HomeMy WebLinkAbout06090201-DCOVER SHEET
06090201-D
7440 ROLLINGDELL DR
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I� CONTROL # PERMIT # (��( �f � Z c� ( DATE �-�. Z �_�
PROJECT(~-l) �cR, �=c-�,•,L� JC,k-c1�� c dam) �5��-,,, c...��w��<...n t^e—rc�a�
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APPLICANT :�-�.�,�- � ��� OWNER x�, �,��.�,�, 2� r�
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APN# �� �j `f — � i - CI � � RES. (LUNG) C� � � (GARAGE)
COMM.SQ.FT.(NEW) T.I. SQ.FT. RES. REMODEL �� � � �
CONTACT f%der �--��-v� r PHONE # �/� `1 �SC�% FAX �r -7 -~ 3 � �-�
VALUATION � �/ �-��' `� � RECEIPT #� �j � �`� PLN. CHECK ���
ENERGY
CONSTRUCTION TAX--------------(Y) (N) GRADING
SCHOOL FEES ------------------------ (Y) (N) SOILS
HOUSING MITIGATION FEES----(Y) � BLDG PMT
HEART OFT E ITY ------------- Y /,�N) SEISMIC
NOTES: �C� (� �, ' ����;i '- ELECT
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ISSUED BY� �� DATE /2=-/z � � TOTAL FEES ��2, � � � ��
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CITY OF CUPFt2'I"INO
MTV -
BUILDING DIVISION PEIVrIqT CONTRACTOR
TR3GTOR INFO
BUILDING ADDRESS: - PERMIT NO.
06090201
7440 ROLLIN
OWNER'S NAME: PERMIT ISSUE DATE
BIN ZHAI L JIA WO _12/12/2006
PHONE: SANITARY NO. CONTROL NO.
ARCHITECT/ENGINEER: BUILDING PERMITINFO
BLDG ELECT PLUMB MECH
O p LICENSED CONTRACTOR'S DECLARATION
V I hereby affirm that 1 am licensed under provisions of Chapter 9 (commencing
Z with Section 7000) of -Division 3 of the Business and Professions Code, and my license is
h y in full force and effect.
y 2: License Class Lie &
wDate Contractor
,3 ARCHITECTS DECLARATION
i a I understand my plans shall be used as public records
)yU
+w0 H Licensed Professional
n y OWNER -BUILDER DECLARATION
j e I hereby affirm that I am exempt from the Contractor's License Law for the
p O following runsan. (Section 7(131.5, Business and Professions Code: Any city or county
<$ which requires a permit to construct, alter, improve, demolish, or repair any structure
a — m prior to its issuance, also requires the applicant for such permit to file a signed statement
ze
that he is licensed pursuam ro the provisions of Ube Contractor's License Law (Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code) or
5 that he is exempt therefrom and the basis for the alleged exemption. Any violation of
Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of
not more than five hundred dollars ($500).
❑ 1, as owner of the property, or my employees with wages as their sale compensation,
will do the work, and the structure is not intended or offered for sale (Sec.7044, Business
and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and who does such work himself or through his
own employees, provided that such improve mcnis are not intended or offered for sale. If,
however, the building or improvement is sold within one year of completion, the owner -
builder will have the burden of proving that he did not build or improve for purpose of
Sale.).
b1, as owner of the property, am exclusively contracting with licensed contractors to
construct the project (Sec. 7044, Business and Professions Code:) The Contractor's Li.
cense Law does not apply to an owner of property who builds or improves thereon, and
who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's
License Law.
❑ 1 am exempt under Sec . B & P C for this mason
Owner .....-...7%�7- -Z- 7L•f^C:'t--Date (Z/�1 �i
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
❑ I have and will maintain a Certificate of Consent to self -insure for Worker's Compen-
sation, as provided for by Section 3700 of the Labor Code, for the performance of the
work for which this permit is issued.
❑ 1 have and will maintain Worker's Compensation Insurance, as required by Section
3700 of the Labor Code, for the performance of the work for which this permit is issued.
My Worker's Compensation Insurance carrier and Policy number are:
Carrier: Policy No.:
CERTIFICATE OF EXEMPTION FROM WORKERS'
COMPENSATION INSURANCE
(This section need not be completed if the permit is for one hundred dollars ($1 W)
or less,)
I certify that in the performance of the work for which this permit is issued. I shall not
craplOyanypersonmanymanne o to bccq c subject to the Workers' Compensation
Laws of California. Date-
Applicant -
NOTICE TO APPLICANT: If, alter making this Certificate of Exemption, you should
become subject to the Worker's Compensation provisions of the Labor Code, you must
2 forthwith comply with such provisions or this permit shall be deemed revoked.
'z O CONSTRUCTION LENDING AGENCY
.�
I hereby affirm that there is a construction lending agency for the performance of
7 the work for which this permit is ;ssued (Sec. 3097, Civ, C.)
W Q Lender's Name
z Lender's Address
V C) I certify that 1 have read this application and state that the above information is
V. h"h correct. 1 agree to comply with all city and county ordinances and state laws relating to
0 U building construction, and hereby authorise representatives of this city to enter upon the
W above-menuoned property for inspecuon purposes.
CL (We) agree to save, indemnify and keep harmless the City of Cupertino against
cA liabilities, judgments, costs and expenses which may in any way accrue against said City
U Z in consequence of the granting of this permit.
h� APPLICANT UNDERSTANDS AND WILL COMPLY WITH ALL NON -POINT
SOURCE REGULATIONS.
>/I�VV6
Signature of Applicam/Cuntractor Date
HAZARDOUS MATERIALS DISCLOSURE
Will die applicant or future building occupant store or handle hayardous material
as defined by the Cupertino Municipal Code. Chapter 912, and the Health and Safety
Code, Section 25532(a)?
❑ Yes ) j No
Will the applicant or future building occupant use equipment or devices which
emit hazardous air contaminants as defined by the Bay Area Air Quality Management
District?
C] Yes ) No
1 have read the hazardous materials requirements under Chapter 6.95 of the Califor-
nia Health & Safety Code, Sections 25505, 25533 and 25534.1 understand that if the building
does not currently have a tenant, that it is my responsibility to notify the occupant of the
requirements which must be met prior to issuance of a Certificate of Ottcu�ancy.
Owncr or authorized agent Datc
Job Description
ADDITION 6801-FAMILY ROOM, KITCHEN,BAY WINDOW
ALSO REROOF ENTIRE HOUSE.
Sq. Ft. Floor Area
Vat$Z4r5 7 71
APN Number Occupancy Type
35931042.00
Required Inspections
inIssued by:
Re -roofs
Type of Roof
Date
All roofs shall be inspected prior to any roofing material being installed.
If a roof is installed without first obtaining an inspection, I agree to remove
all new materials for inspection.
Signature of Applicant
Date
All roof coverings to be Class "B" or better
CITY OF
CUPEkTINO
Community Development
10300 Torre Avenue
Cupertino CA 95014
Telephone (408) 777-3228
Fax (408) 777-3333
Building Department
JOB ADDRE
G ` I ! i i! ` D �4�Y
PERMIT #_
�i% 0610 0 Z `(�!
OWNER'S NAME: "Z.
PHONE # _
GENERAL CONTRACTOR:;,/ l ram' ��
FAX #
XI am not using any subcontractors:
Signature
Please check applicable subcontractors and complete the following information:
�)1,w -7 (,r y ,5- 4
Date
SUBCONTRACTOR
BUSINESS NAME
BUSINESS LICENSE #_
Cabinets & Millwork
Cement Finishing
Electrical
Excavation
Fencing
Flooring: Carpeting
Linoleum / Wood
Glass / Glazing
Heating
Insulation
_
Landscaping
Lathing
Masonry
_
Ornamental Sheet Metal
Painting / Wallpaper
Paving
Plastering
Plumbing
_
Roofing
Septic Tank
�
--------------- ___.____
Sheet Metal
Sheet Rock
Tile
I
Owner/Cofo.txa r Signature Date
r 4i 77 Jr _.._.,_.._. �„_„_„_, 98.5........................................7.._.._.._.,_.,_,._.._.'_"98.. ...._.._.. ;
rain p
FAK ! = Fiberglass Pool, Hawaiian Aloha IGone"� `
1 - ::SPA
,aaa
o
p
1
o i
rai Existing Lamp p
l: o_ ------ 33.000 20,000
= i
step ++
I 7-7 C' � z C - E �i ment azd _ 51, O - New Concrete I�
5.000 a Exixting Concrete
a o
New am rain O
_ - — i
isti _ --- 23.500 Existing Stet
Exis L Water Level 3" below lower top '
12.000 26.000 —
amp
New oa,«ete !
jsolar1--, 2or 2'1.1 IW
Neighbor's Flag Drive Way ! =
s.s
_s 53
4t ���. ��� �.4 4.50
e 7 Residence. 22435 Santa Paula Ave !
10.00 0 �'
New Shed o 1sI ? :a of j
o
' 0 78.000 T10
G?� t` � � � t . !' `� - r {. t�,t; G %i-, it � ...,.. � . { b r�ax•». II,... . �$. �f.� ., ...,.,,.,.. ',
i Exlstin Shed Id' ., a--e [ •. j
j
-,r_�_�
f.
_a ! �� 20.50 d et -- 32.000I� Gf
x�
t� 7-
Existing Concrete
22.000 -- 1
' ? Drive Way
1 04 li 1
i — I113.000
i
0C7�'/Z Scale: Grid Size = 1ft
Address: 22435 Santa Paula Ave, Cupertino
. Permit #: 02030139, 03/25/2002
< SANTA PAULA AVE > Rev: 1, 03/3112002
Owner: Mahmoud E Azar Shahram, 408-996-2584
I
I __
FRONT ELEVATION
REAR ELEVATION
REAR ELEVATION W/ WINDOW
51DE ELEVATION
m
lL'Hl.t�:lolS�1:LL.11�lr
Gi�T;♦yL1��f:Ll`IIiL
SIDE WALL FRAMING
�6
F I �'-
------- ------
� � TYPICAL END RAFTER
axe
JA
TYPICAL INTERIOR RAFTER
e,U
C1GB�LE DETAIL n HIN�G\�_E DETAIL
rr-
NAILING SCHEDULE
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RAW MAIM PLANS AND
ELEVATIONS
�I_I►_ j
Vasil
Bin Zhai & Jia Wo
7440 Rollingdell Drive
Cupertino, CA 95014
(408) 383-9870
June 7, 2007
City of Cupertion
Building Division
RE: Permit# 06090201
To Whom It May Concern:
Due to the loan processing takes more than what we expect, and also our request for
quotation processing haven't fully completed yet, please help to extend our above listed
permit from June 12, 2007 to July 6, 2007.
Thanks for your help and consideration.
Sincerely,
Bin Zhai
FREIONT UNION HIGH SCHOOL'nISTRICT
589 WEST FREMONT AVENUE
SUNNYVALE, CALIFORNIA 94087
408-522-2200
Developer Impact Fee Compliance
Building permits will not be issued without a completed
Certificate of Compliance
Building Permit Application
The City of has received a request for a Building Permit described as follows:
___ New Residential Development ___ Residential Addition (501 sq. ft. or more) -___ Commercial Development
Name of Owner/ Developer:
Project Address: Lot/Parcel #
Square Footage: Descript ion:
Permit /Plan Check #
Dat e
City Building Inspector
Square footage verified by the city prior to issuance of a building permit; fees may be adjusted accordingly.
Feeder Elementary District: _
SCHOOL DISTRICT DEVELOPER IMPACT FEE
CERTIFICATE OF CO ;1VF1D
The authorized representative of the Fremont Union hl h Sch lDsJict1Jtcqwed lie
City of
BuildlnS Permit Request described above and hereby cerlifies that the developer or authorized representative has
met the requirements of the District's Developer Impact Fee requirements.
Dated:
Certificate not valid without
District Seal, Initial, and Date
Fremont Union High School District
Authorized Representative
Fee $
Rev. 11/02 Farilities Planning -- White City -- Yellow Requestor -- Pink Accounting -- Gold i9/03 - 1,0001
w
Cupertino Union School District
10301 Vista Drive, Cupertino, CA 95014
Tel (408) 252-3000 • Fax (408) 865-0326 Check Number:
Developer Impact Fee Compliance
The Cupertino Union School District has adopted Resolution Nos. 1403 and 1404, imposing
developer impact fee pursuant to Government Code 53080.
Building Permit Request
The City of has received a request for a Building Permit described as follows:
Residential Development Project Commercial/Industrial Development Project
Name of Developer:
Project Address:
Description:
Square Footage:
Date:
Lot/Parcel #:
By:
Permit #:
City Authorized Representative
Square footage will be verified by the city prior to issuance of a building permit; fees may be adjusted accordingly.
Important Notice:
Cupertino Union School District gives no credit for total demolition of existing s otage area, which makes
way for new construction as mandated in the Government Code Section 5 0% 80.6 and 65995.
SCHOOL DISTRICT DEVELOPER IMRLkT-FE1! J
CERTIFICATE OF COMPLIANCE'-:�
The authorized representative of the Cupertino Union School District has reviewed the
City of
Building Permit Request described above and hereby certifies that the developer or authorized representative has
met the requirements of the District's Developer Impact Fee requirements.
Dated:
Authorized Representative
Cupertino Union School District
Certificate not valid without
District Seal, Initial, and Date
Fee: $
Facilities Planning - White City - Yellow Requestor - Pink Accounting - Gold
[3) N IT TA L
#2
0 11 ! P R 11 1 TT;
U, U 1 V 111
0`2
7STFRUCTURAL CALCULATIONS
F E
pJ an
65 No, M
Lu r"
cc Em x
Calculations By: I S E
Job #:
0637
W CAO�_
Job Title: 7440 Rollingdell Drive
Cupertino, CA
S.F.R. Addition/New Roof
Date:
8/29/2006
This engineering design is for the area of additions shown only. No warranty w ty as to the
quality or the structural integrity of the existing sbxx:ture is inferred or implied beyond
what is written in the calcuk-dxorrs and on the plans. By aocepting this work, the owner
acknowiedges the erxjkwm limited liability.
a
Ingram Structural Engineering
Jeff Ingram, P.E.
996 Minnesota Ave-, Suite 103
San Jose, CA 95125
Ofte: 408-836-6604 Cal: 4084n6-6602
Fax: 408-292-9370
emal: jaff0kxjramSE.com
www,kVramSE.corn
Page / of q6
GENERAL NOTES
-THE FOLLOWING SPECIFICATIONS SHALL CONFORM TO THE 2001 CALIFORNIA
BUILDING CODE AND ANY OTHER CITY ORDINANCES WHICH ARE IN FORCE
AT THE TIME OF THIS PROJECT.
—CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND
CONDITIONS PRIOR TO STARTING ANY FIELD WORK.
—ANY DEVIATION CALLED BY THE FIELD CONDITIONS, OR ANY CONDITIONS
DIFFERENT FROM THOSE INDICATED ON PLANS SHALL BE BROUGHT TO THE
ENGINEER'S ATTENTION. ANY DISCREPANCY NOT REPORTED TO THE
ENGINEER, WILL ABSOLVE THE ENGINEER FROM ANY LIABILITY.
—TYPICAL DETAILS SHALL APPLY WHERE NO SPECIFIC DETAILS OR
SECTIONS ARE PROVIDED-
-DIMENSIONS SHOWN ON PLANS OR DETAILS TAKE PRECEDENCE OVER
SCALES SHOWN.
—THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SATISFACTORY
COMPLETION OF ALL WORK IN ACCORDANCE WITH THE PROJECT PLANS
AND SPECIFICATIONS.
—THE CONTRACTOR SHALL PROVIDE ADEQUATE FLASHING AND
WATERPROOFING TO PREVENT ANY ROOF AND/OR BALCONY RAIN WATER
SEEPAGE.
—IF TRUSSES ARE TO BE USED IN LIEU OF CONVENTIONAL FRAMING, SHOP
DRAWINGS AND CALCULATIONS SHALL BE PROVIDED TO THE CITY FOR
APPROVAL BEFORE FABRICATION.
—IF AN ALTERNATE SHEAR WALL TIEDOWN SYSTEM IS TO BE USED IN LIEU
OF SIMPSON HOEDOWNS, SHOP DRAWINGS AND CALCULATIONS SHALL BE
PROVIDED TO THE CFIY FOR APPROVAL BEFORE FABRICATION.
STRUCTURAL STEEL
-STRUCTURAL STEEL SHALL CONFORM TO A.S.T.M. (A-36) SPECIFICATIONS
AND TO THE A.I.S_C. SPECIFICATIONS FOR FABRICATION AND ERECTION.
-ALL BOLTS SHALL CONFORM TO A.S.T.M. (A-307) FOR UNFINISHED BOLTS.
-ALL BOLT HOLES IN STEEL MEMBERS SHAH BE TRUE, BURNING OF HOLES
FOR CONNECTIONS WILL NOT BE PERMITTED.
-PROVIDE FULL BEARING ON UNTHREADED PORTION OF BOLT SHANK FOR
ALL STEEL CONNECTIONS.
-PROVIDE LEVELING NUTS FOR ALL BOLTS AT BEAM SEATS AND COLUMN
BASE PLATES.
-ALL NUTS FOR STRUCTURAL STEEL CONNECTIONS SHALL BE HEAVY
HEXAGONAL NUTS.
—ALL WELDING SHALL BE AS INDICATED ON THE DETAILS AND PERFORMED
IN A QUALIFIED SHOP, UNDER CONTINUOUS INSPECTION PER CBC 1701.
FIELD WELDING, OTHER THAN MISCELLANEOUS TACK WELDING, IS NOT
PERMITTED, UNLESS NOTED OTHERWISE IN THE DETAILS.
THE FABRICATION SHOP SHALL BE REGISTERED & APPROVED BY THE CITY
BUILDING DEPARTMENT. CBC 1701.7
r
Jeff Ingram, P E JobM>
996 Minnesota Ave.. Suits 103
San Jose, CA 95125
CXke: /08.836-OW4 Co: soe-as 6W
Fa)c 4MM-9370 Of
Ingram S&ucb fal � ema11 w °°m
LUMBER
-WOOD MEMBERS LESS THAN 5" IN WIDTH SHALL BE DOUGLAS FIR NO. 2
AND 5" OR WIDER SHALL BE DOUGLAS FIR NO.1, UNLESS NOTED
OTHERWISE ON PLANS.
-UNLESS NOTED OTHERWISE ON PLANS, ALL NAILING SHALL BE PER
2001 CALIFORNIA BUILDING CODE, TABLE 23-II-8-1.
-ALL CONNECTING HARDWARE SHALL BE SIMPSON COMPANY TYPE OR
EQUAL AND INSTALLATION SHALL BE IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS UNLESS NOTED OTHERWISE ON
PLANS.
-GLUED LAMINATED TIMBER BEAMS SHALL HAVE A MINIMUM BENDING
STRESS OF 2400 psi. PROVIDE STANDARD CAMBER UNLESS NOTED
OTHERWISE ON PLANS.
-ROOF PLYWOOD SHEATHING SHALL BE MINIMUM 1 /2" APA RATED CDX
WITH EXTERIOR GLUE, GROUP 2. EXPOSED SHEATHING AT ROOF
OVERHANG SHALL BE AS INDICATED ON THE ARCHITECTURAL PLANS.
-WALL PLYWOOD SHEATHING, IF REQUIRED, SHALL BE MINIMUM 3/8" APA
RATED CDX WITH EXTERIOR GLUE, GROUP 2.
-FLOOR PLYWOOD SHEATHING SHALL BE T&G INT-APA WITH EXTERIOR
GLUE, GROUP 2. SEE PLANS FOR SIZE.
-BEARING AND NONBEARING WALLS SHALL HAVE DOUBLE TOP PLATES,
LAPPED AT INTERSECTIONS. PLATE JOINTS SHALL BE STAGGERED
4'-0' MINIMUM AS INDICATED ON THE STRUCTURAL DETAILS.
-UNLESS NOTED OTHERWISE ON PLANS, WALLS SHALL BE OF 2x4
STUDS (STUD GRADE OR GREATER) SPACED AT 16" ON CENTER.
-ALL HEADERS ARE AS NOTED ON PLANS.
-ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE
TREATED DOUGLAS FIR OR REDWOOD. EXCEPTION: POST BEARING ON
PIERS MAY BE DOUGLAS FIR NO. 1 PROVIDED THAT A PROPER BASE
CAP AND MIN. 6" ABOVE SOIL ARE PROVIDED.
-HOLES FOR BOLTS SHALL BE DRILLED WITH A BIT 1 /16" LARGER
THAN THE NOMINAL BOLT HOLE DIAMETER. FLAT WASHERS SHALL BE
PROVIDED AT ALL HEADS AND NUTS WHICH WOULD OTHERWISE BARE
DIRECTLY ON WOOD. ALL BOLTS SHALL BE TIGHTENED TO A SNUG
CONDITION, AND RETIGHTENED UPON JOB COMPLETION.
-STRUCTURAL MEMBERS (BEAMS, SHEAR WALL PLATES, OR POSTS
USED AT HOLDOWNS) SHALL NOT BE CUT FOR PIPES, ECT., UNLESS
SPECIFICALLY NOTED OR DETAILED.
-2x SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS OR RAFTERS
AT ALL SUPPORTS.
CONCRETE
-CONCRETE FOR SLABS ON GROUND, BEAM FOOTINGS, OR PIERS
SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 psi AT
28 DAYS, UNLESS NOTED OTHERWISE ON PLANS.
-MAXIMUM AGGREGATE SIZE SHALL BE 3/4" AND A MAXIMUM SLUMP
OF 4-1/2".
p" Jeff Ingram, P.E.
W6 Minnesota Ave., Suite 103
San Jose, CA 95125 Oahe: 40&93&4 eoa Celt 40e4S+seso¢
Fax: 408-292-9370 d
ertteif: jafl@YpramSE.mm
Ingram Strudwal Engineering wMw4voramsEo=
—ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, AND OTHER REQUIRED
INSERTS, SHALL BE POSITIONED AND FIRMLY SECURED IN PLACE
BEFORE CONCRETE IS POURED.
—CONTRACTOR SHALL TAKE ALL THE NECESSARY MEASURES TO
PROVIDE A PROPER COMPACTION OF THE CONCRETE.
—THE EXCAVATED BOTTOM OF ALL FOOTINGS SHALL EXTEND TO
ELEVATIONS SHOWN ON THE DETAILS, AND THE FOOTINGS SHALL BE
POURED IN NEAT EXCAVATIONS, WITHOUT SIDE FORMS AS POSSIBLE.
REINFORCING STEEL
—REINFORCING STEEL SHALL BE DEFORMED BARS, CONFORMING TO
ASTM A615-40 REQUIREMENTS AND WELDED WIRE MESH PER
ASTM SPECIFICATION A-185.
—BARS NO. 4 AND SMALLER SHALL BE OF GRADE 40, AND BARS
NO. 5 AND GREATER SHALL BE OF GRADE 60. LAP BARS 40
DIAMETERS AT SPLICES.
—ALL REINFORCING BARS SHALL BE CLEAN OF ANY RUST OR
FOREIGN MATERIALS.
—CONCRETE COVER FOR REINFORCEMENT SHALL BE:
a) 3" WHERE POURED AGAINST EARTH
b} 2" WHERE POURED AGAINST FORMS
c 1" FOR SLABS POURED AGAINST FORMS
—SEE PLAN FOR QUANTITY AND LOCATION OF ANCHOR BOLTS,
LOCATE BOLTS WITHIN 12" FROM CORNERS AND BUTT JOINTS.
CONCRETE MASONRY
— ALL MASONRY WORK SHALL BE REINFORCED GROUTED MASONRY AND
CONFORM TO THE 2001 CALIFORNIA BUILDING CODE AND SHALL BE 8x8xl6
LIGHTWEIGHT UNITS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06%, PER
A.S.T.M. (C-90-52), GRADE A. NO CONTINUOUS INSPECTION REQUIRED.
—MOTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO
NOT MORE THAN THREE PARTS SAND. GROUT MIX SHALL BE COMPOSED
OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS
SAND AND NOT LESS THAN TWO PARTS PEA GRAVEL.
—WALLS TO BE GROUTED IN 4' MAXIMUM LIFTS, UNLESS HIGH LIFT
GROUT PROCEDURES (WITH BLOCKOUTS) ARE USED. ALL REINFORCING
SHALL HAVE A MINIMUM COVERAGE OF 1 �2" OF GROUT. ALL BOLTS
SHALL HAVE A MINIMUM COVERAGE OF 1 OF GROUT.
—NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS
SPECIFICALLY NOTED OR DETAILED.
—DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE 2—#4 OR AS
INDICATED ON THE DETAILS.
—ALL RETAINING BLOCK WALLS SHALL BE PROVIDED WITH AN APPROVED
MOISTURE BARRIER ON THE SOIL SIDE. SEE ARCHITECT'S DRAWINGS.
SOIL
—CONTRACTOR SHALL MAKE HIMSELF FAMILIAR WITH ALL OF THE SOIL
INVESTIGATION REPORT REQUIREMENTS AND RECOMMENDATIONS, AND
TAKE ALL THE NECESSARY MEASURES FOR A CORRECT AND COMPLETE
IMPLEMENTATION OF SUCH REQUIREMENTS IN THE FIELD.
Jeff Ingram, P.E. "'
9w Minnesota Ave., Suite 103
°j San Jose, CA 95125
oMee: 40B$.3"W4 Cat 40840"B02
Fax: 408-292-9370 s
ingrem S`truckmal Engineering ww com
Basis for Design:
2001 CBC, 2001 NDS
Design Loads: ROOF LL Note LL for 12.12 pitch=12 psf, LL for <12 12=16 psf, LL<4 12=20 psf
Roof Pitch (rise/run)
4
12 Roof Pitch(rise/run) 4 12
Vertical Loads
(psf)
(pst) Vertical Loads (psf) (psf)
(psf) (psf)
Roof.
RDL
RLL Roof: RDL RLL
RLL RDL
Roof w/fiat cln'g
Roof (vault)
Exterior Wall: w/stucco
Roof Material
60
Roof Material 60
Studs 09
Plywd Sheathing
1.5
Plywd Sheathing 1.5
Plywd 1 2
2x Rafters @24" o c
20
2x Rafters @24" o c 2.0
Ext finish 100
Miscellaneous
00
Gyp & Instil.& Misc 60
Gypsum Board 2 5
95
16.0 155 160
Insulation 05
(see LL note)
151
Slope Adjustment.,
10.0
Slope Adjustment: 16.3
(use for stucco or siding)
RDL+RLL•
26.0
RDL+RLL: 32.3
Ceiling:
Balcony or Terrace:
Interior Wall:
Joists
1 5
Finish Floor (file) 180
Studs 1 0
Insullation
1.0
Plywd 375
Gypsum Board 5.0
Ducts/Elec./Misc
05
Joists 25
LL
Aiscellaneous: 1 0
5/8" Gypsum Bd.
30
LL 243
600
70
60
100 Note Deck LL=40 psf
(10 psf min }
For Seismic
Hoor w/Carpet or
Hardwood:
Floor w/Tile or Stone:
Finish Floor
300
Finish Floor 1250
(1" thk. @150 pcf)
Plywd
225
314" C-D Plywd 225
314" C-D
3 0 psf per inch
2x6 @16" o c
1 40
2x_ @16" o c 200
Gypsum Board
250
Neglect @Foundation Gypsum Board 2 50
Ducts/Electrical
1.00
LL Miscellaneous 100
LL
102
400 203
400
Notes
(1) For beam design, minimum
deflection criteria per 2001 CBC is U240 & U360 for total load & live load respectively
(2) Roof Rafters, Floor Joists, Studs designed for full lateral support @compression side of member, ie, CL=1
0
(3) For rafter desion the'hor¢ontal plane method' shall be used (see DL slope adiustment abovel
Lumber Design Values for Joist or Beams, ASD BEAM DESIGN
Specie
Fb
F
F. ,tea,
E-10
(psi)(psi)(psi)
(Psi)
DF-L #2 4x & less
900
160
1350
1 6
DF-L #1 4x & less
1000
180
1500
1 7
DF-L Select Structural 4x & less
1500
180
1700
1 9
DF-L #1 6x & greater
1350
170
925
1 6
DF-L Dense Select Structural 6x & greater
1900
170
1300
1 7
Glu-Lam's 24F-V4 DF/DF
2400
240
650
1 8
Parallam PSL 2 OE
2900
290
2900
20
Timberstrand 3x LSL 1 3E
1700
400
1400
1 3
Timberstrand 1.75"A & 3.97t LSL 1 7E
2600
400
2380
1 7
Microllam LVL 1.9E
2600
285
2510
19
Versa -Lam LVL 3080 Fb
3080
285
3000
20
Gang -Lam LVL 2950Fb-2.OE
2950
290
3200
20
Horizontal Loads:
Earthquake (ZONE 4):
Wind (exposure B):
See Earthquake Analysis; 2001 CBC EQUATION (30-5)
P=(Ce)(Cq)(qs)(I)=0.76'1.3'12.6'1.0=12.5 psf (U to 30'), CONSERVATIVE
P=(Ce)(Cq)(qs)(I)=0.62`1.3'12.6`1.0=10.2 psf (0' to 15')
2001 NDS Tbl 4A
2001 NDS Tbl 4A
2001 NDS Tbl 4A
2001 NDS Tbl 4D
2001 NDS Tbl 4D
2001 NDS Tbl 5A
Der Trus Joist (2003)
Per Trus Joist (2003)
Per Trus Joist (2003)
Per Trus Joist (2003)
ICBO ER-5663
ICBO ER-4321
Jeff Ingram, P.E. Jb "'
9% Minnesota Ave., Suite 103
San Jose, CA 95125 P.M
Office:408-836-66oa Ceti:4084L%-6s02
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LATERAL ANALYSIS
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WIND: LATERAL ANALYSIS
Method #2, Tbl. 16-H & 16-F, 70 mph, 2001 CBC
P = CeCgggl = Ce(1.3)(12.6 psfl(1.0) = 16.38Ce
Ce - per Tbl. 16-G
Exposure B
Exposure C
Height
Ce
P (psfl
Ce
P (psfl
0-15'
0.62
10.2
1.06
17.4
15'-20'
0.67
11.0
1.13
18.5
20'-25'
0.72
11.8
1.19
19.5
25'-30'
0.76
12.5
1.23
20.1
30'-40'
0.84
13.8
1.31
21.5
IsE
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Reliability/Redundancy Factor o
NS ROOF
UBC 1630.1.1 (30-3)
p= 2 - (20/(rmaxAb1/2))
rmax= maximum element -story shear ratio
Iw length of wall in feef
AB= the ground floor area in square feet (foot -print)
r,= Vmax(10/IW)/F
V,x= Total wall force (strength design) in lb
F= Story shear (strength design) in lb
Per 1999 SEAOC Blue Book, "The value of 10/IW need not be taken as greater than 1.0."
E=/>Eh+Ev= 1.0Eh
For ASD, E,= 0
UBC 1612.3.1 (12-9)
D+E/1.4=0+E/1.4= E/1.4
Element in consideration is multiplied by p
1.00<=p <=1.50
Vstory= 18580.0 (lb) USE L=UNITY SINCE ri IS INDEPENDENT
Abase= 2420.0 (ft^2) OF L
Line
IW
(ft)
VASD
(plfl
Vstrength
(lb)
ri
A
1.00
379.2
530.86
0.286
B
1.00
283.3
396.55
0.213
C
1.00
245.8
344.07
0.185
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
r,max= 0.286
rho= 0.58 <=1.0, OK, USE 'RHO'=1.0
Max.
Jeff Ingram, P.E.
9% Minrmsota Ave., SLA9 103 PON
mp San Jose, CA 95125 1 3
�: CeU:406.83S.6z
Fax: 408-292-9370 d
era& jeff@bV=nSEc=
Irx ram Strucka- l Engineering www.kgrarnSE.com
Reliability/Redundancy Factor o
E-W ROOF
UBC 1630.1.1 (30-3)
p= 2 - (20/(rmaxAb1/2))
rmax= maximum element -story shear ratio
Iw length of wall in feef
AB= the ground floor area in square feet (foot -print)
r,= Vmax(10/IW)/F
Vmax= Total wall force (strength design) in lb
F= Story shear (strength design) in lb
Per 1999 SEAOC Blue Book, "The value of 10/IW need not be taken as greater than 1.0."
E=pEh+E,= 1.OEh
For ASD, E,= 0
LIBC 1612.3.1 (12-9)
D+E/1.4=0+E/1.4= E/1.4
Element in consideration is multiplied by p
1.00<=p <=1.50
Vstory= 18580.0 (lb)
Abase= 2420.0 (ft^2)
Line
IW
(ft)
VASD
Of)
Vstrength
(lb)
ri
1,2
1.00
964.3
1350.00
6
3
1.00
384.4
538.13
0.290
5
1.00
466.7
653.33
0:352
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
1.00
1.0
1.40
0.001
r,max= 0.290
rho= 0.60 <=1.0, OK, USE 'RHO'=1.0
HARDY FRAME ri BELOW
ri=964*1.4*1 11 8580=.073
Max.
ri=467* 1.4* 1.5/ 18580=.053
Jeff Ingram, P.E.
9% Mkwmota Ave., SAe 103
mu
San Jose, CA 95125 Pw•
r
oBoe: aas43s-sane cea: 40e-a�o2
Fax 4MM-9370 d
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Irxjlam Structural Engineering www.kVrsmSE.=n
Roof Rafterf 2000 International Building Code (97 NDS)1 Ver: 6.00.81
By: Jeff Ingram, ISE Ingram Structural Engineering on: 09-16-2006 : 4:53:03 PM
Project: - Location
Summary:
1.5 IN x 7.25 IN x 14.0 FT (� 24 O.C. / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 10.3%
Controlling Factor: Moment of Inertia / Depth Required 7.02 In
Rafter Span Deflections:
Dead Load:
DLD-Interior-
Live Load:
LLD -Interior -
Total Load:
TLD-Interior-
Rafter End Loads and Reactions:
LOADS:
Upper Live Load:
112 PLF
Upper Dead Load:
74 PLF
Upper Total Load:
186 PLF
Lower Live Load:
112 PLF
Lower Dead Load:
74 PLF
Lower Total Load:
186 PLF
Upper Equiv. Tributary Width:
UTWeq=
Lower Equiv. Tributary Width:
LTWeq=
Rafter Data:
Interior Span:
Eave Span:
Rafter Spacing:
Rafter Pitch:
Roof sheathing applied to top of joists -Top of rafters fully braced.
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Rafter Loads:
Roof Live Load:
Roof Dead Load:
Roof Duration Factor:
Slope Adjusted Spans And Loads:
Interior Span:
Rafter Live Load:
Rafter Dead Load:
Rafter Total Load:
Properties For: #2- Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.25 Cf=1.20 Cr-1.15
Fv':
Adjustment Factors: Cd=1.25
Design Requirements:
Controlling Moment:
7.379 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):
L=
L-Eave=
Spacing=
RP=
U
U
LL=
DL=
Cd=
L-adi=
wL-adi=
wD-adi=
wT-adj=
Fb=
Fv=
Fc-pe p=
Fb'=
Fv'=
M=
V=
0.27
IN
0.40
IN = U439
0.67
IN = U265
RXNS:
224 LB
148 LB
372 LB
224 LB
148 LB
372 LB
7.38
FT
7.38
FT
14.0
FT
0.0
FT
24.0
IN O.C.
4.0
: 12
360
240
16.0 PSF
10.0 PSF
1.25
14.76 FT
29 PLF
19 PLF
48 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1553 PSI
119 PSI
1301 FT -LB
324 LB
Sreq=
10.05
IN3
S=
13.14
IN3
Areq=
4.10
IN2
A=
10.88
IN2
Ireq=
43.17
IN4
1=
47.63
IN4
Job M.
Jeff Ingram, P.E.
9% k4nnesols Ave.. Suite 103
San Jose, CA 95125 P.o.
Olffim 4064064i6 M CAN: 406-836.66W I
Fax: 4W292-93700a a
emA: i 01@*VranSEx=
Ingram Structural Engineering www.kVwt6E.com
I 1 Z Roof Rafterf 2000 International Buildinq Code (97 NDS) 1 Ver: 6.00.81
By: Jeff Ingram , ISE Ingram Structural Engineering on: 09-16-2006 : 4:57:47 PM
Project: - Location
Summary:
1.5 IN x 9.25 IN x 8.5 FT (m 24 O.G. / #2 - Douglas Fir -Larch - Dry Use
Section Adequate By: 327.3%
Controlling Factor: Section Modulus / Depth Required 4.57 In
Rafter Span Deflections:
Dead Load:
DLD-Interior-
Live Load:
LLD -Interior -
Total Load:
TLD-Intedor-
Rafter End Loads and Reactions:
LOADS:
Upper Live Load:
68 PLF
Upper Dead Load:
72 PLF
Upper Total Load:
140 PLF
Lower Live Load:
68 PLF
Lower Dead Load:
72 PLF
Lower Total Load:
140 PLF
Upper Equiv. Tributary Width:
UTWeq=
Lower Equiv. Tributary Width:
LTWeq=
Rafter Data:
Interior Span:
Eave Span:
Rafter Spacing:
Rafter Pitch:
Roof sheathinq applied to top of joists -Top of rafters fully braced.
Live Load Deflect, Criteria:
Total Load Deflect. Criteria:
Rafter Loads:
Roof Live Load:
Roof Dead Load:
Roof Duration Factor:
Slope Adjusted Spans And Loads:
Interior Span:
Rafter Live Load:
Rafter Dead Load:
Rafter Total Load:
Properties For: #2- Douglas Fir -Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.25 Cf=1.10 Cr-1.15
Fv':
Adjustment Factors: Cd=1.25
Design Requirements:
Controllinq Moment:
4.48 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllinq Shear:
At a distance d from riqht 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):
L=
L-Eave=
Spacinq=
RP=
0.03
IN
0.03
IN = U4076
0.05
IN = U1984
RXNS:
136 LB
143 LB
279 LB
136 LB
143 LB
279 LB
4.48
FT
4.48
FT
8.5
FT
0.0
FT
24.0
IN O.C.
4.0
: 12
U
360
U
240
LL=
16.0
PSF
DL=
16.0
PSF
Cd=
1.25
L-adj=
8.96
FT
wL-adj=
29
PLF
wD-adj=
30
PLF
wT-adj=
59
PLF
Fb=
900
PSI
Fv=
95
PSI
E=
1600000
PSI
Fc-perp=
625
PSI
Fb'=
1423
PSI
Fv'=
119
PSI
M=
594
FT -LB
V=
223
LB
Sreq=
5.01
IN3
S=
21.39
IN3
Areq=
2.81
IN2
A=
13.88
IN2
Ireq=
11.97
IN4
1=
98.93
IN4
Jeff Ingram, P.E.
9% Wrtnesota Ave., Suite 103
er San Jose, CA 95125
Offim: 408-83&6 oa ceW400.E 6Wz 1`7
Fax 408-292-9370 ar
as, :ldr1Il*—
In cram Struc wal Ervitmefing www.kVwnSF_=n
MEMBER:1.75 x 11.875 MICROLLAM 1.9E LVL =R-3
-------------------------------------
STRESS/DEFLECTION
L =
18.0
ft
-----------------
R1 =
705.0
lb
fv=VQ/(Ib) = 100.93 psi
R2 =
1410.0
lb
fb=My/I = 1425.07 psi
V max. @x=18.0 ft =
1398.3
lb
Deflection = 0.599 in
M max. @x=10.4 ft =
4884.4
ft*lb
ALLOW. DEFLECTION L/240 =
0.900
in
MAX. DEFLECTION @ x =
9.35
ft
TRIANGULAR LOAD (CASE 1) =
235.0
plf
Fv'= Fv(Cd) =
356.3
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
3254.6
psi
MOD. of ELASTICITY =
1900000
psi
Cd=1.25, Cf=1.00, C1=1.000,
Cv=1.000
SECTION IS ADEQUATE BY 50.20
'K
CONTROLLING FACTOR: Moment
----------------------------------------------------------------
of Inertia
-----
MEMBER:2-2xl2 DF-L No. 2 =R-3 OPTION
--------------------------------------
STRESS/DEFLECTION
L =
18.0
ft
-----------------
Rl =
705.0
lb
fv=VQ/(Ib) = 62.15 psi
R2 =
1410.0
lb
fb=My/I = 926.22 psi
V max. @x=18.0 ft =
1398.3
lb
Deflection = 0.488 in
M max. @x=10.4 ft =
4884.4
ft*lb
ALLOW. DEFLECTION L/240 =
0.900
in
MAX. DEFLECTION @ x =
9.35
ft
TRIANGULAR LOAD (CASE 1) =
235.0
plf
Fv'= Fv(Cd) =
225.0
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
1125.0
psi
MOD. of ELASTICITY =
1600000
psi
Cd=1.25, Cf=1.00, C1=1.000,
Cv=1.000
SECTION IS ADEQUATE BY 21.46 b
CONTROLLING FACTOR: Section
----------------------------------------------------------------------
Modulus
MEMBER : 2x 8 DF NO. 2 PURLIN =R-4
UNIFORM
DEAD LOAD =
100.0
plf
SHEAR
L=
12.6
ft
UNIFORM
LIVE LOAD =
160.0
plf
MOMENT
L=
6.7
ft
UNIFORM
TOTAL LOAD=
260.0
plf
DEFLECTION
L=
8.7
ft
AREA
=
10.88
in^2
SECTION
MODULUS =
13.14
in^3
MAX. LENGTH:
L=
6.7
ft
INERTIA
=
47.63
in^4 ----------------------------
MOD. of
ELASTICITY=
1600000
psi
Fv
_
180.0
psi
Fb
=
900.0
psi
Cd=1.25,
Cr=1.00, Cf=1.20
Jeff Ingram, P.E.
9% Minnesota Ave., Suite 103
San Jose, CA 95125 P'0�
Office: 40840&f604 can_ 408$36-6602
Fax: 408 292-9370 d
amp: Wl@kWamSE.com
Imam Strudurai Engineering www.ingaffsSE=n
Multi -Loaded Beam( 2000 International Buikjinq Code (97 NDS)1 Ver: 6.00.81
- -' By: Jeff Ingram , ISE Ingram Structural Engineering on: 09-16-2006 : 5:38:38 PM
Proiect: - Location:
Summary:
1.75 IN x 9.5 IN x 19.0 FT (9 + 10) / 1.9E Microllam - Trus Joist -MacMillan
Section Adequate By: 83.7% Controlling Factor: Section Modulus / Depth Required 7.01 In
Center Span Deflections:
Dead Load:
DLD-Center=
0.01
IN
Live Load:
LLD -Center=
0.04
IN = U2421
Total Load:
TLD-Center=
0.06
IN = U1837
Right Span Deflections:
Dead Load:
DLD-Riqht=
0.03
IN
Live Load:
LLD-Riqht=
0.07
IN = U1844
Total Load:
TLD-Right=
0.09
IN = U1269
Center Span Left End Reactions (Support A):
Live Load:
LL-Rxn-A=
397
LB
Dead Load:
DL-Rxn-A=
217
LB
Total Load:
TL-Rxn-A=
614
LB
Bearinq Lenqth Required (Beam only, support capacity not checked):
BL-A=
0.47
IN
Center Span Riqht End Reactions (Support B):
Live Load:
LL-Rxn-B=
1190
LB
Dead Load:
DL-Rxn-B=
800
LB
Total Load:
TL-Rxn-B=
1990
LB
Bearinq Length Required (Beam only, support capacity not checked):
BL-B=
1.52
IN
Right End Reactions (Support C):
Live Load:
LL-Rxn-C=
434
LB
Dead Load:
DL-Rxn-C=
260
LB
Total Load:
TL-Rxn-C=
694
LB
Bearinq Lenqth Required (Beam only, support capacity not checked):
BL-C=
0.53
IN
Dead Load Uplift F.S.:
FS=
1.5
Beam Data:
Center Span Lenqth:
L2=
9.0
FT
Center Span Unbraced Lenqth-Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam:
Lu2-Bottom=
9.0
FT
Riqht Span Lenqth:
L3=
10.0
FT
Riqht Span Unbraced Lenqth-Top of Beam:
Lu3-Top=
0.0
FT
Riqht Span Unbraced Lenqth-Bottom of Beam:
Lu3-Bottom=
10.0
FT
Live Load Duration Factor:
Cd=
1.25
Live Load Deflect. Criteria:
U
360
Total Load Deflect. Criteria:
U
240
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
100
PLF
Dead Load:
wD-2=
62
PLF
Beam Self Weight:
BSW=
5
PLF
Total Load:
wT-2=
167
PLF
Riqht Span Loading:
Uniform Load:
Live Load:
wL-3=
100
PLF
Dead Load:
wD-3=
62
PLF
Beam Self Weight:
BSW=
5
PLF
Total Load:
wT-3=
167
PLF
Properties For: 1.9E Microllam- Trus Joist -MacMillan
Bendinq Stress:
Fb=
2600
PSI
Shear Stress:
Fv=
285
PSI
Modulus of Elasticity:
E=
1900000
PSI
Stress Perpendicular to Grain:
Fc_perp=
750
PSI
Adjusted Properties
Fb' (Compression Face in Tension):
Fb'=
1593
PSI
Adjustment Factors: Cd=1.25 CI=0.47 Cf=1.03
Fv':
Fv'=
356
PSI
Adiustment Factors: Cd=1.25
Design Requirements:
Controllinq Moment:
M=
-1902
FT -LB
Over left support of span 3 (Right Span)
Critical moment created by combining all dead loads and live loads on span(s) 2,
3
Controllinq Shear:
V=
909
LB
At a distance d from left support of span 3 (Right Span)
Critical shear created by combining all dead loads and live loads on span(s) 2, 3
Comparisons With Required Sections:
Section Modulus (Moment):
Sreq=
14.33
IN3
S=
26.32
IN3
Area (Shear):
Areq=
3.83
IN2
A=
16.63
IN2
Moment of Inertia (Deflection):
Ireq=
24.41
IN4
1=
125.03
IN4
I Jeff Ingram, P.E. �.
9% Miraresota Ave., Sure 103
San Jose, CA 95125
O im:4084W4W4 Ceu:408.89640M r
Fax: 408-292-9370Ing a
ea>eY: jdl@ngrand;E.wm
Ingram Structural Engine ing wwwAgarnSE.cam
MEMBER: 2x10 DF NO. 2 HIP or VALLEY RAFTER =R-6
DEAD LOAD =
10.0
psf
SHEAR
L=
21.9
ft
LIVE LOAD =
16.0
psf
MOMENT
L=
13.8
ft
TOTAL LOAD =
26.0
psf
DEFLECTION
L=
15.2
ft
AREA =
13.9
in^2
SECTION MODULUS =
21.4
in^3
MAX. LENGTH:
L=
13.8
ft
INERTIA =
98.9
in^4
-----------
-----
MOD. of ELASTICITY=
1600000
psi
Fv = 180.0 psi
Fb = 900.0 psi
N (No. of Lumber) = 1
Cd=1.25, Cf=1.10
MEMBER:5-1/4 x 9-1/2 PARALLAM PSL 2.0E =H-1
--------------------------------------
STRESS/DEFLECTION
L =
8.5
ft
-----------------
R1 =
2462.5
lb
fv=VQ/(Ib) = 74.06 psi
R2 =
2462.5
lb
fb=My/I = 1521.72 psi
V max. @x= 0.0 ft -
2462.5
lb
Deflection = 0.140 in
M max. @x= 4.2 ft =
10014.1
ft*lb
ALLOW. DEFLECTION L/600 =
0.170
in
MAX. DEFLECTION @ x =
4.25
ft
UNIFORM LOAD =
50.0
plf
P at x= 4.3 ft =
4500.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
3675.0
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.03, C1=0.988,
Cv=1.000
SECTION IS ADEQUATE BY 21.05
=•
CONTROLLING FACTOR: Moment
----------------------------------------------------------------------
of Inertia
MEMBER:4x12 DF-L No. 1 =H-2
--------------------------
-----
STRESS/DEFLECTION
L =
19.5
ft
------------
R1 =
1121.3
lb
fv=VQ/(Ib) = 42.71 psi
R2 =
1121.3
lb
fb=My/I = 1055.85 psi
V max. @x= 0.0 ft =
1121.3
lb
Deflection = 0.614 in
M max. @x= 9.8 ft -
6495.9
ft*lb
ALLOW. DEFLECTION L/240 -
0.975
in
MAX. DEFLECTION @ x =
9.75
ft
UNIFORM LOAD =
50.0
plf
TRIANGULAR LOAD (CASE 2) =
130.0
plf
Fv'= Fv(Cd) =
225.0
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
1273.4
psi
MOD. of ELASTICITY =
1700000
psi
Cd=1.25, Cf=1.10, C1=0.926,
Cv=1.000
SECTION IS ADEQUATE BY 20.60 :Y
CONTROLLING FACTOR: Section
-------------------------------------------------------
Modulus
--------------
o� Jeff Ingram, P.E. »a
996 Mirumota Ave., Suite 103
San Jose, CA 95125
offim: 4084136-66ne cede 40e4a)sss 2 �L
Fax: 408-292-9370 a
ell pr4R q-rk3F-
Ingram Shictural Engineering w".kvramSE.=n
�- Multi -Loaded Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.81
By: Jeff Ingram , ISE Ingram Structural Engineering on: 09-17-2006
: 09:51:50 AM
Project: - Location:
Summary:
5.125 IN x 19.5 IN x 30.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 58.4% Controlling Factor: Moment of Inertia / Depth Required 16.73 In
Center Span Deflections:
Dead Load:
DLD-Center-
0.51
IN
Live Load:
LLD -Center-
0.43
IN = L/828
Total Load:
TLD-Center-
0.95
IN = L/380
Camber Required:
C=
077
IN
Center Span Left End Reactions (Support A):
Live Load:
LL-Rxn-A=
2040
LB
Dead Load:
DL-Rxn-A=
2404
LB
Total Load:
TL-Rxn-A=
4444
LB
Bearing Length Required (Beam only, support capacity not checked):
BL-A=
1.33
IN
Center Span Right End Reactions (Support B):
Live Load:
LL-Rxn-B=
2040
LB
Dead Load:
DL-Rxn-B=
2404
LB
Total Load:
TL-Rxn-B=
4444
LB
Bearing Length Required (Beam only, support capacity not checked):
BL-B=
1.33
IN
Beam Data:
Center Span Length:
L2=
30.0
FT
Center Span Unbraced Lenqth-Top of Beam:
Lu2-Top=
0.0
FT
Center Span Unbraced Length -Bottom of Beam
Lu2-Bottom=
30.0
FT
Live Load Duration Factor:
Cd=
1.25
Live Load Deflect. Criteria:
L/
360
Total Load Deflect. Criteria:
L/
240
Center Span Loading:
Uniform Load:
Live Load:
wL-2=
136
PLF
Dead Load:
wD-2=
136
PLF
Beam Self Weight:
BSW=
24
PLF
Total Load:
wT-2=
296
PLF
Properties For: 24F-V4- Visually Graded Western Species
Bending Stress:
Fb=
2400
PSI
Shear Stress:
Fv=
190
PSI
Modulus of Elasticity:
Ex=
1800000
PSI
Ev=
1600000
PSI
Stress Perpendicular to Grain:
Fc peril=
650
PSI
Bendinq Stress of Comp. Face in Tension:
Fb_cpr-
1200
PSI
Adjusted Properties
Fb' (Tension):
Fb'=
2758
PSI
Adjustment Factors: Cd=1.25 Cv=0.92
Fv':
Fv'=
238
PSI
Adjustment Factors: Cd=1.25
Design Requirements:
Controllinq Moment:
M=
33333
FT -LB
15.0 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=
4000
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=
145.05
IN3
S=
324.80
IN3
Area (Shear):
Areq=
25.26
IN2
A=
99.94
IN2
Moment of Inertia (Deflection)-
Ireq=
1999.64
IN4
1=
3166.77
IN4
Jeff Ingram, P.E. »a
9% Mint*sota Ave., Suite 103
B" San Jose, CA 95125 pow
Office: 4os-836.66a4 Cetl: 408 83s-Gso2
Fa)c 408-292-9370M9 d
emai WK0VMMSE_com
Ingram Stnrdurai ErgineedN rww.k% anSE.00m
-IEMBER:2-2x8 DF-L No. 2 =C-1
-------------------------------------
TRESS/DEFLECTION
L =
19.0
ft
-----------------
R1 =
747.9
lb
fv=VQ/(Ib) = 51.58 psi
R2 =
272.1
lb
fb=My/I = 845.18 psi
V max. @x= 0.0 ft =
747.9
lb
Deflection = 0.776 in
M max. @x= 5.4 ft =
1851.0
ft*lb
ALLOW. DEFLECTION L/240 =
0.950
in
MAX. DEFLECTION @ x =
8.85
ft
UNIFORM LOAD =
20.0
plf
P at x= 3.0 ft =
400.0
lb
w (Partially dist. left) =
80.0
plf
a =
3.0
ft
Fv'= Fv(Cd) =
180.0
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
1042.4
psi
MOD. of ELASTICITY =
1600000
psi
Cd=1.00, Cf=1.20, C1=0.965,
Cv--1.000
SECTION IS ADEQUATE BY 22.39
'f
CONTROLLING FACTOR: Moment
of Inertia
MEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =C-2
--- ---------------------------------
STRESS/DEFLECTION
L =
19.0
ft
-----------------
R1 =
1724.5
lb
fv=VQ/(Ib) = 62.24 psi
R2 =
1645.5
lb
fb=My/I = 2082.99 psi
V max. @x= 0.0 ft =
1724.5
lb
Deflection = 0.793 in
M max. @x= 9.5 ft =
14278.7
ft*lb
ALLOW. DEFLECTION L/240 =
0.950
in
MAX. DEFLECTION @ x =
9.45
ft
UNIFORM LOAD =
30.0
plf
P at x= 8.0 ft =
500.0
lb
P at x= 9.5 ft -
2300.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
2643.8
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.00, C1=0.728,
Cv=1.000
SECTION IS ADEQUATE BY 19.74
CONTROLLING FACTOR: Moment
of Inertia
M.
Jeff Ingram, P.E.
[KA I
9% Minnesota Ave., Suite 103
San Jose, CA 95125
Office: 41084U64iflN Ceu: 40e-836.6W2 22
Fax: 4WM-9370 &
emaL "1@kvw1sE=M
Ingram Stnxxural Ergineeing irww.k+grarnsE.cam
tiIEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =C-3
--------------------------------------
STRESS/DEFLECTION
L =
19.0
ft
-----------------
R1 =
1218.5
lb
fv=VQ/(Ib) = 45.60 psi
R2 =
1263.5
lb
fb=My/I = 890.62 psi
V max. @x=19.0 ft =
1263.5
lb
Deflection = 0.411 in
M max. @x=13.0 ft =
6105.1
ft*lb
ALLOW. DEFLECTION L/240 =
0.950
in
MAX. DEFLECTION @ x =
9.65
ft
UNIFORM LOAD =
30.0
plf
P at x= 4.0 ft =
800.0
lb
P at x=13.0 ft =
800.0
lb
w (Partially dist. right) =
52.0
plf
a =
6.0
ft
Fv'= Fv(Cd) =
290.0
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
2410.0
psi
MOD, of ELASTICITY =
2000000
psi
Cd=1.00, Cf=1.00, C1=0.830,
Cv=1.000
SECTION IS ADEQUATE BY 130.97
4
CONTROLLING FACTOR: Moment
----------------------------------------------------------------------
of Inertia
MEMBER:4x12 DF-L No. 1 =C-4
-------------------------------------
STRESS/DEFLECTION
L =
12.0
ft
-----------------
R1 =
1180.0
lb
fv=VQ/(Ib) = 44.95 psi
R2 =
1180.0
lb
fb=My/I = 1063.01 psi
V max. @x= 0.0 ft =
1180.0
lb
Deflection = 0.196 in
M max. @x= 6.0 ft =
6540.0
ft*lb
ALLOW. DEFLECTION L/240 =
0.600
in
MAX. DEFLECTION @ x =
6.00
ft
UNIFORM LOAD =
30.0
plf
P at x= 6.0 ft =
2000.0
lb
Fv'= Fv(Cd) =
225.0
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
1330.6
psi
MOD. of ELASTICITY =
1700000
psi
Cd=1.25, Cf=1.10, C1=0.968,
Cv=1.000
SECTION IS ADEQUATE BY 25.17 R
CONTROLLING FACTOR: Section
----------------------------------------------------------------------
Modulus
Jeff Ingram, P.E. Jb M.
9% Minns Ave., Sure 103
ej San .lose, CA 95125 pow
Offim:408-83&fM4 Cab:40e4136-66M
Fax:408-292-9370 d
emai: p1l�kgamSE.00m
Wxyam Structural EnglneedM www.kigmmnSE.com
MEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =C-5
--------------------------------------
STRESS/DEFLECTION
L =
14.0
ft
-----------------
R1 =
942.9
lb
fv=VQ/(Ib) = 63.36 psi
R2 =
1757.1
lb
fb=My/I = 1109.18 psi
V max. @x=14.0 ft =
1755.6
lb
Deflection - 0.220 in
M max. @x= 9.5 ft =
7603.4
ft*lb
ALLOW. DEFLECTION L/240 =
0.700
in
MAX. DEFLECTION @ x =
7.60
ft
UNIFORM LOAD =
30.0
plf
P at x= 9.5 ft =
2280.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
3116.8
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.00, C1=0.859,
Cv=1.000
SECTION IS ADEQUATE BY 181.00 6
CONTROLLING FACTOR: Section
--------------------------------------
Modulus
------------------------------
MEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =C-6
--------------------------------------
STRESS/DEFLECTION
L =
10.5
ft
----------------
R1 =
1838.8
lb
fv=VQ/(Ib) = 100.63 psi
R2 =
2791.2
lb
fb=My/I = 1558.70 psi
V max. @x=10.5 ft =
2788.2
lb
Deflection = 0.175 in
M max. @x= 6.5 ft =
10684.7
ft*lb
ALLOW. DEFLECTION L/240 =
0.525
in
MAX. DEFLECTION @ x =
5.55
ft
UNIFORM LOAD =
60.0
plf
P at x= 6.5 ft =
4000.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
3334.3
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.00, C1=0.919,
Cv=1.000
SECTION IS ADEQUATE BY 113.92 %
CONTROLLING FACTOR: Section
----------------------------------------------------------------------
Modulus
°°� I Jeff Ingram, P.E. »d
9% k6nnesota Ave., Suite 103
w- Sari Jose, CA 95125 sbo. a f
Office: aoe-e3s-ss 4 cen:
Fax 408-292-9370 a,
emd: prA@b gremSE.cw
Ingram Shx*jral Engineering www-1vVwnSE-cam
MEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =C-7
--------------------------------------
STRESS/DEFLECTION
L =
13.5
ft
R1 -
1936.5
lb
fv=VQ/(Ib) = 212.52 psi
R2 =
5893.5
lb
fb=My/I = 1278.61 psi
V max. @x=13.5 ft -
5888.5
lb
Deflection = 0.287 in
M max. @x=10.0 ft =
8764.8
ft*lb
ALLOW. DEFLECTION L/240 =
0.675
in
MAX. DEFLECTION @ x =
7.15
ft
UNIFORM LOAD =
100.0
plf
P at x= 4.0 ft =
400.0
lb
P at x=10.0 ft =
1180.0
lb
P at x=12.5 ft =
4500.0
lb
w (Partially dist. left) =
100.0
plf
a =
4.0
ft
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
3153.2
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.00, C1=0.869,
Cv=1.000
SECTION IS ADEQUATE BY 70.57
CONTROLLING FACTOR: Shear
----------------------------------------------------------------------
MEMBER:3-1/2 x 14 PARALLAM PSL 2.0E =C-8
--------------------------------------
STRESS/DEFLECTION
L =
17.0
ft
-----------------
R1 =
3191.5
lb
fv=VQ/(Ib) = 97.70 psi
R2 =
3191.5
lb
fb=My/I = 1633.93 psi
V max. @x= 0.0 ft =
3191.5
lb
Deflection = 0.480 in
M max. @x= 8.5 ft =
15567.7
ft*lb
ALLOW. DEFLECTION L/240 =
0.850
in
MAX. DEFLECTION @ x =
8.50
ft
UNIFORM LOAD =
320.0
plf
P at x= 8.5 ft =
943.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
2498.2
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=0.98, C1=0.701,
Cv=1.000
SECTION IS ADEQUATE BY 52.89 t
CONTROLLING FACTOR: Section
----------------------------------------------------------------------
Modulus
Jeff Ingram, P.E. J. N.
996 IMF Ave., Suite 103
Sw Jose, CA 95125 °aO� ., <
Off=:406.836.6604 Catt 4084336.66MChOW.d W. .� j
Fax: 408-292-9370 &
mu emal: pd1@ n ran9W- =
Ingram Structural Engineering �.kgranSF-oom
MEMBER:4xl2 DF-L No. 1 =C-9
-------------------------------------- STRESS/DEFLECTION
L = 14 0 ft-----------------
R1 - 2030.0 lb fv=VQ/(Ib) = 77.33 psi
R2 - 2030.0 lb fb=My/I = 1154.84 psi
V max. @x= 0.0 ft - 2030.0 lb Deflection = 0.355 in
M max. @x= 7.0 ft = 7105.0 ft*lb
ALLOW. DEFLECTION L/240 - 0.700 in
MAX. DEFLECTION @ x = 7.00 ft
UNIFORM LOAD = 290.0 plf
Fv'= Fv(Cd) = 225.0 psi
Fb'= Fb(Cd*Cf*Cr*CI,Cv) - 1319.4 psi
MOD. of ELASTICITY = 1700000 psi
Cd=1.25, Cf=1.10, C1=0.960, Cv=1.000
SECTION IS ADEQUATE BY 14.25
CONTROLLING FACTOR: Section Modulus
----------------------------------------------------------------------
MEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =C-10
--------------------------------------
STRESS/DEFLECTION
L =
15.0
ft
------------ ----
R1 =
6274.0
lb
fv=VQ/(Ib) = 226.43 psi
R2 =
1756.0
lb
fb=My/I = 2023.65 psi
V max. @x= 0.0 ft =
6274.0
lb
Deflection = 0.485 in
M max. @x= 3.0 ft =
13872.0
ft*lb
ALLOW. DEFLECTION L/240 -
0.750
in
MAX. DEFLECTION @ x =
6.70
ft
UNIFORM LOAD =
100.0
plf
P at x= 2.0 ft =
4500.0
lb
P at x= 3.0 ft =
2030.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*Cl,Cv) =
3030.7
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.00, C1=0.835,
Cv=1.000
SECTION IS ADEQUATE BY 49.76 S
CONTROLLING FACTOR: Section
Modulus
MEMBER:3-1/2 x 11-7/8 PARALLAM PSL 2.0E =H-3
-------------------------------------- STRESS/DEFLECTION
L =
3.6
ft
-----------------
R1 =
4730.0
lb
fv=VQ/(Ib) = 170.71 psi
R2 =
4730.0
lb
fb=My/I = 1242.03 psi
V max. @x= 0.0 ft =
4730.0
lb
Deflection = 0.016 in
M max. @x= 1.8 ft =
8514.0
ft*lb
ALLOW. DEFLECTION L/240 =
0.180
in
MAX. DEFLECTION @ x =
1.80
ft
P at x= 1.8 ft =
9460.0
lb
Fv'= Fv(Cd) =
362.5
psi
Fb'= Fb(Cd*Cf*Cr*C1,Cv) =
3629.2
psi
MOD. of ELASTICITY =
2000000
psi
Cd=1.25, Cf=1.00, C1=1.000,
Cv=1.000
SECTION IS ADEQUATE BY 112.35 `
CONTROLLING FACTOR: Shear
----------------------------------------------------------------------
Jeff Ingram, P.E. »d
9% K&wwmota Ave-, Suke 103
San Jose, CA 95125
Ofte 40e.336-6s cau: 4084336-66oz 2
Fax: 408-292-9370 d
email: jer4PrqrwnSE.=n
Ingram Structural Engineering www-WsgramSE.com I I j
Foundation:
2r P.TD.F. i Pa• M' b• uwd bit of h PraWd w" am sba doaa rot ON*" OW pl sad
W"w haft me dw*" a gwcW at sm[ w Mw w am" cWwft. Wac TbL 'art, roabrob 7I
ALL SILL ANCHOR BOLTS (AND Alt CONNECTION HNiOMIATiE THAT WILL BE IN
CONTACT TO PRESSURE TREATED UMBER) SttALL BE HOT —DIPPED GALVAN�D
OR AN APPROVED EQUAL CORROSION RESISTANT MATERIAL
FOUNDATION SILL BOLTS
2001 CBC Chapter 18. 1806.6
Seismic Zone 4
• 548� dorrraRar six Walla min.
• 6. O.C. max. spacing
• 7' min. ambsdmwA
• 2-x2•r3/16` min. piste washers
• 12' mcDL/7de min. from end Of plates
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A MAX. (HDG' SH
FOR _x6 SILLFJW WALL SCHEDULE Tor SPACW
21; mla
'• i $�tl� �'FRI+
CONCRETE FOOTING
'. ,:; :•
INN. 2500 psi ire STRENGTH
AWL—
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Jeff Ingram, P.E. Job Nk
9% Minnesota Ave.. Suite 103
°j San Jose, CA 95125
Olfice: 408436.6604 COM 408.836.6602
Fax. 408-292-9370 ar
emst peekwartSE.aom
Ingram Sbuctural Engiileewing www.pgramSE.mn
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Jeff Ingram, P.E. »D
9% Mhrwsota Ave., Suite 103
San Jose, CA 95125
offte:406406-66oa Ced:4o84M-6602 4
Fax_ 408-292-9370 ar
ell pfApb mmSE oom
Ingram Shiclural Engineefing www-kgrrnSE.c=
Title Job #
Dsgnr: Date: 11 521-111J 18 S E P 06
Description
Scope
Combined Footing Design Page I
F JER i.,
Description FOOTING @LINE 5
i-General Information
Code Ref: ACI 318-02.1997 UBC.2W3 IBC. 2003 NFPA
Allow Soil Bearing 1,000.0
PSI rc
2,5000 psi
Seismic Zone
4 Fy
60,000.0 psi
Concrete Wt
150.0 Pcf Min As Pct
0.0014
Short Term Increase
1.33 Distance to C L
of Rebar 3.50 in
Overburden
0.00 psf Live & Short Term Load Combined
Dimensions
Footing Size...
Column Support Pedestal Sizes
Distance Left
1.00 ft #1 Square Dimension 0.00 in
Dist. Betwn Cols.
14.00 ft
...Height 0.00 in
Distance Right
1.00 ft #2 Square Dimension 0.00 in
Footing Length
16,00 ft
...Height 0.00 in
Width
1 00 It
Thickness
12.00 in
j Loads
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C-2
Vertical Loads...
0 Left Column
Right Column
Dead Load
1.500 k
1.500 k
Live Load
1.500 k
1.500 k
Short Term Load
k
k
Applied Moments...
Dead Load
k-ft
k-ft
Live Load
k-ft
k-ft
Short Term Load
6.300 k-ft
6.300 k-ft
Summary
. ......
Footinci Design OK
Length = 16 00ft Widtl� = I 00ft. Thir-kness - DCin D;,-,t Left = I
C,0ft Et, -in = 14--Julft Dist Right 00ft
Maximum Soil Pressure
820.31 psf
Allowable
1.330.00 psf
Steel Req'd @ Left 0.259 in2/ft
Max Shear Stress
35.90 psi
Steel Req'd @ Center 0.416 in2/ft
Allowable
85.00 psi
Steel Req'd @ Right 0.259 in2/ft
Min. Overturning Stability 5.333:1
F—Soil Pressures
Soil Pressure @ Left
Actual Allowable
ACI Factored Eccentricity
Dead + Live
525.0 1,000.0 PSI
Eq. C-1 791.2 PSI 0.000 ft
Dead+Live+Short Term
229.7 1,330.0 psf
Eq. C-2 321.6 psf 1.500 ft
Soil Pressure @ Right End
Eq C-3 132.9 PSI
Dead + Live
525.0 1,000.0 psf
Eq. C-1 791.2 PSI 0.000 It
Dead+Live+Short Term
820.3 1,330.0 PSI
Eq. C-2 1,148.4 PSI 1.500 It
Stability Ratio
53 1
Eq. C-3 474.6 psf
Jeff Ingram, P.E.
996 Mirwxnoo Ave.. Suite 103
San Jose, CA 95125
P-w
Offim: 408-83646804 C40:408406-BBU
O
Fax: 408-292-9370
eniW: jerj@k%Faff;SEx=
Ingram
Struchxal Engineering
www.kVramSF-=n
Title :
Job #
Dsgnr:
Date: t ! 5-1APJ I8 SEP 06
Description
Scope:
d;ollibineC) Footing Design
Page 2
Description FOOTING @UNE
5
Moment & Shear Summary
( values for moment are given per unit width of footing)
Moments...
ACI C-1
ACI C-2
ACI C-3
Mu @ Col #1
0.29 k-ft/ft
0.06 k-f /ft
0.00 k-ft/ft
Mu Btwn Cols
-13.95 k-ft/ft
-14.98 k-ft/ft
8.82 k-ft/ft
Mu @ Col #2
0.29 k-ft/ft
0.46 k-ft/ft
0.17 k-ft/ft
One Way Shears...
Vn : Allow' 0.85
85.000 psi
85.000 psi
85.000 psi
Vu @ Col #1
1,662 psi
0.341 psi
0,003 psi
Vu Btwn Cols
35.901 psi
26.268 psi
0.630 psi
Vu @ Col #2
1.662 psi
2-662 psi
0,962 psi
Two Way Shears...
Vn : Allow ' 0.85
170.000 psi
170.000 psi
170.000 psi
Vu @ Col #1
15.081 psi
14.249 psi
5.160 psi
Vu @ Col #2
15.081 psi
12.980 psi
4.113 psi
Reinforcing ( values given per unit width of footing)
d Left Edge of Col #1
Between Columns
0 Right Edge of Col #2
Ru/Phi As Req'd
Ru/Phi
As Req'd
Ru/Phi As Req'd
ACI C-1 4.47 psi 0.259 in2/ft
@ Bottom 214.53 psi
-0.385 in2/ft @ Top
4.47 psi 0.259 in2/ft
Bottom
ACI C-2 0.99 psi 0.259 in2/ft
@ Bottom 230.41 psi
-0.416 in2/ft @ Top
7.08 psi 0.259 in2/ft
Bottom
ACI C-3 0.04 psi 0.259 in2/ft
@ Bottom 135.68 psi
0.317 in2/ft @ Bottom
2.56 psi 0.259 in2/ft
@ Bottom
ACI Factors (per ACI. applied internally to entered loads)
4
ACI C-1 & C-2 DL 1.400
ACI C-2 Group Factor
0,750
Additional Seismic 1.4" Factor
1,400
ACI C-1 & C-2 LL 1.700
ACI C-3 Dead Load Factor 0.900
Additional Seismic "0-9' Factor
0.900
ACI C-1 & C-2 ST 1.700
ACI C-3 Short Term Factor 1.300
....seismic = ST • : 1.100
Jeff Ingram, P.E.
Jb «a
9%
R&vwsota Ave., Suite 103
San Jose, CA 95125
e'
pop
Mimi 408s36-6M4 can: 4084636-6&12Chwi.d
=' d
Fax: 408-292-9370[Eg
Or.
d
rnctrarn Structural ErKjW*edN
emai: leR@ vrsn SE,=n
www.WgwnSE.aom
Title : Job #
Dsgnr: Date: 4 i P M 1? E P 06
Description
Scope:
C�Ornbined Footing Design Page 1
ri:. - .E
scriptiOr FOOTING @LINE 2
General information
Code Ref: ACI 318-02. 1997 UBC. 2003 IBC. 2003 NFPA 5000
Allow Soil Bearing 1,000.0 psf Pc
2,500.0 psi
Seismic Zone
4 Fy
60,000.0 psi
Concrete Wt 150.0
pcf Min As Pct
0.0014
Short Term Increase
1.33 Distance to CL
of Rebar 3.50 in
Overburden
0.00 psf Live 8 Short Term Load Combined
-- - - -- - ---------
�Dimensions
Footing Size...
Column
Support Pedestal Sizes
Distance Left
1.00 ft #1
: Square Dimension 0.00 in
Dist. Betwn Cols
10.00 ft
...Height 0.00 in
Distance Right
1.00 ft #2
: Square Dimension 0.00 in
Footing Length
12.00 ft
...Height 0.00 in
Width
1.50 ft
Thickness
18.00 in
Loads
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Vertical Loads...
0 Left Column
0- Right Column
Dead Load
0.250 k
0.250 k
Live Load
0.250 k
0.250 k
Short Term Load
k
k
Applied Moments...
Dead Load
k-ft
k-ft
Live Load
k-ft
k-ft
Short Term Load
7.710 k-ft
7.710 k-ft
Summary
Footincl Design OK +
Length = I"� OOft 'JVidtt� - ? ft
Thicknes = !8 -win. �?isi Lift = 1 �:�Oft 6t.vi� = IG �Gfi Dist Right = i
Maximum Soil Pressure
761.72 psf
Allowable
1.330.00 psf
Steel Req'd @ Left 0.389 in2/ft
Max Shear Stress
1.88 psi
Steel Req'd @ Center 0.389 in2/ft
Allowable
85.00 psi
Steel Req'd @ Right 0.389 in2/ft
Min. Overturning Stability 1.965:1
SoiPressures
Soil Pressure @ Left
Actual Allowable
ACI Factored Eccentricity
Dead + Live
280.6 1,000.0 psf
Eq. C-1 401.1 psf 0.000 ft
Dead+Live+Short Term
0.0 1,330.0 psf
Eq. C-2 0.0 psf 3.053 ft
Soil Pressure @ Right End
Eq. C-3 0.0 psf
Dead + Live
280.6 1,000-0 psf
Eq. C-1 401.1 psf 0.000 ft
Dead+Live+Short Term
761.7 1,330.0 psf
Eq. C-2 1,066.4 psf 3.053 ft
Stability Ratio
2.0 _1
Eq. C-3 617.7 psf
Jeff Ingram, P.E.
9% Wrinescita Ave., Suite 103
San Jose, CA 95125
olfice:aae-e3s-seoa cen:eoe-s0s-sso2
Fax: 408-292-9370lag
,r
Ingram Shichnal Ergineer"i
el, :0f1lW wwnSE-m
rwwTigramSEcom
Title:
Job #
Dsgnr:
Date: 2 41 PN4. 18 SEP
06
Description
Scope:
------------ ------ -
Combined Footing Design
Page 2
Description FOOTING @LINE
2
Moment & Shear Summary
1 values for moment are given per unit width of footing)
Moments...
ACI C-1
ACI C-2
ACI C-3
Mu @ Col #1
0.04 k-ft/ft
-0.16 k-ftlft
-0.10 k-ft/ft
Mu Btwn Cols
-1.03 k-ft/ft
7.04 k-ft/ft
7.09 k-ft/ft
Mu @ Col #2
0.04 k-ft/ft
0.36 k-ft/ft
0.20 k-ft/ft
One Way Shears...
Vn: Allow * 0.85
85.000 psi
85-000 psi
85.000 psi
Vu @ Col #1
0.000 psi
0,000 psi
0.000 psi
Vu Btwn Cols
1.881 psi
0.000 psi
0.000 psi
Vu @ Col #2
0.000 psi
0.000 psi
0.000 psi
Two Way Shears...
Vn: Allow * 0.85
170.000 psi
170.000 psi
170.000 psi
Vu @ Col #1
0.772 psi
1.379 psi
0.650 psi
Vu @ Col #2
0772 psi
0-241 psi
0.319 psi
Reinforcing values given per unit width of fooling)
9b Left Edge of Col #1
Between Columns
A Right Edge of Col #
Ru/Phi As Req'd
Ru/Phi
As Req'd
Ru/Phi As Req'd
ACI C-1 0.23 psi 0.389in2/ft
@ Bottom 5.46 psi
-0.389in2tft @ Top
0-23 psi 0.389 in2/ft
@ Bottom
ACI C-2 0.83 psi -0. 369 inZft
@ Top 37.20 psi
0,389in2lft @ Bottom
1.88 psi 0.389 in2lft
C Bottom
ACI C-3 0.54 psi -0.389in2/ft
@ Top 37.49 psi
0.389in2tft @ Bottom
1.04psi 0.389in2/ft
@ Bottom
ACI Factors (per ACI. applied internally to entered loads)
ACI C-1 & C-2 DL 1.400
AC1 C-2 Group Factor
0.750
Additional Seismic '1.4!' Factor
1.400
ACI C-1 & C-2 LL 1.700
ACI C-3 Dead Load Factor 0.900
Additional Seismic "0-9' Factor
0.900
ACI C-1 & C-2 ST 1.700
ACI C-3 Short Term Factor 1.300
....seismic = ST 1,100
Jeff Ingram, P.E.
9%
Mininesota Ave., She 103
San Jose, CA 95125
Dedw %r
Pe"
2
Offlos: 408436-OW4 Cen: 406-836-66M
Fax: 408-292-937o
Ingram Shx*n-M Engineeringwww.1nWan%W-=n
� : jd14j&VrmnSE.cofn
Title Job #
Dsgnr: Date: 243PM. 18 SEP 06
Description
Scope
�.t �
Combined Footing Design Page I
I -
2.:-. i&r,. En,vv—run.-i
Description FOOTING @LINE I
General Information
Code Ref: ACI 318-02.1997 UBC. 2003 IBC. 2003 NFPA
Allow Soil Bearing 1,000.0
psf rc
2,500.0 psi
Seismic Zone
4 Fy
60,000-0 psi
Concrete Wt
1%0 pcf Min As Pct
0.0014
Short Term Increase
1.33 Distance to CL
of Rebar 3,50 in
Overburden
0.00 psf Live & Short Term Load Combined
Footing Size...
Column Support Pedestal Sizes
Distance Left
1.00 ft #1 : Square Dimension O.C)o in
Dist. Betwn Cols
17.50 ft
—Height 0.00 In
Distance Right
- 100 ft #2: Square Dimension 0.00 in
Footing Length
19.50 ft
...Height 0.00 in
Width
1.00 ft
Thickness
12.00 in
Loads
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate
loads within this program is according to ACI 318-02 C.2
Vertical Loads...
Q Left Column
ill Right Column
Dead Load
0,250 k
0.250 k
Live Load
0.250 k
0.250 k
Short Term Load
k
k
Applied Moments...
Dead Load
k-ft
k-ft
Live Load
k-ft
k-ft
Short Term Load
7.710 k-ft
7.710 k-ft
Summary
Footing Design OK
Length = 19 50' It- 'vVidth = I 00ft Thickness = I '-.,D()in Dist Left = 1.00ft. Bt,.,.,n = 17 50ft Dist Right = I 100ft
Maximum Soil Pressure
449.50 psf
Allowable
1.330.00 psf
Steel Req'd @ Left 0.259 in2/ft
Max Shear Stress
6.27 psi
Steel Req'd @ Center 0.340 in2/ft
Allowable
85.00 psi
Steel Req'd @ Right 0.259 in2/ft
Min. Overturning Stability 2.482:1
,FSoil Pressures
---------- 7
Soil Pressure @ Left
Actual Allowable
ACI Factored Eccentricity
Dead + Live
2013 1,000.0 psf
Eq. C-1 289.5 psf 0.000 ft
Dead+Live+Short Term
0-0 1,330.0 psf
Eq. C-2 0.0 psf 3.929 ft
Soil Pressure @ Right End
Eq. C-3 0.0 psf
Dead + Live
201.3 1,000.0 psf
Eq. C-1 289-5 psf 0.000 ft
Dead+Live+Short Term
449.5 1,330.0 psf
Eq. C-2 629.3 psf 3.929 ft
Stability Ratio
2-5 :1
Eq. C-3 3510 psf
Jeff Ingram, P.E.
9% Minr*sota Ave,, Suite 103
San Jose, CA 95125
P-"
Offma: 406-8364=4 Cell: 4084KWP6602
Fax: 408-292-9370
Ch.Md ft
emaillw: pf1@kvraff%SEcom
IngrainIngrainStructural Engineering
wwAngramSE-corn
Title:
Job #
M
Dsgnr:
Date: 4 3 F N1, 18 S E
F 06
Description
Scope
Cornbined Footing Design
Page 2
Description FOOTING @LINE
1
�—Moment & Shear Summary
values for moment are given per unit width of footing)
Momnts...
ACI C-1
ACI C-2
ACI C-3
MU @ Col #1
0.04 k-ft/ft
-& 10 k-ft/ft
-0-07 k-ft/ft
Mu Btwn Cols
-3-00 k-ft/ft
-10.71 k-ft/ft
10.73 k-ft/ft
Mu @ Col #2
0.04 k-ft/ft
0.20 k-ft/ft
0-111 k-ftlft
One Way Shears...
Vn: Allow * 0.85
85.000 psi
85.000 psi
85.000 psi
Vu @ Col #1
0,227 psi
0.600 psi
0.386 psi
Vu Btwn Cols
6.273 psi
0.385 psi
0.000 psi
Vu @ Col #2
0.227 psi
1.184 psi
0.615 psi
Two Way Shears...
Vn: Allow * 0.85
170.000 psi
170.000 psi
170.000 psi
Vu Col #1
2.544 psi
2.787 psi
1.103 psi
Vu Col #2
2.544 psi
1.748 psi
0.430 psi
Reinforcing values given per unit width of footing
A Left Edge of Col #1
Between Columns
9b Right Edge of Col #2
Ru/Phi As Req'd
Ru/Phi
As Req'd
Ru/Phi As Req'd
ACI C-1 0.61 psi 0.259in2lft
Bottom 46.18 psi
-0.259 in2lft @ Top
0.61 psi 0.259in2lft
@ Bottom
ACI C-2 1.61 psi -0.259in2/ft
Top 164.67 psi
-0.340021ft @ Top
3-13 psi 0.259in2/ft
@ Bottom
ACI C-3 1.04 psi -0.259in2/ft
Top 164.96 psi
0.340in2/ft @ Bottom
1.62psi 0.259in2/ft
@ Bottom
ACI Factors (per ACL applied internally to entered loads)
ACI C-1 & C-2 DL 1.400
ACI C-2 Group Factor
0.750
Additional Seismic "14' Factor
1.400
ACI C-1 & C-2 LL 1.700
ACI C-3 Dead Load Factor
0.900
Additional Seismic "0.9" Factor
0.900
ACI C-1 & C-2 ST 1.700
ACI C-3 Short Term Factor 1,300
....seismic = ST 1.100
Jeff Ingram, P.E.
wl
9%
Mininesola Ave., Suite 103
San Jose, CA 95125
P".
Offioa: 408-83&4W4 Ce&: 400433640M
Fax: 408-292-9370
ChodWd W
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Ingram StripMral Engineering
www.kW&vW-=n
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Jeff Ingram, P.E. 0 66, f
9% Minnesota Ave., Suite 103 POW
San Jose, CA 95125
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Offkm: 40840&6W4 CAN: 408-83&6602
w Fax: 406-292-9370
Ingram amad: parl@ftramSE-com
Structural Engineering www.WaqramSEo=
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996 Minnesota Ave., Suite
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408-&l,&6W4 C-ek: 4064i36-66W
Fax: 408-292-9370
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Smaw: peaftranISE com
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Jeff Ingram, P.E.
996 Minnesota Ave., Suite 103 pow
San Jose, CA 95125
Offm: 408-83&6W4 CeK: 408-83&66W
Fax 408-292-9370
Ingram SWjckn-M Engineering www.kpqrwnSEoom
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9% Minnesota Ave., SuAe 103
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Olhw: 408-&*,SW4 Cel: 400413&o66M
Fax: 408-292-9370 emW:jeff@kVran%SE.cofn
I Ingram SMx*LjrA Engineering www.kWwnSE-com