
Longitudinal
Direction
-7.1 -12.1
11.1 psf
3
Perpendicular 0 = 45.0 deg
Parallel 9 = Odeg
10.0 psf
Surface
GCpf
w/-GCpi
w/+GCpi
GCpf
w/-GCpi
w/+GCpi
1
0.56
0.74
0.38
0.40
0.58
0.22
2
0.21
0.39
0.03
-0.69
-0.51
-0.87
3
-0.43
-0.25
-0.61
-0.37
-0.19
-0.55
VERTICAL
4
-0.37
-0.19
-0.55
-0.29
-0.11
-0.47
5
-0.45
-0.27
-0.63
-0.45
-0.27
-0.63
6
1 -0.45
-0.27
-0.63
-0.45
-0.27
-0.63
IE
0.69
0.87
0.51
0.61
0.79
0.43
2E
0.27
0.45
0.09
-1.07
-0.89
-1.25
3E
-0.53
-0.35
-0.71
-0.53
-0.35
-0.71
4E
-0.48
-0.30
-0.66
-0.43
-0.25
-0.61
Wind Surface pressures (psi) - use IU pst minimum for zones 1 plus 4 and 5 plus 6
1
10.3 5.3
8.0 3.1
8.9 psf
2
5.4 0.4
-7.1 -12.1
11.1 psf
3
-3.5 -8.5
-2.6 -7.6
10.0 psf
4
-2.6 -7.6
-1.5 -6.5
5
-3.7 -8.7
-3.7 -8.7
6
1 -3.7 -8.7
-3.7 -8.7
IE
12.1 7.1
11.0 6.0
2E
6.2 1.2
-12.3 -17.3
3E
-4.9 -9.8
-4.9 -9.8
4E
-4.2 -9.2
-3.5 -8.5
1!
MWFRS SimDle Dianhraem Pressures fns
Transverse direction (normal to L)
Interior Zone: Wall
12.9 psf
Roof
8.9 psf
End Zone: Wall
16.2 psf
Roof
11.1 psf
Longitudinal direction
(parallel to L)
Interior Zone: Wall
10.0 psf
End Zone: Wall
14.4 psf
Windward roof overhangs: 9.4 psf (upward) add to windward
roof pressure
Parapet
Windward parapet: 0.0 psf (GCpn = +1.8)
Leeward parapet: 0.0 psf (GCpn = -1.1)
WINDWARD
OVERHANG
ITI
WINDWARDROOF
11
LEEWARD RCJOF
l l l 7 1 J! 1
VERTICAL
8
H
�
L
W2 or ZONE �2
TRANSVERSE ELEVATION
WINDWARD ROOF
1!
LEEWARD ROOF
1 1 1 1 1! 1 J
VERTICAL
LJ2ZDNE2
:j
LONGITUDINAL ELEVATION
F3
Marchriss Engineering-Inc. JOB r1 Margot Peart Residence '
P.O. Box 5537 qW
Bremerton, WA 98312 JOB NO. 121306LG SHEET NO.
Phone: (360) 792-2421 CALCULATED BY hew DATE 1/22/07
email: harry.williams@marchriss.com CHECKED BY DATE
VI. Seismic Loads:
Seismic Use Group: I
Importance Factor (Ie) : 1.00
Site Class : D
Ss (0.2 sec) = 125.00 %g
SI (1.0 sec) = 44.00 %g
Fa= 1.000
Fv = 1.560
Seismic Design Category = D
Number of Stories: 2
Structure Type: Light Frame
Plan Structural Irregularities: No plan Irregularity
Vertical Structural Irregularities: No vertical Irregularity
Zip Code Search for Ss & S 1:
liMI/eaint.cr, usgs. eov/ea-men/html/zipcode-06.html
Sms = 1.250 Sds = 0.833 Design Category = D
Sml = 0.686 Shc = 0.458 Design Category = D
Flexible Diaphrams: Yes
Building System: Bearing Wall Systems
Seismic resisting system: Light frame walls with shear panels - wood structural panels/sheet steel panels
System Building Height Limit: 65 It
Actual Building Height (hn) = 18.0 ft
See ASCE? Section 9.5.2.2.4&5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS IBC2003
Simplified Analysis
Response Modification Factor (R) = 6.5 6.5
System Over -Strength Factor (no) = 2.5 2.5
Deflection Amplification Factor (Cd) = 4 4
Sds = 0.833
Shc = 0.458
Code Reference Section for Detailing: 2306.4.1 / 2211 p = redundancy coefficient
Seismic Load Effect (E) = p QE +/- 0.2Sos D = p QE +/- 0.167D QE = horizontal seismic force
Special Seismic Load Effect (Em) = no QE +/- 0.2Sps D = 2.5 QE +/- 0.167D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Index Force Analysis (Seismic Category A only)
Simplified Analysis - Permitted
Design Base Shear V=1.2SdsW/R =
0.154W
Equivalent Lateral -Force Analysis
- Permitted
Building period coef. (CT) =
0.020
Approx fundamental period (Ta) =
CThnx =
User calculated fundamental period (T) =
Seismic response coef. (Cs) =
SdsIe/R =
need not exceed Cs =
SdI le/RT =
but not less than Cs =
=0.044Sdsle
USE Cs =
Model, Linear & Nonlinear Response Analysis
ALLOWABLE STORY DRIFT
Method Not Permitted
Cu = 1.40
0.175 x= 0.75 Tmax = CuTa = 0.245
0 Use T = 0.175
0.128
0.403
0.037
0.128
Design Base Shear V = 0.128 W
- Permitted (see code for procedure)
Structure Type: All other structures
Allowable story drift = 0.020hsx where hsx is the story height below level x
Zipcode Lookup Output! y Page 1 of 1
The input zip -code is 98368.
ZIP CODE 98368
LOCATION 48.0980 Lat. -122.7989 Long.
DISTANCE TO NEAREST GRID POINT 0.2400 kms
NEAREST GRID POINT 48.1 Lat. -122.8 Long.
Probabilistic ground motion values, in %g, at the Nearest Grid point are:
10%PE in 50 yr 5%PE in 50 yr 2%PE in 50 yr
PGA 29.106609 39.158981 54.626320
0.2 sec SA 63.107239 99.738327 125.205399
0.3 sec SA 57.622169 85.558853 119.190102
1.0 sec SA 21.261971 30.243580 44.126129
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
The input zip -code is.
Zip code is zero and we go to the end and stop.
PROJECT INFO: SEISMIC HAZARD: Hazard by Zip Code
Le
http://eqint.cr.usgs.gov/eq-men/cgi-bin/zipcode-06.cgi 1/23/2007
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Shear Wall Element Worksheet
OLine 13 L= 5-4- _ /v
Shear
c� = (F/ :2L) _ Garry Over
3on S
Y
UPL.
H.D.
Garry Over
�bo
O2 Line :E L= f 7 = 15* ft. nvr � QPI,
Shear H.D.
F= ��'`� c�=(F/ :EL)= " '11 Garry Over Garry Over
F cot cx-ur,.I rias 2 ti'Go 0
S
4 �
57 5w-4- vac
H.D. f!r4-
O3 Line -A.b 2 L= - 4♦5-
4fem c�=(F/ 2L)= 2&S,Rj
C r- i�lo� �Lr.cciv�l tp=e 1-4- 3 S' 7
cAt•c . )
= 21.< -ft. i?&v r —> 41P4,
Shear H.D. 45
Garry Over Garry Over
® Line 1 :E LG
F= S*>V c,=(F/ 2L)=
F;
1G ,hp m sTe- q„
ft. CIFLleor- -'.p /�o
Shear H.D.
Garry Over G °D Garry Over
w0a 19460
s-.'
Ll
a
Shear Wall Element Worksheet
Line 3 2 L=
F =
6-26 5'� a= (F/ 2 L) _ —
F
Z(. 2
t3
Line 3 2 L
F= q,=(F/ :EL)=
Line A
2 L=
/ F= cr(F/
37vG � Swa-z
3 ft. U FL�,f �F �O
Shear H.D. �,,�,�
Garry Over Llv Garry Over
7+6
2(
! 3 }
Pifo� -SlJS
Shear H.D.
Garry Over `'' Garry Over
G,r,
3, f + S = U'• r ft. 1 F --`7,
7-� zj
—IJUcxvor tl
2 _ Ob 37o6 , 51tS *
3�
® Line 2 L
F= j=(F/ 2L)=
1-1-
407-7*
r B l 54,111r
475-
Shear H.D.
Garry Over Garry Over a
W s-) -! tt (/a� �(�' 5Y, C
sy z
H.D.: �'�%S � 3• �
Shear H.D.
Garry Over Garry Over
f
l�t.�pe,-7t1 a95 -Z
Iv
Shear Wall Element Worksheet
® Line :E L= f x(,25 = i����ft.
592 Shear H.D. N
Garry Over -41 6�' Garry Over `
QL
V4 Nor
H.D. ���DZ-SDS3
(0 Line G �e, 2 L= 00-17
r= G 2� a=(p/ 2L)= 41(011,
4 evo
= 15- ft. �l PG fA,'o
Shear H.D.
u
Garry Over --° Garry Over 57(,
lv= C7&1-) a- rr (7 )1 -7 (.6,
76 ¢�
µ�. 21a('('3.$)�
H.D.= 47 S-
S LJ I -
SWI- ¢ 5,V15 267 "� µDlf7 -•S`D03
QbLine 12 L= = 12 •?'eft.L11, dvr�s
Shear H.D.
cr(P/ 2L)= ZU Garry Over Garry Over
K= 6(2_&0f- 1.9(Is7
t•s(54,10+ 5
12.Ifr
0 Line
2 L=.
F= CL= (Fm/ 2L)=
ft.
Shear H.D.
Garry Over Garry Over
9 •
SHEAR WALL SCHEDULE: (See 2003 IBC Table 2306.4. 1)
Type: Max.
Sheathing and Anchorage Description:
Shear:
SW 1-6 v=230plf
15/32" plywood or OSB w/8d (.131"x2 ''/�") common nails @ 6"oc edges & 12"oc field.
Anchorage: 16d @ 6"oc OR 1/2" bolts @ 36"oc OR 5/8" bolts @ 54" (Note #7) U.N.O.
SW 1-4 v=350plf
15/32" plywood or OSB w/8d (.131"x2'/Z") common nails @ 4"oc edges & 12"oc field.
Anchorage: 16d @ 4"oc OR 1/2" bolts @ 24"oc OR 5/8" bolts @ 36"oc ( Note #7) U.N.O.
SW 1-3 v=450plf
15/32" plywood or OSB w/8d (.131"x2 %z") common nails @ 3"oc edges -staggered & 10"oc field. Anchorage:
1/4" lag screws @ 6"oc-staggered (min. 2" penetration) OR 5/8" bolts @ 29"oc ( Notes #1 & #7) U.N.O.
SW 1-2 v=585plf
15/32" plywood or OSB w/8d (.131"x2 ''/�") common nails @ 2"oc-staggered & IVoc field. Anchorage: 1/4"
lag screws @ 4 %"oc-staggered (min. 2" penetration) OR 5/8" bolts @ 22"oc (Notes #1 & #7) U.N.O.
SW 2-4 v=700plf
15/32" plywood or OSB (2 sides) w/8d (.131"x2 ''/2") common nails @ 4"oc edges & 10"oc field. Anchorage:
3/8 lag screws @ 5"oc-staggered (min. 3" penetration) OR 5/8" bolts @ 18"oc (Notes #1 & #7) U.N.O.
SW 2-3 v=900p1f
1/2" plywood or OSB (2 sides) w/8d (.131"x2 '/2") common nails @ 3"oc edges staggered & 10"oc field.
Anchorage: 3/8" lag screws @ 4"oc-staggered (min. 3" penetration) OR 5/8" bolts @ 14"oc (Notes #1 & #7)
U.N.O.
SW 2-2 v=1170p1f
1/2" plywood or OSB (2 sides) w/8d (.131"x2'/Z") common nails @ 2"oc (staggered) edges staggered & IVoc
field. Anchorage: 3/8" lag screws @ 3"oc-staggered (min. 3" penetration) OR 3/4"bolts @ 15"oc (Notes #1
& #7) U.N.O.
SW 1-6 v=230plf 15/32" plywood or OSB w/8d (.131"x2 %i") common nails @ 6"oc edges & 12"oc field. Anchorage: #14 wood
screws @ 10"oc-staggered (min. 2 %" penetration). (Nails may be used in lieu of screws under openings
similar to SW 1-6) OR 1/2" bolts @ 36"oc OR 5/8" bolts @ 54"oc (Notes #1 & #7), LTP4 @ 30"oc U.N.O.
PSW 1-4 v=350plf 15/32" plywood or OSB w/8d (.131"x2 %") common nails @ 4"oc edges & 12"oc field. Anchorage: #14 wood
screws @ 7"oc (min. 2 ''/s" penetration). (Nails may be used in lieu of screws under openings similar to SW I-
4) OR 1/2" bolts @ 24"oc, OR 5/8" bolts @ 36"oc (Notes #1 & #7), LTP4 @ 20"oc. U.N.O.
PSW 1-3 v=450plf 15/32" plywood or OSB w/8d (.131"x2 %") common nails @ 3"oc edges staggered & 10"oc field. Anchorage:
1/4" lag screws @ 6"oc-staggered (min. 2" penetration). (Nails may be used in lieu of screws under openings
similar to SW 1-3) OR 5/8" bolts @ 29"oc (Notes #1 & #7), LTP4 @ 15"oc U.N.O.
PSW 1-2 v=585plf 15/32" plywood or OSB w/8d (.131"x2 %:") common nails @ 3"oc edges & 12"oc field.
(For Wind Only) Anchorage: 1/4" lag screws @ 4 %i"oc-staggered (min. 2" penetration). (Nails may be used in lieu of screws
under openings similar to SW 1-2) OR 5/8" bolts @ 22"oc (Notes #1 & #7), LTP4 @ 12"oc U.N.O.
NOTES:
1. Shear walls over 350 plf (SW 1-3 or PSW T-3 through SW 2-2 or PSW 2-2) require a minimum 3x plate and 3x studs at
panel joints per Section 2305.3.10.
2. Use steel washers 1/4" thick x 3" x 3" between sill plate & nut on all shear wall types.
3. Use common wire nails in all shear walls
4. All shear walls, standard shear walls (SW) or perforated shear walls (PSW), shall be fully blocked.
5. All bolts used for anchorage to concrete must be embedded 7" minimum.
6. Stagger panel edge nailing.
7. Pressure treated 2x HF/2 sill plates assumed for bolt anchorage values.
Rev. 9 -1H07
�k
LATERAL PARDWARE 5CPEDULE
l USE 5INF50N EQUIFEMENT OR APPROVED EQUAL?
OMSTA36
VERTICAL STRAP (NO NAILS REQ'D. 9 RIM JST.)
MSTC52 W/ W d SINKERS t DBL. END STUDS (DBL. STUD TIE REQM'T: 10dX3' s (0' O.C.
O
-STAGGERED MIN.)
OMSTC4883
BENT STRAP TO BEAM
MSTC40 W/ 10d X Di' t DBL. STUDS (DBL. STUD TIE REQM'T: 10dX3' a (o' O.C.
®
-STAGGERED MINA
MT530 TWIST STRAP. MIN. (8)10d 048 X I V) TO BEAM, MIN. (8)10d TO WALL STUD(S)
O
BELOW. ALL NAILING TO BE EVENLY SPACED.
®
MSTC4853 BENT STRAP. PLACE BENT FLANGE OVER BEAM - LONG FLANGE TO STUDS
BELOW. PROVIDE SHIM BLOCK AS REQ'D. FOR FLANGE NAILING.
OST6224
EACH SIDE OF BEAM TO 4X6 COLUMN BELOW.
PH02-5063 W/ SIMPSON 6ST520 A.B- t DBL. VERTICAL END STUDS (DBL. STUD TIE REQM'T:
®
10dX3' a 6' O.G. -STAGGERED MIN.) (ALTERNATE HOLDOU1rl: STHDIORJ TIE DOWN STRAP)
OHHDQII-60625
W/ I's A-36 THREADED ROD AS. MIN. 15' EMBED INTO FOOTING.
HDQS-6063 W/ SIMPSON SSTB34 A$.
NOTE:
I. CONTRACTOR TO VERIFY ADEQUATE FOOTING THICKNESS TO ACCOMODATE REQUIRED
ANCHOR BOLT EMBED AND CLEARANCE REQUIREMENTS PER SIMPSON SPECIFICATIONS
(UNLESS OTHERWISE SPECIFIED ON DRAWINGS)
2. CONTRACTOR SHALL INSTALL ALL SIMPSON ANCHOR BOLTS, TENSION TIES, STEEL STRAP
HOLDOU.NS, STEEL BRACKET TYPE HOLDOWNS, AND STRONG -WALL SHEARWALL MODULES PER
SIMPSON SPECIFICATIONS (UNLESS NOTED OTHERWISE ON PLANS).
3. NO HARDWARE SUBSTITUTION 15 ALLOWED UNLESS APPROVED BY ENGINEER
A
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ONSIGNAI= WOOD TRLI5af&
( OR AS FUR ROOP PLAN)
OEISIGNAT/D GNEIATNING
CONT. 2X BLK'G-NAILI
ad • b" O.G. (UN.O.) —
Ibd* a" O.C. (UNLO-)
SHEAR NAILM
PM SCMEDU.E �
ibd. all O.C. (UND-)
DOUBLR TOP PLAn
NOTE: PROVIDE N-1 HURRICANE 8 WALL SF�IEATHMG
AT EACH TRUSS END OR PAPTER TAIL GMSWEAR WALL
(OR I04AL-TYPICAL)
TYPICAL SHEAR TRANSFEGowR ROOF TOP PLATE
NTS 2 x WALL aYartM
SMEAR WALL
PER PLAN
SMEAR NAILMG AS PER SCHEDULE
RIM JOIST TO MATON WOOD SCREW POR PERPORATED GHKAR WALLS (FW w_x)
PLOOR JOISTa 11 CA$ PER SNS
PIR WHIM v I I PER PLANE
LTP4 PLATE POR PWWMTV,,--
1
SMEAR W"b (PSW xl-iU
SHEAR NAILM6 AS
PER SCHEDULE n
PER SCHEDULE
SWEAR WALL
PER PLAN
TYPICAL SHEAR TRANSFER im UPPER FLOOR
NTS
SEE SHEAR WALL RAM JST OR TRUSS JST
PER SCI -ED
RIM BOARD AS OCCURS
2x WALL SYSTEM
SHEAR NAILM6 AS PER SCMKMJ
WOOD w4wx U POR PERPORATED SHEAR WALLS
SWEAR NAIL AS
AS PER GC 4E XLE
PER SCHED.
ANCHORBOLT PER SHEARA&L
LTP4 PLATE POR PERFORATED SC 6DULE
SNEAK WALLS (PSW )O( -X)
PER SCHEDULE 2x6 PT MUDSILL ANCHORED
TO STEM WALL PER SCHED.
OR SEE DUGS.
°• �' CONT FTG PER FDN PLN
TYPICAL SHEAR TRANSFER TO FOUNDATION
NTS
NOTE: THESE DETAILS SHOW TYPICAL SWEAR
TRANSFER METHODS. ACTUAL BUILONG
CONFIGURATION MAY BE DIFFERENT.
l�
DBL. END
STUDS (UNC
2X WALL SY
FLOOR SYS)
DBL. END
STUDS (LINO,
2X WALL SYS
FLOOR SYSY
•
STAGGER EDGE NAILING
SPECIFIED SHEAR
WALL SHEATHING
SHEATHING
.. END
:)S (UNO)
WALL PER
AL PLANS
R FLOOR
HOLDOWN STRAP
BE VERTICALLY ALIGNED
'AP OR
�lM BOLTED
KET is FOUNDATION
END
,S (UNO)
�OR
)UN BOLTED
:ET a FOUNDATION
TYPICAL SPEAR WALL POLDOWN TRANSFER
TO FOUNDATION NOTE: THESE DETAILS SHOW TYPICAL SHEAR
NTS TRANSFER METHODS. ACTUAL BUILDING
CONFIGURATION MAY BE DIFFERENT.
611
Multi -Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on:
02-07-2007: 12:25:30 AM
Project: PEART - Location: RB -1
Summary:
3.5 IN x 11.875 IN x 15.0 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 41.7% Controlling Factor: Section Modulus / Depth Required 10.26 In
Center Span Deflections:
Dead Load:
DLD-Center=
0.37
IN
Live Load:
Total Load:
LLD -Center-
0.27
IN = U665
Center Span Left End Reactions (Support A):
TLD -Center=
0.65
IN = U279
Live Load:
Dead Load:
LL-Rxn-A=
2171
LB
Total Load:
DL-Rxn-A=
3226
LB
Bearing Length Required (Beam only, support capacity not checked):
TL-Rxn-A=
BL -A=
5397
2.06
LB
IN
Center Span Right End Reactions (Support B):
Live Load:
Dead Load:
LL-Rxn-B=
1559
LB
Total Load:
DL-Rxn-B=
1930
LB
Bearing Length Required (Beam only, support capacity not checked):
TL-Rxn-B=
BL -B=
3489
1.33
LB
IN
Beam Data:
Center Span Length:
L2=
15.0
FT
Center Span Unbraced Lenqth-Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
15.0
FT
Live Load Duration Factor:
Cd=
1.15
Live Load Deflect. Criteria:
U
240
Total Load Deflect. Criteria:
U
180
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
0
PLF
Dead Load:
wD-2=
0
PLF
Beam.Self Weight:
BSW=
9
PLF
Total Load:
Point Load 1
wT-2=
9
PLF
Live Load:
PL1-2=
2200
LB
Dead Load:
PD1 -2=
3400
LB
Location (From left end of span):
X1-2=
3.0
FT
Trapezoidal Load 1
Left Live Load:
TRL-Left-1-2=
0
PLF
Left Dead Load:
TRD-Left-1-2=
0
PLF
Right Live Load:
TRL-Riqht-1-2=
225
PLF
Right Dead Load:
TRD-Right-1-2=
240
PLF
Load Start:
A-1-2=
3.0
FT
Load End:
B-1-2=
13.5
FT
Load Length:
C-1-2=
10.5
FT
Trapezoidal Load 2
Left Live Load:
TRL-Left-2-2=
225
PLF
Left Dead Load:
TRD-Left-2-2=
240
PLF
Right Live Load:
TRL-Riqht-2-2=
240
PLF
Right Dead Load:
TRD-Right-2-2=
240
PLF
Load Start:
A-2-2=
13.5
FT
Load End:
B-2-2=
15.0
FT
Load Length:
C-2-2=
1.5
FT
Properties For: 2.0E Parallam- Trus Joist
Bending Stress:
Fb=
2900
PSI
Shear Stress:
Fv=
290
PSI
Modulus of Elasticity:
E=
2000000
PSI
Stress Perpendicular to Grain:
Fc_perp=
750
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
3339
PSI
Adjustment Factors: Cd=1.15 CF=1.00
Fv':
Fv'=
334
PSI
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
M=
16149
FT -LB
3.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear:
V=
5388
LB
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on
span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
58.04
IN3
S=
82.26
IN3
Area (Shear):
Areq=
24.24
IN2
Moment of Inertia (Deflection):
A=
Ireq=
41.56
315.14
IN2
IN4
1=
488.41
IN4
It
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
Project: PEART -Location: RB -1 By: harry williams , Marchriss Engineering Inc. on: 02-07-2007
Summary:
3.5 IN x 11.875 IN x 15.0 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 41.7% Controlling Factor: Section Modulus / Depth Required 10.26 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Load combination shown- Cnntrnllinn Che=r/RAnm=nf/r)=fl +;. n:.,,..,... _
6000
3000
Shear
(Ibs) 0
-3000
-6000
20000
10000
Moment
(ft -Ib) 0
-10000
-20000
-0.7
-0.35
Deflection
(in) 0
0.35
,�XA
- - - - -- - - uv�� via ian�a
5397 lbs A 0 ft
-3489 lbs @ 15 ft
Fc-- 16149 ft -lbs @ 3 ft
I
I
I
I
I
I
f
I
I
I
I
I
5in@7ft
Center Span = 15 ft
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combining all dead loads and live loads on soan(s) 2
LOADING DIAGRAM
P1
Center Span = 15 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 2171 Lb 3226 Lb 5397 Lb 0 Lb
�v
Page 2
4?
0
0 9
B 1559 Lb
1930 Lb
3489 Lb
0 Lb
Center Span
Uniform Loading
Live Load
Dead Load Self Weight
Total Load
W 0 Plf
0 Plf
9 Pif
9 Plf
Trapezoidal Loading
Left LL
TRI -P
Left DL
Right LL
Right DL Load Start Load End
0 If
TR2 225 Plf
0 Plf
240 Plf
225 Plf
240 Plf
240 Plf 3 Ft 13.5 Ft
240 Plf 13.5 Ft 15 Ft
Point Loading
Live Load
Dead Load
Location
P1 2200 Lb
3400 Lb
3 Ft
Page 2
4?
0
Multi -Loaded Beam( 2003 International Buildinq Code (01 NDS)1 Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-02-2007: 10:48:27 AM
Proiect: PEART - Location: RB -2
Summary:
5.25 IN x 18.0 IN x 18.5 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 16.2% Controlling Factor: Section Modulus / Depth Required 16.7 In
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Bearinq Length Required (Beam only, support capacity not checked):
Center Span Right End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Length:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length -Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Properties For: 2.0E Parallam- Trus Joist
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CF=0.96
Fv':
Adiustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
10.545 Ft from left support of span 2 (Center Span)
DLD-Center=
0.39
IN
LLD -Center=
0.28
IN = L/788
TLD -Center=
0.67
IN = U329
LL-Rxn-A=
3926
LB
DL-Rxn-A=
5156
LB
TL-Rxn-A=
9082
LB
BL -A=
2.31
IN
LL-Rxn-B=
4406
LB
DL-Rxn-B=
5930
LB
TL-Rxn-B=
10335
LB
BL -B=
2.62
IN
L2=
18.5
FT
Lu2-Top=
0.0
FT
Lu2-Bottom=
18.5
FT
Cd=
1.15
U
240
U
180
wL-2=
0
PLF
wD-2=
0
PLF
BSW=
20
PLF
wT-2=
20
PLF
PL1-2=
4400
LB
PD1 -2=
6600
LB
X1-2=
10.5
FT
TRL-Left-1-2=
350
PLF
TRD-Left-1-2=
364
PLF
TRL-Riqht-1-2=
75
PLF
TRD-Right-1-2=
80
PLF
A-1-2=
0.0
FT
B-1-2=
10.5
FT
C-1-2=
10.5
FT
TRL-Left-2-2=
75
PLF
TRD-Left-2-2=
80
PLF
TRL-Riqht-2-2=
350
PLF
TRD-Right-2-2=
364
PLF
A-2-2=
10.5
FT
B-2-2=
18.5
FT
C-2-2=
8.0
FT
Fb=
2900
PSI
Fv=
290
PSI
E=
2000000
PSI
Fc -perp=
750
PSI
Fb'=
3188
PSI
Fv'=
334
PSI
M= 64841 FT -LB
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear:
V=
9325
LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
244.06
IN3
S=
283.50
IN3
Area (Shear):
Areq=
41.94
IN2
A=
94.50
IN2
Moment of Inertia (Deflection):
Ireq=
1395.22
IN4
I=
2551.50
IN4
3A
0 0
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
Project: PEART -Location: RB -2 By: harry williams , Marchriss Engineering Inc. on: 02-02-2007
Summary:
5.25 IN x 18.0 IN x 18.5 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 16.2% Controlling Factor: Section Modulus / Depth Required 16.7 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Load comhinatinn chnwn (nn1rn11inn CF.e ,�/AA /n
20000
1000
Shear
(Ibs)
-10000
-20000
70000
35000
Moment
(ft -Ib) 0
-35000
-70000
-0.7
-0.35
Deflection
(in) 0
0.35
0.7
9082 lbs @ 0 ft
---------- -••---••••�••••• vncunwvncnuLici utivi1 Diagrams
0
0
-10335 lbs @ 19 ft
64841 ft -lbs @ 11 ft
I
I
I
I
I
I
I
I
I
I
I
I
0.674 in
Center Span = 18.5 ft
Controllinq Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created_ by combining all dead loads and live loads on span(s) 2
LOADING DIAGRAM
P1
B
Center Span = 18.5 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 3926 Lb 5156 Lb 9082 Lb 0 Lb
Page 2
3�
B 4406 Lb
5930 Lb
10335 Lb
0 Lb
Center Span
Uniform Loading
Live Load
Dead Load Self Weight
Total Load
W 0 Plf
0 Plf
20 Plf
20 Plf
Trapezoidal Loading
Left LL
Left DL
Right LL
Right DL Load Start Load End
TR1 350 Plf
364 Plf
75 Plf
80 Plf 0 Ft 10.5 Ft
TR2 75 Plf
80 Plf
350 Plf
364 Plf 10.5 Ft 18.5 Ft
Point Loading
Live Load
Dead Load
Location
P1 4400 Lb
6600 Lb
10.5 Ft
Page 2
3�
i 0
Multi -Loaded Beamf 2003 International Building Code (01 NDS) j Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on:
02-05-2007: 6:06:00 PM
Project: PEART - Location: RB -3
Summary:
5.5 IN x 11.5 IN x 14.5 FT / #1 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 11.8% Controlling Factor: Section Modulus / Depth Required 10.88 In
Center Span Deflections:
Dead Load:
DLD-Center—
0.23
IN
Live Load:
LLD -Center=
0.26
IN = U664
Total Load:
TLD -Center=
0.49
IN = U353
Center Span Left End Reactions (Support A):
Live Load:
LL-Rxn-A=
2538
LB
Dead Load:
DL-Rxn-A=
2202
LB
Total Load:
TL-Rxn-A=
4739
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
1.38
IN
Center Span Right End Reactions (Support B):
Live Load:
LL-Rxn-B=
2538
LB
Dead Load:
DL-Rxn-B=
2202
LB
Total Load:
TL-Rxn-B=
4739
LB
Bearing Length Requited (Beam only, support capacity not checked):
BL -B=
1.38
IN
Beam Data:
Center Span Length:
L2=
14.5
FT
Center Span Unbraced Lenqth-Top of Beam:
Lug -Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
14.5
FT
Live Load Duration Factor:
Cd=
1.15
Live Load Deflect. Criteria:
L/
240
Total Load Deflect. Criteria:
U
180
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
0
PLF
Dead Load:
wD-2=
0
PLF
Beam'Self Weight:
BSW=
14
PLF
Total Load:
wT-2=
14
PLF
Trapezoidal Load 1
Left Live Load:
TRL-Left-1-2=
550
PLF
Left Dead Load:
TRD-Left-1-2=
450
PLF
Right Live Load:
TRL-Riqht-1-2=
150
PLF
Right Dead Load`.
TRD-Right-1-2=
130
PLF
Load Start:
A-1-2=
0.0
FT
Load End:
B-1-2=
7.25
FT
Load Length:
C-1-2=
7.25
FT
Trapezoidal Load 2
Left Live Load:
TRL-Left-2-2=
150
PLF
Left Dead Load:
TRD-Left-2-2=
130
PLF
Right Live Load:
TRL-Right-2-2=
550
PLF
Right Dead Load:
TRD-Right-2-2=
450
PLF
Load Start:
A-2-2=
7.25
FT
Load End:
B-2-2=
14.5
FT
Load Length:
C-2-2=
7.25
FT
Properties For: #1- Douglas -Fir -Larch
Bending Stress:
Fb=
1350
PSI
Shear Stress:
Fv=
170
PSI
Modulus of Elasticity:
E=
1600000
PSI
Stress Perpendicular to Grain:
Fc—perp=
625
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
1553
PSI
Adjustment
Adjustment Factors: Cd=1.15 CF=1.00
FV:
196
PSI
Adiustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
M=
14027
FT -LB
7.25 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads
on span(s) 2
Controlling Shear:
V=
3895
LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
108.42
IN3
S=
121.23
IN3
Area (Shear):
Areq=
29.89
IN2
A=
63.25
IN2
Moment of Inertia (Deflection):
Ireq=
355.51
IN4
1=
697.07
IN4
-�l
0 0
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-05-2007
Project: PEART - Location: RB -3
Summary:
5.5 IN x 11.5 IN x 14.5 FT /#1 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 11.8% Controlling Factor: Section Modulus / Depth Required 10.88 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
5000
2500
Shear
(Ibs) 0
-2500
-5000
20000
10000
Moment
(ft -Ib) 0
-10000
-20000
-0.5
-0.25
Deflection
(in) 0
0.25
0.5
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combining all dead loads and live loads on span(;
LOADING
Reactions
Live Load Dead Load
A 2538 Lb 2202 Lb
B 2538 Lb 2202 Lb
Center Span
Uniform Loading
Center Span = 14.5 ft
Total Load Uplift Load
4739 Lb 0 Lb
4739 Lb 0 Lb
�4
0 •
Page 2
Live Load
Dead Load Self Weight
Total Load
W 0 Plf
0 Plf
14 Plf
14 Plf
Trapezoidal Loading
Left LL
Left DL
Right LL
Right DL Load Start Load End
TR1 550 Plf
450 Plf
150 Pif
130 Plf 0 Ft 7.2 Ft
TR2 150 Plf
130 Plf
550 Plf
450 Plf 7.2 Ft 14.5 Ft
Multi -Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-07-2007: 12:03:44
AM
Project: pesrt - Location: Main Ridge Beam
Summary: "
taded
5.125 IN x 22.5 IN x 33.0 FT / 24F -V4 - Visually Western Species - Dry Use
Section Adequate By: 3.2% Controlling Factor: Moment of Inertia / Depth Required 22.27 In
Center Span Deflections:
Dead Load:
DLD-Center=
0.84
IN
Live Load:
LLD -Center-
0.76
IN = U520
Total Load:
TLD -Center=
1.60
IN = U248
Camber Required:
C=
1.26
IN
Center Span Left End Reactions (Support A):
Live Load:
LL-Rxn-A=
4125
LB
Dead Load:
DL-Rxn-A=
4537
LB
Total Load:
TL-Rxn-A=
8662
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
2.60
IN
Center Span Right End Reactions (Support B):
Live Load:
LL-Rxn-B=
4125
LB
Dead Load:
DL-Rxn-B=
4537
LB
Total Load:
TL-Rxn-B=
8662
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -B=
2.60
IN
Beam Data:
Center Span Length:
L2=
33.0
FT
Center Span Unbraced Length -Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
0.0
FT
Live Load Duration Factor:
Cd=
1.15
Live Load Deflect. Criteria:
U
360
Total Load Deflect. Criteria:
U
240
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
250
PLF
Dead Load:
wD-2=
250
PLF
Beam Self Weight:
BSW=
25
PLF
Total Load:
wT-2=
525
PCF
Properties For: 24F -V4- Visually Graded Western Species
Bending Stress:
Fb=
2400
PSI
Shear Stress:
Fv=
240
PSI
Modulus of Elasticity:
E=
1800000
PSI
Stress Perpendicular to Grain:
Fc perp=
650
PSI
Bending Stress of Comp. Face in Tension:
Fb_cpr=
1850
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
2477
PSI
Adjustment Factors: Cd=1.15 Cv=0.90
FV:
Fv'=
276
PSI
Adjustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
M=
71465
FT -LB
16.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on
span(s) 2
Controlling Shear:
V=
7796
LB
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
346.18
IN3
S=
432.42
IN3
Area (Shear):
Areq=
42.37
IN2
A=
115.31
IN2
Moment of Inertia (Deflection):
Ireq=
4715.95
IN4
1=
4864.75
IN4
AV
Multi -Loaded Beam( 2003 International Building Code (01 NDS) ] Ver: 7.01. 10
By: harry williams , Marchriss Engineering Inc. on: 02-07-2007
Project: pesrt - Location: Main Ridge Beam LJ�_
Summary: Qj
5.125 IN x 22.5 IN x 33.0 FT / 24F -V4 -Pisually Gra ed Western Species - Dry Use
Section Adequate By: 3.2% Controlling Factor: Moment of Inertia / Depth Required 22.27 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
900C
450C
Shear
(Ibs) C
-4500
-9000
80000
40000
Moment
(ft -Ib) 0
-40000
-80000
-2
-1
Deflection
(in) 0
1
K
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combinino all dead loads and live loads on shank) 2
Center Span = 33 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 4125 Lb 4537 Lb 8662 Lb 0 Lb
B 4125 Lb 4537 Lb 8662 Lb 0 Lb
Center Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 250 Plf 250 Plf 25 Plf 525 Plf
4\
0
i
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
By: harry willia archriss Engineering Inc. on: 02-02-2007
Project: PEART - Location: valley bearr�-
Summary: �"
2.688 IN x 11.25 IN x 13.0 FT 8.4 FT) / 2.0E Parallam -Trus Joist
Section Adequate By: 6.8% Controlling Factor: Moment of Inertia / Depth Required 11.01 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
2000
100C
Shear
(Ibs) C
-1000
-2000
10000
5000
Moment
(ft -Ib) 0
-5000
-10000
-0.9
-0.45
Deflection
(in) 0
0.45
0.9
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2
LOADING DIAGRAM
Center Span = 18.38 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 1099 Lb 1678 Lb 2777 Lb 0 Lb
B 1099 Lb 1678 Lb 2777 Lb 0 Lb
Center Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 169 Plf 176 Plf 7 Plf 352 Plf
U
ft r
9 i
Multi -Loaded Beam[ 2003 International Building Code (01 NDS)1 Ver: 7.01.10
32.24
IN3
By: harry w' uriss Engineering Inc. on: 02-02-2007: 10:00:05 AM
56.69
IN3
Proiect: PEART - Location: valley beam U Q
7.95
IN2
A=
Summary:
IN2
Ireq=
298.58
2.688 IN x 11.25 IN x 13.0 FT 8.4 FT) / 2.0E Parallam - Trus Joist
1=
318.88
IN4
Section Adequate By: 6.8% Controlling Factor: Moment of Inertia / Depth Required 11.01 In
Center Span Deflections:
Dead Load:
DLD-Center=
0.52
IN
Live Load:
LLD -Center=
0.34
IN = L/648
Total Load:
TLD -Center-
0.86
IN = U256
Center Span Left End Reactions (Support A):
Live Load:
LL-Rxn-A=
1099
LB
Dead Load:
DL-Rxn-A=
1678
LB
Total Load:
TL-Rxn-A=
2777
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
1.38
IN
Center Span Right End Reactions (Support B):
Live Load:
LL-Rxn-B=
1099
LB
Dead Load:
DL-Rxn-B=
1678
LB
Total Load:
TL-Rxn-B=
2777
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -B=
1.38
IN
Beam Data:
Center Span Length:
L2=
13.0
FT
Center Span Unbraced Length -Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
13.0
FT
Beam End Elevation Diff.:
EL=
13.0
FT
Live Load Duration Factor:
Cd=
1.15
Live Load Deflect. Criteria:
L/
360
Total Load Deflect. Criteria:
L/
240
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
169
PLF
Dead Load:
wD-2=
176
PLF
Beam Self Weight:
BSW=
7
PLF
Total Load:
wT-2=
352
PLF
Properties For: 2.0E Parallam- Trus Joist
Bending Stress:
Fb=
2900
PSI
Shear Stress:
Fv=
290
PSI
Modulus of Elasticity:
E= 2000000
PSI
Stress Perpendicular to Grain:
Fc_perp=
750
PSI
Adjusted Properties
Fb' (Tension): Fb'=
Adjustment Factors: Cd=1.15 CF=1.01
Fv': Fv'=
Adiustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
6.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s)
Controlling Shear:
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Zim
V=
3359 PSI
334 PSI
9024 FT -LB
1767 LB
Sreq=
32.24
IN3
S=
56.69
IN3
Areq=
7.95
IN2
A=
30.23
IN2
Ireq=
298.58
IN4
1=
318.88
IN4
0
1._ J
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-01-2007
Project: PEART - Location: Floor Beam @ Grid 2
Summary:
1.75 IN x 11.875 IN x 6.0 FT / 1.9E Microllam - Trus Joist
Section Adequate By: 8.2% Controlling Factor: Section Modulus / Depth Required 11.42 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
5000
2500
Shear
(Ibs) 0
-2500
-5000
6000
3000
Moment
(ft -Ib) 0
-3000
-6000
-0.07
-0.035
Deflection
(in) 0
0.035
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by live loads only on span(s) 2
LOADING DIAGRAM
P1
Reactions
Live Load
A -3975 Lb
B -1225 Lb
Center Span
Center Span = 6 ft
Dead Load Total Load Uplift Load
79 Lb 79 Lb -3922 Lb
79 Lb 79 Lb -1172 Lb
�k
0 0
Page 2
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 50 Plf 20 Plf 6 Plf 76 Plf
Point Loading
Live Load Dead Load Location
P1 -5500 Lb 0 Lb 1.5 Ft
0 •
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) j Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-07-2007: 12:28:51 AM
Proiect: PEART - Location: Garage Door Header
Summary:
5.125 IN x 19.5 IN x 18.5 FT / 24F -V4 - Visually
Section Adequate By: 14.2% Controlling Factor
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Camber Required:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Graded Western Species - Dry Use
: Section Modulus / Depth Required 18.25 In
Bearing Length Required (Beam only, support capacity not checked):
Center Span Right End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Length:
Center Span Unbraced Length -Top of Beam:
Center Span Unbraced Length -Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Point Load 2
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Properties For: 24F -V4- Visually Graded Western Species
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Bending Stress of Comp. Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cv=0.96
Fv':
Adiustment Factors: Cd=1.15
Design Requirements:
Controlling Moment:
7.955 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads
Controlling Shear:
DLD-Center=
0.32
IN
LLD -Center=
0.31
IN = 1_/722
TLD -Center-
0.63
IN = U353
C=
0.32
IN
LL-Rxn-A=
5999
LB
DL-Rxn-A=
6220
LB
TL-Rxn-A=
12219
LB
BL -A=
3.67
IN
LL-Rxn-B=
4691
LB
DL-Rxn-B=
4436
LB
TL-Rxn-B=
9127
LB
BL -B=
2.74
IN
L2=
18.5
FT
Lu2-Top=
0.0
FT
Lu2-Bottom=
18.5
FT
Cd=
1.15
U
240
U
180
wL-2=
0
PLF
wD-2=
100
PLF
BSW=
22
PLF
wT-2=
122
PLF
PL1-2=
2200
LB
PD1 -2=
3000
LB
X1-2=
5.0
FT
PL2-2=
2200
LB
PD2-2=
3000
LB
X2-2=
8.0
FT
TRL-Left-1-2=
340
PLF
TRD-Left-1-2=
130
PLF
TRL-Riqht-1-2=
340
PLF
TRD-Right-1-2=
130
PLF
A-1-2=
0.0
FT
B-1-2=
18.5
FT
C-1-2=
18.5
FT
Fb=
2400
PSI
Fv=
240
PSI
E=
1800000
PSI
Fc perp=
650
PSI
Fb_cpr=
1850
PSI
Fb'=
2663
PSI
Fv'=
276
PSI
M=
63114
FT -LB
and live loads on span(s) 2
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
V=
11343
LB
Sreq=
284.43
IN3
S=
324.80
IN3
Areq=
61.65
IN2
A=
99.94
IN2
Ireq=
1616.08
IN4
1=
3166.77
IN4
P
0
11
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-07-2007
Project: PEART - Location: Garage Door Header
Summary:
5.125 IN x 19.5 IN x 18.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use
SectionAdequate By: 14.2% Controlling Factor: Section Modulus / Depth Required 18.25 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
2000(
1000(
Shear
(Ibs) C
-10000
-20000
7000C
3500C
Moment
(ft -Ib) 0
-35000
-70000
-0.7
-0.35
Deflection
(in) 0
0.35
0.7
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2
LOADING DIAGRAM
P1 P2
D
Center Span = 18.5 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 5999 Lb 6220 Lb 12219 Lb 0 Lb
�1
• 0
B 4691 Lb
4436 Lb
9127 Lb
0 Lb
Center Span
Uniform Loading
Live Load
Dead Load Self Weight
Total Load
W 0 Plf
100 Plf
22 Plf
122 Plf
Trapezoidal Loading
Left LL
Left DL
Right LL
Right DL Load Start Load End
TR1 340 PIf
130 Plf
340 Plf
130 Plf 0 Ft 18.5 Ft
Point Loading
Live Load
Dead Load
Location
P1 2200 Lb
3000 Lb
5 Ft
P2 2200 Lb
3000 Lb
8 Ft
Page 2
�I
0
0
Multi -Loaded Beam( 2003 International Building Code (01 NDS)1 Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-01-2007: 10:24:13 AM
Project: PEART - Location: Floor Beam @ Grid 2 (overstrength)
Summary:
1.75 IN x 11.875 IN x 6.0 FT / 1.9E Microllam -
Section Adequate By: 10.7% Controlling Facto
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
Trus Joist
r: Area / Depth Required 10.73 In
Bearing Length Required (Beam only, support capacity not checked):
Center Span Right End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Center Span Length:
Center Span Unbraced Lenqth-Top of Beam:
Center Span Unbraced Length -Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Properties For: 1.9E Microllam- Trus Joist
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.20 CF=1.00
Fv':
DLD-Center-
0.00
IN
LLD -Center=
0.07
IN = U1067
TLD -Center-
0.07
IN = U1042
LL-Rxn-A=
4275
LB
DL-Rxn-A=
79
LB
TL-Rxn-A=
4354
LB
BL -A=
3.32
IN
LL-Rxn-B=
1525
LB
DL-Rxn-B=
79
LB
TL-Rxn-B=
1604
LB
BL -B=
1.22
IN
L2=
6.0
FT
Lu2-Top=
0.0
FT
Lu2-Bottom=
6.0
FT
Cd=
1.20
U
360
U
240
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PD1 -2=
X1-2=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv'=
Adjustment Factors: Cd=1.20
Design Requirements:
Controlling Moment:
1.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear:
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
M=
180
50
PLF
20
PLF
6
PLF
76
PLF
5500
LB
0
LB
1.5
FT
2600
PSI
285
PSI
1900000
PSI
750
PSI
3124 PSI
342 PSI
6446 FT -LB
4281 LB
Sreq=
24.76
IN3
S=
41.13
IN3
Areq=
18.78
IN2
A=
20.78
IN2
Ireq=
82.41
IN4
1=
244.21
IN4
IN
Multi -Loaded Beam( 2003 International Building Code (01 NDS) j Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-05-2007: 3:17:32 PM
Project: PEART - Location: Upper Floor Jst. @ vert strap
Summary:
3.5 IN x 11.875 IN x 21.0 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 15.8% Controlling Factor: Moment of Inertia /Depth Required 11.31 In
Center Span Deflections:
Dead Load:
DLD-Center-
0.23
IN
Live Load:
LLD -Center-
0.68
IN = U369
Total Load:
TLD -Center=
0.91
IN = U278
Center Span Left End Reactions (Support A):
Live Load:
LL-Rxn-A=
996
LB
Dead Load:
DL-Rxn-A=
755
LB
Total Load:
TL-Rxn-A=
1751
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -A=
0.67
IN
Center Span Right End Reactions (Support B):
Live Load:
LL-Rxn-B=
2254
LB
Dead Load:
DL-Rxn-B=
755
LB
Total Load:
TL-Rxn-B=
3008
LB
Bearing Length Required (Beam only, support capacity not checked):
BL -B=
1.15
IN
Beam Data:
Center Span Length:
L2=
21.0
FT
Center Span Unbraced Length -Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
21.0
FT
Live Load Duration Factor:
Cd=
1.33
Live Load Deflect. Criteria:
U
240
Total Load Deflect. Criteria:
U
240
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
50
PLF
Dead Load:
wD-2=
20
PLF
Beam, Self Weight:
BSW=
9
PLF
Total Load:
wT-2=
79
PLF
Point Load 1
Live Load:
PL1-2=
2200
LB
Dead Load:
PD1 -2=
0
LB
Location (From left end of span):
X1-2=
16.5
FT
Trapezoidal Load 1
Left Live Load:
TRL-Left-1-2=
0
PLF
Left Dead Load:
TRD-Left-1-2=
100
PLF
Right Live Load:
TRL-Riqht-1-2=
0
PLF
Right Dead Load:
TRD-Right-1-2=
100
PLF
Load Start:
A-1-2=
0.0
FT
Load End:
B-1-2=
4.5
FT
Load Length:
C-1-2=
4.5
FT
Trapezoidal Load 2
Left Live Load:
TRL-Left-2-2=
0
PLF
Left Dead Load:
TRD-Left-2-2=
100
PLF
Right Live Load:
TRL-Riqht-2-2=
0
PLF
Right Dead Load:
TRD-Right-2-2=
100
PLF
Load Start:
A-2-2=
16.5
FT
Load End:
B-2-2=
21.0
FT
Load Length:
C-2-2=
4.5
FT
Properties For: 2.0E Parallam- Trus Joist
Bending Stress:
Fb=
2900
PSI
Shear Stress:
Fv=
290
PSI
Modulus of Elasticity:
E=
2000000
PSI
Stress Perpendicular to Grain:
Fcl_perp=
750
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
3861
PSI
Adjustment Factors: Cd=1.33 CF=1.00
Fv':
Fv'=
386
PSI
Adjustment Factors: Cd=1.33
Design Requirements:
Controlling Moment:
M=
11724
FT -LB
16.38 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads
on span(s) 2
Controlling Shear:
V=
2858
LB
At a distance d from right support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on
span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
36.43
IN3
S=
82.26
IN3
Area (Shear):
Areq=
11.11
IN2
A=
41.56
IN2
Moment of Inertia (Deflection):
Ireq=
421.82
IN4
1=
488.41
IN4
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-05-2007
Project: PEART - Location: Upper Floor Jst. @ vert strap
Summary:
3.5 IN x 11.875 IN x 21.0 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 15.8% Controlling Factor: Moment of Inertia / Depth Required 11.31 In
400(
200C
Shear
(Ibs) C
-2000
-4000
20000
10000
Moment
(ft -Ib) 0
-10000
-20000
-1
-0.5
Deflection
(in) 0
0.5
1
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2
Reactions
Live Load Dead Load Total Load Uplift Load
A 996 Lb 755 Lb 1751 Lb 0 Lb
�k
Page 2
�N
o
B 2254 Lb
755 Lb
3008 Lb
0 Lb
Center Span
Uniform Loading
Live Load
Dead Load Self Weight
Total Load
W 50 Plf
20 Plf
9 Plf
79 Plf
Trapezoidal Loading
Left LL
Left DL
Right LL
Right DL Load Start Load End
TR1 0Plf
100 Plf
0 Plf
100 Plf 0 Ft 4.5 Ft
TR2 0 Plf
100 Plf
0 Plf
100 Plf 16.5 Ft 21 Ft
Point Loading
Live Load
Dead Load
Location
P1 2200 Lb
0 Lb
16.5 Ft
Page 2
�N
Multi -Loaded Beam[ 2003 International Building Code (01 NDS) ] Ver: 7.01.10
By: harry williams , Marchriss Engineering Inc. on: 02-05-2007
Project: PEART - Location: Upper Floor Jst. @ vert strap (overstrength)
Summary:
3.5 IN x 11.875 IN x 21.0 FT / 2.0E Parallam - Trus Joist
Section Adequate By: 39.8% Controlling Factor: Moment of Inertia / Depth Required 10.62 In
SHEAR, MOMENT, AND DEFLECTION DIAGRAMS
300(
150(
Shear
(Ibs)
-1500
-3000
2000C
10000
Moment
(ft -Ib) 0
-10000
-20000
-0.8
-0.4
Deflection
(in) 0
0.4
0.8
Controlling Load Cases:
Shear: Critical shear created by combining all dead loads and live loads on span(s) 2
Moment: Critical moment created by combining all dead loads and live loads on span(s) 2
Deflection: Critical deflection created by live loads only on span(s) 2 P1
Center Span = 21 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A -616 Lb 887 Lb 887 Lb -25 Lb
Page 2
5�-
B -2959 Lb
887 Lb
887 Lb
-2368 Lb
Center Span
Uniform Loading
Live Load
Dead Load Self Weight
Total Load
W 25 Plf
24 PR
9 Pif
58 Plf
Trapezoidal Loading
Left LL
Left DL
Right LL
Right DL Load Start Load End
TR1 0 Plf
120 Plf
0 Plf
120 Pif 0 Ft 4.5 Ft
TR2 0 Plf
120 Pif
0 Pif
120 Plf 16.5 Ft 21 Ft
Point Loading
Live Load
Dead Load
Location
P1 -4100 Lb
0 Lb
16.5 Ft
Page 2
5�-
Al
E
0.-
j�m
Ej
cIP
A
0%
rp
1
'I.
0
0
0
Receipt Number:
genprttrreceipts Page 1 of 1
Rd"
....................
ailm-2 0.7"
....... ..............................
...... ....
..............
.......................................................
n "O.x:
... ....... ... ...........
:X: ..........
.... ..
BLD07-020
957311307
Plan Review Fee
$1,155.54
$1,005.54
$0.00
BLD07-020
957311307
Technology Fee for Building Permit
$35.56
$35.56
$0.00
BLD07-020
957311307
Energy Code Fee - New Single Fam i
$100.00
$100.00
$0.00
BLD07-020
957311307
State Building Code Council Fee
$4.50
$4.50
$0.00
BLD07-020
957311307
Plumbing Permit Fee per Dwelling L
$150.00
$150.00
$0.00
BLD07-020
957311307
Mechanical Permit Fee per Dwelling
$150.00
$150.00
$0.00
BLD07-020
957311307
Building Permit Fee
$1,777.75
$1,777.75
$0.00
BLD07-020
957311307
Record Retention Fee for Building P
$10.00
$10.00
$0.00
BLD07-020
957311307
Site Address Fee
$3.00
$3.00
$0.00
Total:
$3,236.35
................
.......
.................
. ..................
..............
...........
...
...........
............................ X ...................
........ X. A. . ..
.............
........ ..........
......
M
07-0056
02107/2007 Plan Review Fee
$150.00
BLD07-020
..............
-UN . ....... .
......
...
...
.........
....
CHECK
4528
$3,236.35
Total $3,236.35
genprttrreceipts Page 1 of 1
,of
7-020 957311301 Plan Review Fee
ft
Receipt Number: 07,0606:
$795.18
Total:
genpmtrreceipts Page 1 of 1