HomeMy WebLinkAbout2276 CALLE BARCELONA; ; CB980884; Permit02/05/1999
City of Carlsbad
Building Permit Permit No:CB980884
Building Inspection Request Line (760) 438-31 01
Job Address: Permit Type: COM Sub Type:
Parcel No: 2552730900 Lot #: 484
Valuation: $394,800.00 Construction Type: VN
Occupancy Group: Reference #:
2276 CALLE BARCELONA CBAD
Project Title: 6000 SF PRE-SCHOOL,PRIVATE OWN
WITHIN LA COSTA VALLEY DEVELOPMENT
Status: ISSUED
Applied: 03/26/1998
Appr/lssued: 07/29/1998
Inspect Area: PS
Entered By: RMA
Applicant:
VILLAGES OF LA COSTA SOUTHWEST
Owner:
450 B STREET STE 620 921 01
61 9 51 5-5653
Total Fees: $30,809.00 Total Payments To Date: $30,809.00 Balance Due: $0.00
Description Fee
* ELECTRICAL TOTAL 310.00 * MECHANICAL TOTAL 84.00 * PLUMBING TOTAL 266.00
Building Permit 1,654.00
Enter Traffic Impact Fee 6,600.00
Enter Y to Autocalc P. 7,185.00
Payoff Fee for CFD 13,552 .OO
Plan Check 1,075.00
Strong Motion Fee 83.00
_-_-___--___-_____--____________________------------------------ ---------------
FINAL APPROVAL
Inspector: Date: Clearance:
NOTICE: Please take NOTICE that approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as 'feeslexactions." You have 90 days from the date this permit was issued to protest imposition of these feedexactions If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your ight to protest the specified feeslexactions DOES NOT APPLY to water and sewer connection fees and capactiy
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any
feedexactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
F~WIL,DING PERMIT Permit No: CB980884-
Project No: F19801165
Deue 1 oprnen t No -i
Va I i~at i CI rt : 3?4,800 Con~tructinri Type: Ultl
DPS;CT i pt ion: (5000 SF PRE-SCHOOL, PRIVRTF OWN Qpp 1 ied: Q7/26/'98
' Oc~::i.~pancy Group: Reference#: Status: ISSUED
: WITHIN LQ COST0 VflLLEY DEUELDPMENT Fl p r / I 5 s uc : 0 7 /2 Y /9 8
E ri t t2 I- g ij E3 y I? M C?
Qppt/Ounr: VILLAGES OF LCI CnSTFl SOUTHWEST 619 515-5657
450 "E" STREET STE 620
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2075 Las hbs Dr., -, CA 92009 (619) 438-1161
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. -.-
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-1 161
FOR OFFICE USE
/I&-- /?,@ "
I
5653
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code1 or 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 [$5001).
Name Address City Statelzip Telephone #
State License # License Class City Business License #
Designer Name Address City Statelzip Telephone
0 of the work for which this permit is issued.
0 issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy No. Expiration Date
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1SlOOl OR LESS)
0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($100,0001. in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sola 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 improvements 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 the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (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 contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
0
1.
2.
3.
I am exempt under Section
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ON0
I (have I have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I contractors license number):
Business and Professions Code for this reason:
4.
number I contractors license number):
5.
of work):
PROPERTY OWNER SIGNATURE DATE
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone number I type
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
0 YES 0 NO
LENDER'S NAME LENDER'S ADDRESS
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or
work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended
or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
YICANT'S SIGNATURE DATE
WHITE: File YELLOW: Applicant PINK: Finance
b FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE CMWD ST LITE
PLAN CHECK#: CB980884
PERMIT#: CB980884
PROJECT NAME: 6000 SF PRE-SCHOOL,PRIVATE OWN WITHIN LA COSTA VALLEY DEVELOPMENT
DATE: 12/23/98
PERMIT TYPE: COM
ADDRESS: 2276 CAUE BARCELONA Lot# 484
CONTACT PERSON/PHONE# : C/MIKE SEWER DIST: LC WATER DIST: 0
INSPECTED DATE
BY: INSPECTED: ( -zGTp APPROVED If DISAPPROVED -
INSPECTED DATE BY: INSPECTED : APPROVED - DISAPPROVED -
INSPECTED DATE BY: INSPECTED : APPROVED - DISAPPROVED -
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD
PLAN CHECK#: CB980884
PERMIT#: CB980884
PROJECT NAME: 6000 SF PRE-SCHOOL,PRIVATE OWN
WITHIN LA COSTA VALLEY DEVEWPMENT
DATE: 12/23/98
PERMIT TYPE: COM
ADDRESS: 2276 CALLE BARCELONA Lot# 484
CONTACT PERSON/PHONE# : C/MIKE SEWER DIST: LC! WATER DIST: 0
DATE
INSPECTED: 1Z-a APPROVED & DISAPPROVED
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED
INSPECTED DATE
BY: INSPECTED : APPROVED - DISAPPROVED
INSPECTED
BY: -.
,
FINAL BUILDING INSPECTION
DEFT: BUILDING FIRE PLANNING CMWD ST LITE
PLAN CHECK#: CB980884 DATE: 12/23/98
PERMIT#: CB980884 PERMIT TYPE: COM
PROJECT NAME: 6000 SF PRE-SQIOOL,PRIVATE
WITHIN LA COSTA VALLEY DEVE
ADDRESS: 2276 CALLE BARCELONA
DATE
INSPECTED: /szy-* APPROVED J DISAPPROVED - INSPECTED
BY:
INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED -
,
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING CMWD ST LITE
PLAN CHECK#: CB980884 PERMIT#: CB980884
PROJECT NAME: 6000 SF PRE-SCHOOL,PRIVATE OWN
WITHIN LA COSTA VALLEY DEVELOPMENT
DATE: 12/23/98
PERMIT TYPE: COM
ADDRESS: 2276 CAUE BARCELONA Lot# 484
CONTACT PERsON/PHONE# : C/MIKE SEWER DIST: LC WATER DIST: 0
:- L :998
DISAPPROVED - J DATE
INSPECTED: 2/f7(? 9 APPROVED -
INSPECTED DATE
BY: INSPECTED : APPROVED - DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED -
City of Carlsbad Inspection Request
For: 1 /I 8/99
Permit# CB980884
Title: 6000 SF PRESCHOOL,PRIVATE OWN
Description: WITHIN LA COSTA VALLEY DEVELOPMENT
Type: COM Sub Type:
Job Address: 2276 CALLE BARCELONA
Suite: Lot 484
Location:
APPLICANT : VILLAGES OF LA COSTA SOUTHWEST
Owner: VILLAGES OF LA COSTA SOUTHWEST L
Remarks:
Total Time:
CD Description
29 Final Plumbing
Inspector Assignment: PS
Phone:
Inspector: 2=
Requested By: MIKE
Entered By: CHRISTINE
Act Comments
City of Carlsbad Inspection Request
For: 1/8/99
Permit# CB980884
Description: WITHIN LA COSTA VALLEY DEVELOPMENT
Type: COM Sub Type:
Job Address: 2276 CALLE BARCELONA
Suite:
Location:
Lot 484
Tract: WITHIN LA COSTA VALLEY DEVELOPMENT
APPLICANT : VILLAGES OF LA COSTA SOUTHWEST
Owner: VILLAGES OF LA COSTA SOUTHWEST L
Remarks:
Total Time:
CD Description
19 Final Structural
29 Final Plumbing
39 Final Electrical
49 Final Mechanical
Inspector Assignment: PS
Phone: 6198844012
Inspector: E
Requested By: MIKE
Entered By: CHRISTINE
Act Comments
7-
P
SOUTHERN CALIFORNIA SOIL & TESTING, INC. -A 6280 RIVERDALE STREET, P.O. BOX 600627, SAN DIEGO, CA 92160-0627, Phone (619) 280-4321, FAX (619) 280-4717 v
GEOCON INCORPORATED
6960 FLANDERS DRIVE
GEOTECHNICAL CONSULTANTS
0 SAN DIEGO,- CALIFOl$NIA_92121-2974 0 TEL (6191 558-6900 0 FAX (619) 558-6159
FOlff\lDATION OBSERVATION REPORT
PROJECT NAME: hV 04 0 LalaSri- VAt)Cq c tu 6
LOCATION :
FOUNDATION LOCATION (if not entire building)
PROJECT NO. sp %lo/ a - L/
DATE: bb A ; cfi - - hhr& VAIkh &L-who B! 9-3 - 981
PLAN FILE NO PERMIT NOS: I
980 osq FOUNDATION TYPE :
I 0 ADDITIONAL OBSERVATION REQUIRED
'$[ SUBSTANTIAL CONFORMANCE
,0 PURPOSE OF OBSERVATION
@ Verify soil conditions exposed are similar to those anticipated
@ Verify footing excavations extend to minimum depth recommended in soil report
0 Verify foundation reinforcement complies with minimum recommended in soil report
0 Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report
Verify footings have been extended to an appropriate bearing strata
0 Other
0 APPLICABLE SOIL REPORT:
SOIL REPORT RECOMMENDATIONS BASED ON:
"pn Expansion Condition 0 VERY LOW m LOW 0 MEDIUM 0 HIGH 0 VERY HIGH
TITLE : Rdkd &pod- ?-;ut Ado &S CWllTjd s CW;La Pa,, \ s:+c
6r4dhj 9 vro 40 LL 1Of74 V4Ikll c IUS. hit a . Lor 934 . GVl,?,d. 69 ,DATE: lo-n-4,
Fill Geometry -
0 Other:
MINIMUM FOUNDATION RECOMMENDATIONS :
0 Footing Depth : 0 12 Inches @ 18 Inches 0 24 Inches OTHER Fta 4-c €-be&( FRW. 19''
Footing Reinforcement: 0 No.4 T&B 0 2-No.4 T&B 2-No.5 T&B &Post-Tensioned OTHER :
Interior Slab Reinforcement : 0 6x6-10110 6x6-616 0 No.3@241nches No.3@18lnches 0 Post-Tensioned
Slab Bedding Material and Thickness :
Foundation Width : 12
i
I# S4Nb Vapor Barrier : 10 hb v iS?rctd /I
COMMENTS: 1-
NOTE. IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTANED
kkd- C66dodY
GEOCON REPRESENTATIVE
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
6280 RIVERDALE STREET, P.0, BOX 600627, SAN DIEGO, CA 92160-0627, Phone (619) 280-4321, FAX (619) 280-4717 6
FIREPROOFING FIELD INSPECTION REPORT FOR:
J
EsGil Comoration
ln !Partnership with Governmnt for Builiiing Safety
DATE: June 11, 1998
JURISDICTION: Carlsbad
PLAN CHECK NO.: 98-884
n PLAN REVIEWER
0 FILE
SET: IV
PROJECT ADDRESS: 2276 Calle Barcelona
PROJECT NAME: La Costa Valley Pre-School
0 The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
The plans transmitted herewith will substantially comply with the jurisdiction’s building codes
when minor deficiencies identified in the attached list are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
0 The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
0 The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
0 The applicant’s copy of the check list has been sent to:
Esgil Corporation staff did,not advise the applicant that the plan check has been completed.
0 Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: . Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS: 1, Plans were requested by Pat Kelley to be sent back to the city. The city will
resolve the outstanding corrections. 2.
Abe.
611 1 198
By: Abe Doliente Enclosures:
Esgil Corporation
0 GA 0 CM 0 EJ c] PC 611 1 198 trnsrntl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-884 IV
June 11, 1998
THE FOLLOWING OUTSTANDING CORRECTIONS SHOULD BE RESOLVED WITH
THE CITY BUILDING OFFICIAL:
1. Investigate the potential for seismically induced soil liquefaction and soil
instability in seismic zones 3 and 4. Section 1804.5 No response was found.
Only a final grading report provided. Is liquefaction addressed in the initial
soils report?
2. When special inspection is required, the architect or engineer of record shall
prepare an inspection program whichshall be submitted to the building official
for approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form. Show the name(s) of the
individual(s) or firm(s) responsible for the special inspections.
3. Verify that notes redlined on sheets €-7 and E-7 of set I1 are incorporated
into final sets of plans.
4. Clearly show that the site development and grading are designed to provide
access to all entrances and exterior ground floor exits, as well as access to
normal paths of travel, per Section 1127B.1. Where necessary to provide
access, shall incorporate pedestrian ramps, curb ramps, stairways and
handrails, etc. Show that the exit gate from the area of refuge will be
accessible to the disabled, with level landings on each side, and
accessible path of travel.
5. Where fixed or built-in tables, counters or seats are provided for the public, and
in general employee areas, 5% (but never less than one) must be accessible.
Section 1 122B. 1. Provide a section of lowered counter top in the Kitchen.
EsGil Corporation
In Tarhrcr5hip with Government for !.!?uiUiy Safety
DATE: June3, 1998
J U RI S D I CTI 0 N : Carlsbad
PLAN CHECK NO.: 98-884 SET: 111
0 0 APPLIC
0 PLAN REVIEWER
0 FILE
PROJECT ADDRESS: 2276 Calle Barcelona
PROJECT NAME: La Costa Valley Pre-School
El
0
0
0
0
P
17
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
The plans transmitted herewith will substantially comply with the jurisdiction’s building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant‘s copy of the check list has been sent to:
Dahlin Group architects/Planners
539 South Cedros, Solana Beach, CA 92075
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Dahlin Group/Nancy Telephone #: 350-0544
Date contacted:b/3 /9G (by: (GF ) Fax #: 350-0540
REMARKS:
Mailv Telephone Faxv In Person
By: Abe Doliente for Mike Kratz
Esgil Corporation
0 GA CM 0 EJ 0 PC 5/26/98
Enclosures:
trnsmtLdot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-884 I11
June3, 1998
RECHECK PLAN CORRECTION LIST
J U Rl SD ICTION: Carlsbad PLAN CHECK NO.: 98-884
PROJECT ADDRESS: 2276 CaUe Barcelona SET: I11
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 5/26/98
REVIEWED BY: Abe Doliente for Mike Kratz
DATE RECHECK COMPLETED:
June3, 1998
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
A. Please make all corrections on the original tracings and submit two new sets of prints to:
ESG I L CO RP 0 RAT1 0 N .
B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
C. The following items have not been resolved from the previous plan reviews. The original
correction number has been given for your reference. In case you did not keep a copy of
the prior correction list, we have enclosed those pages containing the outstanding
corrections. Please contact me if you have any questions regarding these items.
D. Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
OYes UNO
c
Carlsbad 98-884 I11 pG/B - v / une3, 1998
Investigate the potential for seismically induced soil liquefaction and soil
zones 3 and 4. Section 1804.5 No response was found.
reporf provided. Is liquefaction addressed in the initial
is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official f
or approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form. Show the name@) of the
individual(s) or firm(s) responsible for the special inspections.
40. Verify that notes redlined on sheets E4 and E-7 of set 11 are incorporated into final sets of plans.
DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL
TITLE 24 DISABLED ACCESS REQUIREMENTS
Clearly show that the site development and grading are designed to provide
access to all entrances and exterior ground floor exits, as well as access to
normal paths of travel, per Section I1 27B.1. Where necessary to provide
access, shall incorporate pedestrian ramps, curb ramps, stairways and
handrails, etc. Show that the exit gate from the area of refuge will be
accessible to the disabled, with level landings on each side, and
accessible path of travel.
Where fixed or built-in tables, counters or seats are provided for the public, and
in general employee areas, 5% (but never less than one) must be accessible.
Section 1 122B. 1. Provide a secfion of lowered counter top in the Kitchen.
any questions regarding these items, please contact Abe Doliente of
Esgil Corporation at (619) 560-1468. Thank you.
,- -,
EsGil Corporation
ln Tartrursfiip witfi Govcnunrnt for Bui&ySafcty
DATE: 5/ 19/98
JURIS D I CTI 0 N : Carlsbad
PLAN CHECK NO.: 98-884 SET: I1
0 PLAN REVIEWER
0 FILE
PROJECT ADDRESS: 2276 Calle Barcelona
PROJECT NAME: La Costa Valley Pre-School
0
0
0
[XI
0
[XI
0
IXI
17
The plans transmitted herewith have been corrected where necessary and substantially’comply
with the jurisdiction’s building codes.
The plans transmitted herewith will substantially comply with the jurisdiction’s building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant’s copy of the check list is enclosed for the jurisdiction to forward t&he applicant
contact person.
The applicant’s copy of the check list has been sent to:
Dahlin Group Architects/Planners
539 South Cedros, Solana Beach, CA 92075
Esgil Corporation staff did‘ not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Dahlin Group/Nancy
Date contacted: s‘fqhk (by:Fpx )
REMARKS:
Telephone #: 350-0544
Fax #: 350-0540
MaiHelephone Fax v In Person
By: Mike Kratz Enclosures:
Esgil Corporation
tmsrntl.dot 0 GA 0 CM 0 EJ PC 5/14/98
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-884 I1
5/ 19/98
RECHECK PLAN CORRECTION LIST
JURIS D I CTI 0 N : Carlsbad PLAN CHECK NO.: 98-884
PROJECT ADDRESS: 2276 Calle Barcelona SET: I1
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 511 4/98
DATE RECHECK COMPLETED:
5/ 19/98
11 REVIEWED BY: Mike Kratz I1
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
A. Please make all corrections on the original tracings and submit two new sets of prints to:
ESGIL CORPORATION.
B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
C. The following items have not been resolved from the previous plan reviews. The original
correction number has been given.for your reference. In case you did not keep a copy of
the prior correction list, we have enclosed those pages containing the outstanding
corrections. Please contact me if you have any questions regarding these items.
D. Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
QYes ONo
-c
Carlsbad 98-884 I1
5/ 19/98
26.
30.
34.
35.
1.
3.
IO.
a.
d.
Show 15 ft. of shear wall on line 3.9 to match locations of hold down
anchors. See foundation plan.
On line 2.9, show 5’ 6 spacing of hold down anchors, as per shear wall
width shown on framing plan and calculations.
Investigate the potential for seismically induced soil liquefaction and soil
instability in seismic zones 3 and 4. Section 1804.5 No response was found.
Only a final grading report provided. Is liquefaction addressed in the initial
soils report7
On listing of special inspections, include soils compliance, concrete, and
post tensioning. Any others?
When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official f
or approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form.
DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL
TITLE 24 DISABLED ACCESS REQUIREMENTS
Clearly show that the site development and grading are designed to provide
access to all entrances and exterior ground floor exits, as well as access to
normal paths of travel, per Section 11 27B. 1. Where necessary to provide
access, shall incorporate pedestrian ramps, curb ramps, stairways and
handrails, etc. Show that the exit gate from the area of refuge will be
accessible to the disabled, with level landings on each side, and
accessible path of travel.
Show, or note that at every primary public entrance, and at every major function
area along, or leading to, an accessible route of travel, there is to be a sign
displaying the international symbol of accessibility. Signs are required to indicate
the direction to accessible building entrances and facilities, per Sections
11 17B.5.7 and 1127B.3. On civilplans, provide signage directing users to
the accessible paths of travel. Note the non-complying sidewalk at the
west side of the edrance driveway.
Plans indicate that more than one route of travel is to be provided. Revise plans
to show that all routes are to be made accessible, per Sections I1 14B.1.2 and
1 127B. 1. The non-complying path of travel on the west side of the
entrance drive needs to be reviewed and approved by Pat Kelly.
Carlsbad 98-884 I1
5/ 19/98
12. Show that an accessible route of travel is to be provided to all portions of the
building, to accessible building entrances and between the buildinq and the
public way, per Section 1 114B.1.2. Walkway at front driveway entrance
exceeds 5% slope. Provide a compiling ramp, or revise grades so slope is
less than 5%. Provide signage directing users to the accessible path of
travel on the site plans.
19. Where fixed or built-in tables, counters or seats are provided for the public, 'and
in general employee areas, 5% (but never less than one) must be accessible.
Section 1 122B. 1. Provide a section of lowered counter top in the Kitchen.
If you have any questions regarding these items, please contact Mike Kratz of
Esgil Corporation at (679) 560-7468. Thank you.
+ ELECTRICAL PLAN REVIEW + 1993NEC
+ PLAN REVIEWER: ERIC JENSEN / VOLLIE WAGGONER
Verify that notes redlined on sheets E7 and E-7 of set I1 are incorporated into
final sets of plans.
If you have any questions regarding these items, please contact Eric Jensen of
Esgil Corporation at (679) 560-7468. Thank you.
EsGil CorDoration m
In Partnership with Gouernmcnt for Builiiiy Safety
DATE: 4/9/98
J U R I S D I CTI 0 N : Carlsbad
PLAN CHECK NO.: 98-884 SET: I
PROJECT ADDRESS: 2276 Calle Barcelona
PROJECT NAME: La Costa Valley Pre-School
0
0
IXI
0
IXI
0
IXI
0 APPLICANT
FURIS.
0 PLAN REVIEWER
0 FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
The plans transmitted herewith will substantially comply with the jurisdiction’s building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant’s copy of the check list has been sent to:
Dahlin Group Architects/Planners
539 South Cedros, Solana Beach, CA 92075
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Dahlin Group 1 Telephone #: 350-0544
Date contacted:
REMARKS:
30 tlaklb
Y [ 4 (by: m) Fax #: b (‘1 3% -05yO
Mail ,Telephone- Fa# In Person .
By: MikeKratz Enclosures:
Esgil Corporation
GA 0 CM EJ 0 PC 3/30/98 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
Carlsbad 98-884
4/9/98
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK NO.: 98-884
OCCUPANCY: E-3/B USE: Pre-School
JURIS D I CTI 0 N : Carlsbad
TYPE OF CONSTRUCTION: V-n spr. ACTUAL AREA: 7,333
ALLOWABLE FLOOR AREA: 9,100 STORIES: 1
HEIGHT: 20 ft.
SPRl N KLE RS?: OCCUPANT LOAD: 171
REMARKS:
DATE PLANS RECEIVED BY
J U Rl SD ICTION: 3/26/98 ESGIL CORPORATION: 3/30/98
DATE INITIAL PLAN REVIEW PLAN REVIEWER: Mike Kratz
COMPLETED: 4/9/98
DATE PLANS RECEIVED BY
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and access for the disabled. This plan
review is based on regulations enforced by the Building Department. You may have other
corrections based on laws and ordinances enforced by the Planning Department, Engineering
Department, Fire Department or other departments. Clearance from those departments may be
required prior to the issuance of a building permit.
Code sections cited are based on the 1994 UBC.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copv) where each
correction item has been addressed, Le., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
comforw. dot LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC )
Carlsbad 98-884
4/9/98
e
1.
2.
3.
4.
5.
6.
The following note should be given with each correction list:
Please make all corrections on the original tracings, as requested in the
correction list. Submit three sets of plans for commercial/industriaI projects (two
sets of plans for residential projects). For expeditious processing, corrected sets
can be submitted in
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619)
438-1 161. The City will route the plans to EsGil Corporation and the Carlsbad
Planning, Engineering and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation,
9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468.
Deliver all remaining sets of plans and calculations/reports directly to the City of
Carlsbad Building Department for routing to their Planning, Engineering and Fire
Departments.
one of two ways:
NOTE: Plans that are submitted directly to EsGil Corporation only will not be
reviewed by the City Planning, Engineering and Fire Departments until review by
EsGil Corporation is complete.
PLANS
All sheets of the plans and the first sheet of the calculations are required to be
signed by the California licensed architect or engineer responsible for the plan
preparation. Please include the California license number, seal, date of license
expiration and the date the plans are signed. Business and Professions Code.
Indicate on the Title Sheet whether or not a grading permit is required for this
project.
e SITEPLAN
Provide a fully dimensioned site plan drawn to scale. Show north arrow, property
lines, easements, streets, existing and proposed buildings and structures.
Clearly designate on the site plan existing buildings to remain, existing buildings
to be demolished, buildings to be constructed under this permit and any
proposed future buildings. Show size, use, type of construction and
occupancy classifications of all buildings on the site, and dimension the
distances between them.
Clearly dimension building setbacks from property lines, street centerlines, and
from all adjacent buildings and structures on the site plan.
Show the location of any designated flood plains, open space easements, or
other development restricted areas on the site plan.
Carlsbad 98-884
4/9/98
7.
8.
9.
10.
11.
12.
13.
14.
Provide a statement on the site plan stating: "All property lines, easements and
buildings, both existing and proposed, are shown on this site plan."
Provide a site development plan of the Pre-School Facility. Show all paths of
exiting to the public way, all fences and gates, etc. Also show all accessible and
any none accessible paths of travel on the site.
OCCUPANCY SEPARATION
Show on plans a I hr. occupancy separation between the Office and
administrative spaces, and the Daycare spaces per Section 302 and Table 3-B.
Otherwise show compliance to one of the exceptions in 302.1 , and specify the
exception used in the Building Code Data.
Administrative and clerical offices and similar rooms need not be separated from
other occupancies provided they are less than 25 percent of the floor area of the
major use and not related to an H-2 or H-3 occupancy. Section 302.1.
0 EXITS
In areas where the occupant load exceeds 7, two exits are required. See Table
IO-A, item 22 . Table IO-A. Rooms 117,118,120 & 123 appear to have
occupant loads of 14 or greater. 2 exits are required for each of them.
Exits should have a minimum separation of one-half the maximum overall
diagonal dimension of the building or area served. Section 1003.3. Rooms 117,
118,120, & 123.
Provide a site development plan showing exiting from the play yard. A minimum
of 2 exits are required. If Lobby 101 is used as a required exit, it must conform
as an Exit Passageway per UBC 101 1.
a) Where required exits enter an exit court (see definition, Section 206 and
1001 .2), the exit court must discharge into a public way or exit
passageway. The exits from the exit court shall comply with Section 101 0
requirements for width, number, and protection of walls and openings
when the occupant load exceeds 9.
Walls of exit passageways shall be without openings except exits and
shall have walls, floors and ceilings of the same fire-resistance required
for the building, with a minimum one-hour fire-resistive construction. Exit
openings in the walls shall be protected by a three-fourths hour assembly.
Section 101 0.4.
b)
Provide a 1 hr. corridor at Vestibule 1 19. Room 11 8 requires 2 exits, of which
only one can be thru an adjacent room. See 101 7.4.
Carlsbad 98-884
4/9/98
15.
16.
17.
18.
19.
Note on the plans: "All exits are to be openable from inside without the use of a
key or special knowledge." In lieu of the above, in a Group B, F, M or S
occupancies, you may note "Provide a sign on or near the exit door, reading
THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This
signage is only allowed at the main exit. Section 1004.3.
Exit doors from Group E, occupancies shall not be provided with a latch or lock
unless it is panic hardware. Chapter IO.
All doors and gates, within the exit path from Group E, occupancies to a public
way, shall not be provided with latches or locks unless they are equipped with
panic hardware. Chapter IO.
0 CORRIDORS
For Vestibule 119 show compliance to the following:
a) One-hour fire-rated corridors shall have interior door openings protected
by tight-fitting smoke and draft control assemblies rated 20 minutes,
except openings in interior walls of exterior exit balconies. Doors shall be
maintained self-closing or be automatic closing by action of a smoke
detector per Section 71 3.2. Doors shall be gasketed to provide a smoke
and draft seal where the door meets the stop on sides and top. Section
1005.8.1.
Total area of all openings, except doors, in any portion of an interior
corridor, shall not exceed 25 percent of the area of the corridor wall of the
room which it is separating from the corridor. Such openings shall be
protected by fixed glazing listed and labeled for a fire-protection rating of
at least 3/4-hour. Section 713.9.
Duct penetrations of fire-rated corridor construction shall have smoke and
fire dampers per Sections 71 3.10 and 71 3.1 1.
Provide a complete architectural section of the corridor, and exterior exit
balcony, showing all fire-resistive materials and details of construction for
all floor, walls, roof and all penetrations. Section 1005.7.
Corridor walls may terminate at the ceiling only if the ceiling is an element
of a one-hour fire-resistive floor or roof system. Section 1005.7.
b)
c)
d)
e)
Glazing in the following locations should be of safety glazing material in accordance
with Section 2406.4 (see exceptions):
a) Fixed or operable panels adjacent to a door where the nearest exposed edge
of the glazing is within a 24-inch arc of either vertical edge of the door in a
closed position and where the bottom exposed edge of the glazing is less
than 60 inches above the walking surface. Windows 45 & 64.
Carlsbad 98-884
4/9/98
0 ROOFS
20.
21.
22.
23.
24.
25.
26.
27.
Specify on the plans the following information for the roof materials, per Section
106.3.3:
a) Manufacturer‘s name.
b) Product namelnumber.
c) ICBO approval number, or equal.
0 FIRE EXTINGUISHING
Note on the plans: “When serving more than 100 sprinkler heads, automatic
sprinkler systems shall be supervised by an approved central, proprietary or
remote, station service, or shall be provided with a local alarm which will give an
audible signal at a constantly attended location.” Section 904.3.
Note that the building is to be served by an fire alarm system that is tied into the
fire sprinkler system per UBC 305.9.
FRAMING
On the cover sheet of the plans, specify any items that will have a deferred
submittal (trusses, etc.). Additionally, provide the following note on the plans,
per Sec. 106.3.4.2: “Submittal documents for deferred submittal items shall be
submitted to the architect or engineer of record, who shall review them and
forward them to the building official with a notation indicating that the deferred
submittal documents have been reviewed and that they have been found to be in
general conformance with the design of the building. The deferred submittal
items shall NOT be installed until their design and submittal documents have
been approved by the building official.” Trusses?
Provide truss details and truss calculations for this project. Specify on the plans
the truss identification numbers.
Show 1/2” minimum clearance between top plate of interior partitions and bottom
chord of trusses. (To ensure loading will be as designed).
With respect to the lateral bracing design:
Provide 15’ 6 of shear wall on line 3.9. Plan show 5’ 6.
Provide an adequate hold down at the inside edge of the 6’ 10 shear wall
25 on line 3.38 (?) at the right of the tower. Note only dead load can be
used to resist uplift.
Provide HD-SA hold downs at shear walls on line 3.3 per calcs.
Eonstruction of the connection of the roof beams to the masonry pilasters.
Carlsbad 98-884
4/9/98
0 FOUNDATION
28.
29.
30.
31.
32.
33.
34.
Provide a copy of the project soil report prepared by a California licensed
architect or civil engineer. The report shall include foundation design
recommendations based on the engineer's findings and shall comply with UBC
Section 1804.
Specify on the foundation plan or structural specifications sheet the soil
classification, the soils expansion index and the design bearing capacity of the
foundation. Section 1804.3.
Investigate the potential for seismically induced soil liquefaction and soil
instability in seismic zones 3 and 4. Section 1804.5
If the soils engineer recommended that he/she review the foundation
excavations. Note on the foundation plan that "Prior to the contractor requesting
a Building Department foundation inspection, the soils engineer shall advise the
building official in writing that:
a) The building pad was prepared in accordance with the soils report,
b) The utility trenches have been properly backfilled and compacted, and
c) The foundation excavations comply with the intent of the soils report."
Provide spread footings for concentrated loads designed for 1,000 psf soil
bearing or per bearing value as determined by an engineer or architect. Chapter
18. Calculations assume 2,000 psf.
On SP3, omit hold down retrofit details, unless calcs. are provided. With respect
to the Kwik bolt used in tension, provide proof that the Kwik Bolt has been tested
and approved for cyclical loads in pull out per the new ICBO standards.
On the cover sheet of the plans, specify any items requiring special inspection,
in a format similar to that shown below.
REQUIRED SPECIAL INSPECTIONS
In addition to the regular inspections, the following checked items will also
require Special Inspection in accordance with Sec. 1701 of the Uniform Building
Code.
ITEM REQUIRED? REMARKS
SOILS COMPLIANCE PRIOR TO
F 0 U N D AT I 0 N I N S P E CT I 0 N - STRUCTURAL CONCRETE
OVER 2500 PSI
EXPANSION/EPOXY ANCHORS
STRUCTURAL MASONRY
OTHER
DESIGN ER-SPEC I F I ED
Carlsbad 98-884
4/9/98
35.
36.
37.
38.
When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official
for approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form.
0 MISCELLANEOUS
In Groups B Occupancies, if the number of employees exceeds four, provide
separate toilet facilities for men and women. If "the total number of employees
will not exceed four", and only one restroom is provided, note the words in
quotation above on the floor plan. Section 2902.3.
Note on the plans that new water closets and associated flushometer valves, if
any, shall use no more than 1.6 gallons per flush and shall meet performance
standards established by the American National Standards Institute Standard
AI 12.19.2. H & S Code, Section 17921.3(b).
0 TITLE 24 DISABLED ACCESS
Provide notes and details on the plans to show compliance with the enclosed
Disabled Access Review List. Disabled access requirements may be more
restrictive than the UBC.
0 ADDITIONAL
0 To speed up the review process, note on this list (or a copy) where each correction
item has been addressed, Le., plan sheet, note or detail number, calculation page,
etc.
0 Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly describe
them and where they are located in the plans.
Have changes been made to the plans not resulting from this correction list?
Please indicate:
0 Yes 0 No
The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 921 23; telephone number of 61 9/560-1468,
to perform the plan review for your project. If you have any questions regarding
these plan review items, please contact Mike Kratz at Esgil Corporation. Thank
you.
Carlsbad 98-884
4/9/98
DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL
TITLE 24 DISABLED ACCESS REQUIREMENTS
The following disabled access items are taken from the 1995 edition of California
Building Code, Title 24. Per Section 101.17.1 1, all publicly and privately funded public
accommodations and commercial facilities shall be accessible to persons with
disabilities as follows:
(1 ) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public.
(2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities.
(3) Any curb or sidewalk intended for public use that is constructed with
private funds.
(4) All existing accommodations when alterations, structural repairs or
additions are made to such accommodations.
NOTE: All Figures and Tables referenced in this checklist are printed in the California
Building Code, Title 24.
e SITE PLAN REQUIREMENTS
1.
2.
3.
4.
Clearly show that the site development and grading are designed to provide
access to all entrances and exterior ground floor exits, as well as access to
normal paths of travel, per Section 1127B.1. Where necessary to provide
access, shall incorporate pedestrian ramps, curb ramps, stairways and
handrails, etc.
Plans show that more than one building is located on the proposed site.
Accessible routes of travel shall be shown to be provided between buildings and
accessible site facilities, per Section 1 1276.1.
Show, or note that at every primary public entrance, and at every major function
area along, or leading to, an accessible route of travel, there is to be a sign
displaying the international symbol of accessibility. Signs are required to indicate
the direction to accessible building entrances and facilities, per Sections
11 178.5.7 and 1127B.3.
Revise plans to show that stairways that occur outside a building comply with
Section 1006 as follows: .
a) Have the upper approach and all treads marked with a strip of
contrasting color as follows:
i) 22" in width.
ii)
iii)
Placed parallel to and 51" from the nose of the step or landing.
The strip is required to be as slip resistant as the treads of the
stairs .
Carlsbad 98-884
4/9/98
b) Treads shall be:
i)
ii)
iii)
Smooth, rounded or chamfered exposed edges.
Have no abrupt edges at the nosing projecting 21%'' past the face
of the riser above.
Open risers are not permitted.
0 DISABLED ACCESS PARKING SPACES
Revise site plan to show compliance with the required number of accessible
parking spaces for new facilities, (or at existing facilities where a change of
occupancy occurs). Per Table 11 B-7 the minimum number of spaces is:
a) I for each 25 spaces up to 100 total spaces.
b) 1 additional space for each 50 spaces for between 101 and 200 total spaces.
c) 1 additional space for each 100 spaces for between 201 and 500 total spaces.
Revise site plan to show that the accessible spaces are located, per Section
1129B.1 as follows:
a)
b)
c)
5.
6.
On the shortest possible route to an accessible entrance, when serving a
particular building.
On the shortest route of travel to an accessible entrance of a parking
faci I i ty .
Spaces are to be dispersed and located closest to accessible entrances
where buildings have multiple accessible entrances with adjacent parking
(Le. strip centers).
7. Revise site plan to show that accessible spaces comply with Section 1129B.4.1
as follows:
a) Single spaces shall be 14'0, wide and outlined to provide a 90" parking
area and a 5'0" loading and unloading area on the passenqer side of the
vehicle.
When more than one space is provided, in lieu of providing a 14'0" space
for each space, two spaces can be provided within a 23'0" area with a
!YO1 loading zone between each 9'0, wide space.
Each space is to be a minimum of 18'0" in depth.
b)
c)
Revise plans to show that at least one in every 8 accessible spaces are served
by an access aisle r96" in width and designated as VAN ACCESSIBLE, per
Section 1129B.4.2. All such spaces may be grouped on one level of a parking
structure.
8.
Carlsbad 98-884
4/9/98
9.
IO.
11.
12.
13.
14.
15.
a WALKS AND SIDEWALKS
The maximum permitted cross slope shall be 1%' per ft., per Section 1023.1.3.
Plans indicate that more than one route of travel is to be provided. Revise plans
to show that all routes are to be made accessible, per Sections 11 14B.1.2 and
11 27B.1.
e ENTRANCES AND CIRCULATION
Revise plans to show that all entrances, and exterior ground level exits, are
accessible, per Section 1001.9.1.
Show that an accessible route of travel is to be provided to all portions of the
building, to accessible building entrances and between the building and the
public wav, per Section I 1 148.1.2. Walkway at front driveway entrance
exceeds 5% slope. Provide a compiling ramp, or revise grades so slope is
less than 5%.
e DOORS
Show, or note, that there is a level floor or landing on each side of all doors. The
floor or landing is to be 5%" lower than the doorway threshold, per Section .
1004.9.1 a.
Show or note that all hand-activated door opening hardware meets the following
requirements, per Section 1004.3.1 :
a)
b)
Is to be centered 230' but 144" above floor.
Latching, or locking, doors in a path of travel are operated with a single
effort by:
i) Lever type hardware.
ii) Panic bars.
iii) Push-pull activating bars.
iv) Or other hardware designed to provide passage without the
requirement to grasp the hardware.
Provide a note on the plans that the maximum effort to operate doors, applied at
right angles to hinged doors or at center plane at sliding doors, per Section
1004.5.1, will be:
a) 18%# at exterior doors.
b) 55# for interior doors.
c) SI 5# where fire doors are required.
Carlsbad 98-884
4/9/98
16.
17.
18.
19.
20.
21,
e SANITARY FACl LIT1 ES
Where facilities are to be used solely by children, the specific heights may be
adjusted to meet their accessibility needs, per Section 1 1 15B.3. Unless
designer can provide justification in the text of T-24, the required wheel chair
clearances must be provided in the children’s sanitary facilities. Meet the
following requirements:
a) Provide a 48 clear space in front of one watercloset inside each group of restrooms.
b) At these accessible waterclosets, from the side of the toilet bowl, provide a 28 clear space to the next fixture, or 32” clear to a wall, and 18” from
the center line to the close wall.
Provide grab bars at the accessible water closets.
In shifting of walls, verify that the 48 clear space in front of the lavatories,
and the 60” diameter turning circle are still maintained.
c)
d)
Unless otherwise approved by the Building Official, a 2nd accessible adult
facility is required, as it appear that there will be more than 4 employees.
Provide elevations of the restrooms showing the mounting heights of the
accessible fixtures and clearances. No page 7.2 in the set of plans.
0 COUNTERS AND TABLES
Where fixed or built-in tables, counters or seats are provided for the public, and
in general employee areas, 5% (but never less than one) must be accessible.
Section 1 122B. 1.
The tops of tables and counters shall be 28” to 34 from the floor. Section
1122B.4.
ALARMS
Per Section 11 14B.1 .I , when sprinkler or fire alarms are provided, they shall
comply with the following:
a) Approved notification appliances for the hearing impaired shall be.
installed in accordance with the provisions of NFPA 72G in the following
areas:
i) Restrooms
ii) Corridors
iii) Lobbies
iv) Meeting rooms
Carlsbad 98-884
4/9/98
v) Any other area for common use.
to Section 2-4.9.
Section 3501.1 , amendment
b) Provide a note on the plans stating that the visual and audible alarms will
comply with the provisions of NFPA 72G
If you have any questions regarding these items, please contact Mike Kratz of
Esgil Corporation at (61 9) 560-1468. Thank you.
+ PLUMBING, MECHANICAL AND ENERGY CORRECTIONS
+ PLAN REVIEWER GlenAdamek
1. Each sheet of the plans must be signed by the licensed designer.
2. As per UBC, Appendix 29, Table A-29-A, provide separate Staff toilet facilities
for men and women.
PLUMBING (1994 UNIFORM PLUMBING CODE)
3. Provide combustion air for fuel burning water heaters in accordance with the
Uniform Plumbing Code, Section 507.0 Correct the note # 6 on sheet M-3. The
combustion air louver 12 inches above the ceiling is not into the rooms with the
water heaters. Please correct, to above the floor.
4. Detail how the fire rated separation is to be maintained at the washer connection
box.
0 MECHANICAL (1994 UNIFORM MECHANICAL CODE)
5. Provide mechanical ventilation in all rooms capable of supplying outside air at a
minimum rate of 15 cubic feet per minute per occupant. UBC, Section 1202.2.1
6. Detail access and working clearances to HVAC equipment.
7. Correct the required Access to HVAC units as per UMC, Section 305.1:
‘Appliances shall be accessible for inspection, service, repair and replacement
without removing permanent construction.’
8. Detail overflow (secondary) condensate discharge from air conditioning units
that are in a ceiling space to readily observed locations. UMC Section 310.1 .I
Not into the restrooms.
9. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree
elbows. UMC, Section 504.3.2
Carlsbad 98-884
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0 ENERGY CONSERVATION
IO. Provide the complete COMPLY 24 energy design package.
11. The PERF-1 forms from the COMPLY 24 energy design, on sheet M-4 shows the
conditioned floor area to be 2,485 square feet. The LTG-1 and LTG-2 forms on
sheet E-7 shows the conditioned floor area to be 5,877 square feet. Please
correct.
12. Show the daylit areas and correct the light switching to provide the required
daylit area lighting controls for lighting in daylit areas. Title 24, Part 6, Section
131 (c).
13. As per the CEC the minimum wattage for medium screw base light fixtures is 75
watts. Please correct.
14. Complete energy plan check will be done when complete corrected energy
designs are provided.
15. The Principal Lighting Designer and the Documentation Author must sign the
corrected LTG-1 forms on sheet E-7.
16. The Principal Envelope Designer, Principal Mechanical Designer, and the
Documentation Author must sign the corrected LTG-1 forms on sheet M-4.
Note: If you have any questions regarding this plan review list please contact
Glen Adamek at (61 9) 560-1 468. To speed the review process, note on this list
(or a copy) where the corrected items have been addressed on the plans.
+ ELECTRICAL PLAN REVIEW + 1993NEC
+ PLAN REVIEWER: ERIC JENSEN / VOLLIE WAGGONER
1. Show or note on the plans the method used to limit fault currents to 10,000 amps
on branch circuits. Show the fuse letters if used to limit fault current (Le. , JJN,
A3T, LPN). Also note on the plans that circuit breakers used in the subpanels
will be listed for series combination with the current limiting main fuses or circuit
breakers.
Carlsbad 98-884
4/9/98
2. Rebar is not an acceptable grounding electrode for commercial applications in
the City of Carlsbad. Please describe what the “UFER ground will be. (footage,
conductor material and size, depth in footing.
3. Please specify the wiring methods that will be used at this facility. Local
ordinance restricts the use of armored and NM cables to residential uses only.
Clearly specify on the electrical plans that AC and NM cable shall not be used
as a wiring method. (AC cable may be installed if a full sized equipment
grounding conductor is installed interior of the cable).
4. Note the following requirements on the prints for panelboards supplying fire
alarm equipment: Lockable cover, identified circuit breaker (red), and a breaker
“lock-off device to be installed.
Note: If you have any questions regarding this electrical plan review list please
contact the plan reviewer listed above at (61 9) 560-1468. To speed the review
process, note on this list (or a copy) where the corrected items have been
addressed on the plans.
ESGIL CORPORATION Fax:619-560-1576
c
Jun 4 '98 9:41 P. 02
., . '. .. .. . . . ..!. , - .. . .. .. ., .
.. ._ . ,
Qulsbad 98-884
4/9/'98.
SPECWL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION: 2276 Calk Barcehx-~a
PLAN CHECK NUMBER: 98-884 _OWNER'S NAME: Villages of La Costa Southwest, L.L.C.
I, as the owner, o may & employ the special
of record, will t>e responsible for Building Code (USC) Secfion
above. UBC Section 106.35
$r&!'K Arbuckle, President
K. D.. Development, Inc. I, as the engineer/architect of record, cerUty that 1 have prepared the folIowing s
5 for the construction pr
Soils Compliance Prior to Foundation Inspection Mructural Concrete Over 2500 PSt
Field Welding
High Strength Bolti Preetres-dComQ
fl "py~~ Other t] Mnrctural Masonry [3 Designer Spedfied
2. Name+) of induiduel(s) OF firm@) resqonsible for the special inspections listed above:
0 m=nslon/EPfJ li
A- Southern California Soils and Testind-
B.
C.
3. Duties of the special lnspedors for the wok Listed above:
-
4
Air Conditioning
Fire Sprinklers
Per Application
Carlsbad 98-884
4/9/98
VALUATION AND PLAN CHECK FEE
J
$394,800.00
JURED ICTlO N: Carlsbad PLAN CHECK NO.: 98-884
TOTAL VALUE I I
PREPARED BY: Mike Kratz DATE: 4/9/98
I
BUILDING ADDRESS: 2276 Calle Barcelona
BUILDING OCCUPANCY: E-3/B TYPE OF CONSTRUCTION: V-n Spr.
BUILDING PORTION BUILDING AREA VALUATI 0 N VALUE
(ft2) MULTIPLIER ($)
I I I I I 1
1991 UBC Building Permit Fee c] Bldg. Permit Fee by ordinance: $ 1,672.00
0 Plan Check Fee by ordinance: $ 1,086.80
Type of Review: Complete Review 0 Structural Only c] Hourly
0 Repetitive Fee Applicable
1991 UBC Plan Check Fee
0 Other:
EsgiI Plan Review Fee: $ 869.44
Comments:
Sheet 1 of 1 rnacvalue.doc 51 96
BUILDING PLANCHECK CHECKLIST
DATE: PLANCHECKNO.: CB 99 - 6W &k f CQ fOA%
PROJECT DESCRIPTION: 44LJ ye -sc I bt 489
ASSESSOR’S PARCEL NUMBER: 25-q- 273- EST. VALUE:
ENGINEERING DEPARTMENT
APPROVAL
The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply
with instructions in this report can result in suspension of permit to build.
A Right-of-way permit is required prior to
DENIAL
Please see attached report of deficiencies
necessary corrections to plans
or speci compliance with applicable codes and standards. Submit corrected plans and/or
specifications to this office for review.
Date: construction of the following improvements:
Date: I By: I
FOR OFFICIAL USE ONLY I - ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:
Li Date: 7/./7r
ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON
Dedication Application
Dedication Checklist
I mprovement Application
Improvement Checklist
Future Improvement Agreement
Grading Permit Application
Grading Submittal Checklist
Name: David Rick
City of Carlsbad
Address:
Phone:
2075 Las Palmas Dr., Carlsbad, CA 92009
(619) 438-1 161, ext. 4324
CFD INFORMATION
Parcel Map No:
Lots:
Right-of-way Permit Application Recordation:
Right-of-way Permit Submittal Checklist and Information Sheet
Sewer Fee Information Sheet
Carlsbad Tract:
A-4
\VASPALMIS\SYSVIBRARY\ENC\WORDUW3CS\CCIK P!nnchsd CUI B PW1 FOrm DR.doc Rev. Si3187 A
2075 Las Palmas Dr. - Carlsbad, CA 92009-4576 (619) 438-11 61 FAX (619) 438-0894
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1. Provide a fully dimensioned site plan drawn to scale. Show:
/
A. North Arrow D. Property Lines
B. Existing & Proposed Structures E. Easements
C. Existing Street Improvements F. Right-of-way Width & Adjacent Streets
G. Driveway widths
EJD cl 2. Show on site plan:
A. Drainage Patterns
1. Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
2. ADD THE FOLLOWING NOTE: “Finish grade will provide a minimum positive
drainage of 2% to swale 5’ away from building.”
B. Existing & Proposed Slopes and Topography
D 3. Include on title sheet:
A. Site address
B. Assessor’s Parcel Number
C. Legal Description
For commercial/industriaI buildings and tenant improvement projects, include:
total building square footage with the square footage for each different use,
existing sewer permits showing square footage of different uses (manufacturing,
warehouse, office, etc.) previously approved.
EXISTING PERMIT NUMBER DESCRIPTION
DISCRETIONARY APPROVAL COMPLIANCE
cl cl Cl 4a. Project does not comply with the following Engineering Conditions of approval for
Project No.
Cl 4b. All conditions are in compliance. Date:
~vggy4
2 \VASPALMAS\SYSVIERARYIENG\WORDU)OCS\CHKL Wnchadc Ckkt EPWO1 Form DR.doc
Rev. 8/3/07
c c
. BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS 3RDJ
0 5. Dedication for all street Rights-of-way adjacent to the building site nd any storm
drain or utility easements on the building site is required for all new buildings and
for remodels with a value at or exceeding $ , pursuant to Carlsbad
Municipal Code Section 18.40.030.
Dedication required as follows:
Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 W" x 11" plat map
and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the
Engineering Department in person. Applications will not be accept by mail or fax.
Dedication completed by: Date:
IMPROVEMENT REQUIREMENTS
ci CI
D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Carlsbad Municipal Code Section 18.40.040.
Public improvements required as follows:
Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements
on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit.
Improvement Plans signed by: Date:
6b. Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal Code Section 18.40. Please submit a recent property title report or
we may prepare the necessary Future Improvement Agreement. This agreement
must be signed, notarized and approved by the City prior to issuance of a
Building permit.
Future public improvements required as follows:
current grant deed on the property and processing fee of $ so
BUILDING PLANCHECK CHECKLIST
1 st/
Li
D
Li
Li
2ndJ
D
0
D
Li
i,
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D 0
D 0
3rdJ
D
#
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6d
Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date:
No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adiacent to buildinq site must be repaired to the satisfaction
of the Citv Inspector prior to occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section
11.06.030 of the Municipal Code.
7a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export). Write
“No Grading” on plot plan if none is required.
7b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be submitted together with the completed application form
attached. NOTE: The Grading Permit must be issued and rouqh grading
approval obtained prior to issuance of a Building Permit.
Grading Inspector sign off by: Date:
7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
7d. No Grading Permit required.
7e. If grading is not required, write “No Grading” on plot plan.
MISCELLANEOUS PERMITS
8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or
private work adjacent to the public Right-of-way. Types of work include, but are
not limited to: street improvements, tree trimming, driveway construction, tieing
into public storm drain, sewer and water utilities.
Right-of-way permit required for:
4 \VASPALMAS\SYS\LIBWIRY\ENO\WORD\WCS\CHKL Plancheck Cklsl BWM)1 Form DR.doc Rev. 813197
c
BUILDING PLANCHECK CHECKLIST
1siJ 2ndJ 3rdJ
5 0 D 9. A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
CI D 5 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad
sewer service area, you need to contact the Carlsbad Municipal Water District,
located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can
provide forms and assistance, and will check to see if your business enterprise is
on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for
assistance.
Industrial Waste permit accepted by: /' Date:
[D ) cs' D 11.NPDESPERMlT
Complies with the City's requirements of the National Pollutant Discharge
Elimination System (NPDES) permit. The applicant shall provide best
management practices to reduce surface pollutants to an acceptable level prior to
discharge to sensitive areas. Plans for such improvements shall be approved by
the City Engineer prior to issuance of grading or building permit, whichever
occurs first.
D fees are attached
No fees required
5 D D 13. Additional Comments:
uI\IIYI18U truartb I IUN w-itbnua i
FOR PARTIAL SITE RELEASE
J'
J
J
/
I/
/
J
J
,
~ ; .Jl
4.
5.
6.
7.
8.
9.
10
LOTS REQUESTED FOR RELEASE:
N/A = NOT APPLICABLE 4 = COMPLETE
0 = lncomdete or unacceptable
Lor 3 +'77 f 997
Site access to requested lots adequate and logically
(1 IO11 [ 1cd
<- ,>I~c ci\)')i<)i\ ( oi1iic)l 1I1~>~~~~~l~C~~, :~tic;qii,!ic:
Ovcc,iII :,11e c~declu,itc: for Iiealtl\, safety and wcll,ji c: of
Letter of request for partial release submitted
8X" x 11" site plan showing requested lots submitted.
Compaction report from soils engineer submitted.
Engineer of work certification of work done and pad
elevations.
Geologic engineer's letter if unusual geologic or subsurface
conditions exist.
Project conditions of approval checked for conflicts
Can water service be installed prior to bringing building
combustibles on site.
public
Partial release of grading for the above stated lots is approved for the purpose of
building permit issuance. Issuance of building permits is still subject to all normal
City requirements required pursuant to the building permit process.
Partial release of tlie site is denied for the following reasons: 17
-... J
i ADT CALCULATIONS: List types and square footages for all uses.
Types of Use: @re Scbv \ Sq. Ft./Units: JOO cGhre/. ADT's: 30'7
'E- 3hh:l$c
FEES REQUIRED:
PUBLIC FACILITIE EE REQUIRED: dS 0 NO (See Building Department for amount)
I WITHIN CFD: lF YES (no bridge & thoroughfare fee, reduced Traffic Impact Fee)
I v
B-
UNJT/SQ.FT.: X FEE/SQ.FT./UNJT: =$ ,LY
Cl NO
~ &I. PARK-IN-LIEU FEE PARK AREA:
FEE/UNIT: X NO. UNITS: =$
0 2. TRAFFIC IMPACT FEE
ADT's/UNITS: 30 0 X FEEIADT 27 =$ t;;doo I
@. BRIDGE AND THOROUGHFARE FEE
ADT'sAJNITS: X FEWADT: =$
d4. FACILITIES MANAGEMENT FEE ZONE: j2
d 5. SEWER FEE
~ ~~~~~ ~
ENGINEERING DEPARTMENT
FEE CALCULATION WORKSHEET
0
0
Estimate based on unconfirmed information from applicant.
Calculation based on building plancheck plan submittal. I
Prepared by: .b, C;*K Date: y!ZF/?[ Checked by: Date:
EDU CALCULATIONS: List types and square footages for all uses. I
Types of Use: ?re ScL?- I Sq. FtJUnits: EDU's:
PERMIT No.
EDU's: X FWEDU:
BENEFIT AREA: DRAINAGE BASIN: 54JQf
EDU's: X FEUEDU: =$
HIGH now
X FEE/AC: =$ K. 7 SEWER LATERAL ($2,5001 =$ ,d a TOTAL OF ABOVE FEES*: $
*NOTE: This calculation sheet is NOt a complete list of all fees which may be due.
Dedications and Improvements may also be required with Building Permits.
REV 01/22/97
22 Years of Excellence, 1976-1 998
File: 1 197.9 1
September 1, 1998
CITY OF CARLSBAD
Building Department
2075 Las Palmas Drive
Carlsbad, CA 92009
SUBJECT: Arroyo La Cost2
Building Form \
To whom it may concern,
Project Design Consultants ha
preschool building from the a1
collected on August 26, 1998
approved location and elevation
Sincerely,
Arnold L. White, Jr., PEPLS
Vice President
Attachment
c: Mike Lindemuth - Morrow
LET/l19791FV-WI.DOC
Sdn Dirgo hlO-235-
H Street California FAX 234
Siiitc 800 92101 Cmail co
Recreation Center (CT 88-03-02)
rification
field verified the form locations and elevations for the
Ive-referenced project. Upon review of the survey data
we found the data conforms to within 0.1 foot of the
s shown on the attached print dated September 1, 1998.
evelopment
71
i49
Irs@projectdesign.com
L -- PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
ECC mmm hbB
I-
Plan Check No. CB 9 k - 0 8 8
Planner DeE ./-RNbEKs Phone (619) 438-1 161, extension 44 5-2
APN:
Type of Project & Use: DU/AC
Zoning: Facilities Management Zone:
Address
Date of participation:
(For non-residential development: Type of land used created by
/q I Remaining net dev acres:
this permit: 1
Leaend : Item Complete 0 Item Incomplete - Needs your action
TYPE E[F E-6-0d Environmental Review Required:
DATE OF COMPLETION:
Compliance with conditions of approval? if not, state conditions which require action.
Conditions of Approval:
YES X NO -
CT tC-+3031 L cc sqb -a>- Discretionary Action Required: YES & NO __. TYPE CT /PLb
PkD Pe3V.3 cc" 40-AC APPROVAL/RESO. NO. DATE
PROJECTNO.cTSd3, bf?%-l,G-fA{~~ g*-l,Z~%%-3 ONSk
OTHER RELATED CASES:
Compliance with conditions or approva&'I^&dt: state cond%ons which require a ion.
Kbf' 2.8- %, SBP w-ik ,, 54P *-3
SY Q 401 I . .I MW 1v.q bJ
Conditions of Approval:
fl c] Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES - NO&
- CA Coastal Commission Authority? YES- NO
If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite
200, San Diego CA 92108-1725; 1619) 521-8036
Determine status (Coastal Permit Required or Exempt):
Coastal Permit Determination Form already completed? YES- NO-
If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Follow-Up Actions:
1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum
Floor Plans).
2) Complete Coastal Permit Determination Log as needed.
AWOC~AOLE 4s p~~q-
lnclusionary Housing Fee required: YES - NO %- I ST- -f/U€- tbMEBLyEK
fR0G IQR M (Effective date of lnclusionary Housing Ordinance - May 21, 1993.)
4 Data Entry Completed? YES - NO - (Enter CB #; UACT; NEXT12; Construct housing YIN; Enter Fee Amount lSee fee schedule for amount): Return)
Moo
Site Plan:
1. Provide a fully dimensional site plan drawn to scale. Show: North arrow,
property lines, easements, existing and proposed structures, streets, existing
street improvements, right-of-way width, dimensional setbacks and existing
topographical lines.
2. Provide legal description of property and assessor's parcel number.
Zoning:
1. Setbacks:
Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
2. Accessory structure setbacks:
Front: Required Shown
Interior Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
Structure separation: Required Shown
3. Lot Coverage: Required Shown
4. Height: Required Shown
5. Parking: Spaces Required Shown
Guest Spaces Required Shown
Additional Comments --
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER fi DATEb/h /9v
PLANNING PLAN CHECK CORRECTION LIST
Dee Landers, 438-1161, extension 4451
I Recreation Lot April 6,1998 CB 98 0884 I
1. The maximum permitted parking overhang is 2 %’. The submitted plans indicate a 3’
overhang at the front landscaped area and over proposed sidewalks. The overhang distance
should be reduced in the landscaped areas with hedge-like shrubs placed in front of the cars
along Calle Barcelona to provide immediate screening of the cars from the street. Sidewalks
should be provided separate from car overhangs. There is too much opportunity for interference
between cars and pedestrians.
2. The parking spaces located at the southeastern corner appear to be designed so as to create
conflict in backup. Please meet engineering requirements in this area.
3. Provide some type of pavement treatment at the parking lot entry to clearly designate a
pedestrian pathway and to serve as a traffic-calming device. The pavement or bomanite
treatment should be a color distinguishable from the asphalt -- not brown, gray, or white.
4.Condition 46.b.8 requires homeowners in Village P to be notified of the location of the
recreation facility and its potential impacts. Please indicate how this will be accomplished.
981 15
0 Bureau of Prevention rlsbad City of Ca
Fire Department
Plan Review: Requirements Category: Building Plan Check
Date of Report: Friday, June 26, 1998 Reviewed by:
Contact Name Tim O'Grady
Address P 0 BOX 9000-685
City, State Carlsbad CA 92018-9000
0. cB980884 Planning No.
Job Name LC Vly Preschool
Job Address 2276 Calle Barcelona Ste. or Bldg. No.
Approved - The item you have submitted for review has been approved. The approval is
based on plans; information and/or specifications provided in your submittal;
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes. Please review carefully all comments attached, as failure
to comply with instructions in this report can result in suspension of permit to
construct or install improvements.
0 Disapproved - Please see the attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards. Submit corrected plans and/or specifications to this
office for review.
For Fire Department Use Only
Review 1st 2nd 3rd
CFD Job# 98115 File#
/' Other Agency ID
2560 Orion Way Carlsbad, California 92008 (619) 931-2121
chad 98115
Fire Department 0 Bureau of Prevention
Plan Review: Requirements Category: Building Plan Check
Date of Report: Friday, June 12, 1998
Contact Name Tim O'Grady
Reviewed by:
Address P 0 BOX 9000-685
City, State Carlsbad CA 92018-9000
Bldg. Dept. No. CB980884 Planning No.
Job Name LC Vly Preschool
Job Address 2276 Calle Barcelona Ste. or Bldg. No.
0 Approved - The item you have submitted for review has been approved. The approval is
based on plans; information and/or specifications provided in your submittal;
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes. Please review carefully all comments attached, as failure
to comply with instructions in this report can result in suspension of permit to
construct or install improvements.
Disapproved - Please see the attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards. Submit corrected plans and/or specifications to this
office for review.
For Fire Department Use Only
Review 1st 2nd 3rd
CFDJob# 98115 File#
Other Agency ID
2560 Orion Way Carlsbad, California 92008 (619) 931-2121
City o f Carlsbad 98115
Fire Department 0 Bureau of Prevention
Plan Review: Requirements Category: Building Plan Check A
Date of Report: Friday, April 3, 1998 Reviewed by: *
Contact Name Tlm O'Grady
Address P 0 BOX 9000-685
City, State Carlsbad CA 92018-9000
Bldg. Dept. No. CB980884 Planning No.
Job Name LC Vly Preschool
Job Address 2276 Calle Barcelona Ste. or Bldg. No.
c] Approved - The item you have submitted for review has been approved. The approval is
based on plans; information and/or specifications provided in your submittal;
therefore any changes to these items after this date, including field modifica-
tions, must be reviewed by this office to insure continued conformance with
applicable codes. Please review carefully all comments attached, as failure
to comply with instructions in this report can result in suspension of permit to
construct or install improvements.
Disapproved - Please see the attached report of deficiencies. Please make corrections to
plans or specifications necessary to indicate compliance with applicable
codes and standards. Submit corrected plans and/or specifications to this
office for review.
For Fire Department Use Only
Review 1st 2nd 3 rd
CFD Job# 98115 File#
Other Agency ID
2560 Orion Way Car Is bad, Calif or n ia 92008 (619) 931-2121
I(" /--
Desl@consulmls
PLANNING ENGINEERING SL'KVEYING
22 Years ofhlknce. 1976-1998
DATE: June 19,1998 FILE: 1197.90
TO: Colleen Balch - City of Carlsbad Fire Department
FROM: Paul be d=-
SUBJECT: La Costa Valley Preschool (CFD No. 98 1 1 5)
The following are responses to Fire Department - Bureau of Prevention plan check
comments dated June 12, 1998, regarding the above-referenced project:
Item No. 04 - Additional Fire Hydrants
This site design was previously reviewed and approved for fire protection design,
including hydrant location and fire apparatus access, in a meeting with the Fire Marshal on
November 14, 1997. It was determined then that on-site hydrants would not be required,
since the buildings are less than 10,000 square feet and will have sprinkler systems. Please
see the attached exhibit, signed by Mike Smith and dated November 14,1997.
Item No. 05 - Water Improvement Plans
Enclosed is one blueline copy of the Calle Barcelona Improvement Plans, City of Carlsbad
Drawing No. 323-8, showing the approved location for the fire hydrant at the project entry.
Item No. 06 - Fire Apwatus Access Roads
See Item No. 04 above.
Item No. 08 - Fire Lane Simge
As you indicated in our telephone conversation, the Fire Prevention Bureau will determine
any required signs or markings after construction of the building and site improvements. A
note to this effect has been added to Sheet C-1 of the Site Plans.
Please note that Item Nos. 01, 15, 18 and 19 were previously addressed by the architect in
a memo dated May 7,1998. A copy of that memo is attached for your reference.
Please call me if you have any questions about the items above.
Attachments
c: Nancy Keenan - The Dahlin Group
Timothy O'Grady - Villages of La Costa
San Dicgo 619-235-6471
B Sweet California FAX 234-0349
Suite 800 92101 Email consults@projectdesign.com I 'O'
S?NT,.'Y: DAHLIN GROUP S. 0.; 6-18-98 9:51AM; 619 350 0540 a>
5/7/98 RESPONSES TO
Fire Depiutmcnt
PLANNING AND ENGINEERING PLANCHECKS
. 819 234 0349; #2/2
2276 Calfp Rarcelorra LJ Casta Valley I'rcschnol
TO: Whortt If May Concern BY: Nancy Keenan
CITY OF CARMW DA" GROUP
2075 Las Pul7~ DY.
Carlsbad, CA 92009-2571;
76W%?t?-l161 619W504!%4
539 South Ccdros Avmue
Solana Beach, CA 92075
RESPONSE I BY I
.~ 18. I seesheet A2.2~Designation $E for Fire Extinguishers
LlUL 3.10
TYPE. 13.
?d 5 I
LNL 3.65
L-a
I I. hh
XIOROWIT2 TAYLOR ENGINEERING
STRUCTURAL G CIYIL CONSUL.TINC
-e vti::
-?=-
STRUCTURAL CALCULATIONS
PESIGN AS SUMPI’IONS:
CONCREIE STRENGTH AT “TY EIGHT DAYS: 2500 PSI
MASONRY: GRADE “N“ CQNCRElT BLOCK F ’ M = ism PSI
MORTAR: TYPE S 1800 PSI .
GROUT: 2000 PSI
REINFORCING EXEEL A415 GRADE 40: #5 AND LESS (U.O.N.)
GRADE 60: #6 AND LARGER
#2
#2
STUD OR BETTER
STRUCTURAL STEEL ’ A-36
LUMBER DOUGLAS FIR-LARCH
JOISTS
BEAMSAND POSTS
STUDS
DESIGN LOADS:
ROOF DEAD LOAD
SLOPING -- FLAT
ROOFING IC0 PLYWOOD 115
JOISTS 2.5 INSUL. & CLG. 3.5
MISC. 1.5
TOTAL = 22.0
ROOF LNE LOAD
SLOPING LO
FLAT
--h\ REPORTBY:
REPORTNO.: - SOIL PRESSUKE;: .la \,
FLOOR DEAD LOAD WALL DEAL) LOAD
- INT. - EXT.
FLOORING
PLYWOOD
JOISTS
INSUL. & CLG.
MISC.
TOTAL = I2 0
INTERIOR 10 PSF
EXTERIOR 16 PSF
FLOOR LIVE LOAD
INTERIOR 40 PSF 125 PJF &5TOU& BALCONY 60 PSF (U.O.N.)
EXIT WALKWAY 100 PSF
These calculations are limited only to the items included herein, selected by the client and do not imply approval of u~y other portion o:
the structure by this oficc. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of llii
Engineer of Record.
3914 Murphy Canyon Rd. * Suite A100 - San Diego, California 92123 - (619) 560-4333 * FAX (619) 5608842
2
I-
HOROWITZ TAYLOR ENGINEERING
3914 MURPHY CANYON RD. PA100
SAN DIEGO, CA 92123
(619) 560-4383
FAX (619) 560-8842
GENERAL TIMBER BEAM DESIGN
Description : L.4 COSh, vhL\v PEc3Gb(.
F\oor
Title:
scope:
Job #:
Designer:
Misc :
Date : 03/17/98 Page: 3
-c
Beam Data
Timber Section Y End Fixity : Pin:Pin
Beam Width = 7.000 in Elastic Modulus = ZOO0000 psi Beam Depth = 16.00 in Beam Density = 125.0pcf
Lamination Thickness = 16.00in Load Duration Factor = 1.00
Ft, - Bending = 2900 psi Beam Ut. is Added to Loads
FI, - Shear = 290 psi End Shear Calc'd at Support
Fc - Bearing = 650 psi
Span Data
Center Span = 21.00 ft
Left Cant i lever - 0.00 ft
Right Canti lever - 0.00 ft
Unbraced Lengths Le . Center Span - 0.00 ft
Le : Left Cant. - 0.00 ft
Le : Right Cant. - 0.00 ft
- -
- - - - - Applied. Loads Trapezoidal Load: DL: 970.0plf 6l Lft, 970.0plf 6l rt from 5.00 ft to 16.00 ft
Point Load: DL = 1188.0 # at 5.00 ft
Point Load: DL = 1188.0 # at 16.00 ft
Max. Pos Mom 6l 10.50 f€
Max. Neg Mom 6l 21.00 fF
Elax 6l Left
Max 6l Right
Max. Allow Moment -
fb : Max. Actual
Fb : Allowable -
- - - - - - - -
52.6 k-ft
0.0 k-ft
0.0 k-ft
0.0 k-ft
69.9 k-ft
2111.9 psi
2808.8 psi
21.30
0.00
0.97
Shear: Max. 6l Left = .... used for dsgn=
Max. 6l Right = .... used for dsgn=
fv : Max. Actual
Fv : Allowable
- - - -
Bearing Req'd il Left = .... Area Req'd
Brg Req'd iil Right = .... Area Req'd
- -
- -
7.5 k
11.3 k
7.5 k
11.3 k
100.8 psi
290.0 psi
1.7 in
38.94 in'
38.94 in'
38.9 in'
Reactions ...
Left
Right
Deflections.. .
- - - -
Center .... Dist ... L/Defl =
Left ... L/Defl =
Right - - ... L/Defl =
- - - -
- -
Dead
7.53 k
7.53 k
-0.85 in
10.50 ft
296
0.00 in
0
0.00 in
0
Maximum
7.53 k
7.53 k
-0.85 in
10.500 ft
2% O.OO0 in
C
O.OO0 in
0
Software (c) 1983-94 ENERCALC Engineeriog Software Licensed to. SRN:
53 477 .47 -7. \.
LIME 3.38
L- 3
LIME 4.2
L- t.
LIME 1.1
c-
-
I
HOROWITZ TAYLOR ENGINEERING
STRUCTURAL t civiL CONSULTING
STRUCTUW C&CULATIONS
D)ESIGN ASSUMPTIONS:
CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 2500 PSI
MASONRY: GRADE "N" CQNCRETE BLOCK F ' M = /sm PSI
MORTAR: TYPES 1800 PSI
GROUT: 2000 PSI
REINFORCING STEEL A415 GRADE 40: #5 AND LESS (U.O.N.)
GRADE 60: #6 AND LARGER
#2
#2
SND OR BE"ER
REPORTBY:
STRUCr'URAL, STEEL: ' A-36
LUMBER DOUGLAS FIR-LARCH
JOISTS
BEAMS AND POSTS
STUDS
SEISMIC FORCE: zobc 4
4:: n DESIGN LOADS:
ROOF DEAD LOAD
SLOPING -- FLAT
ROOFING It,O PLYWOOD I,€
JOISTS 2.5
MISC. z* 5 INSUL. & CLG. 3.5
TOTIU. = 22.0
ROOF LIVE LOAD
SLOPING 16.0 FIAT
REPORTNO.: .. SOIL PRESSURE:
FLOOR DEAD LOAD WALL DEAD LOAD
- INT. EXT.
FLOORING INTERIOR 10 PSF
PLYWOOD EXTERIOR 16 PSF
JOISTS
INSUL. & CLG.
MISC.
TOTAL = IZ.6
FLOOR LIVE LOAD
INTERIOR 40 PSF 125 P5F ~!5fOtL~&wL
BALCONY 60 PSF (U.O.N.)
EXK WALKWAY 100 PSF
These calculations are limited only to the items included herein, selected by the client and do not imply approval of a~~y other portion o:
the structure by this office. These calculalions are not valid if altered in any way, or noi accompanied by a we1 siamp and signaiurc of ilil
Engineer of Record.
3914 Murphy Canyon Rd. Suite AlOO 0 San Diego. California 92123 (619) 5604383 - FAX (619) 5 m?P@4
I
P P
2 HOROWITZ TAYLOR ENGINEERING
3914 MURPHY CANYON RD. #A100
SAN DIEGO, CA 92123
FAX (619) 560-8842
* (619) 560-4383
Title:
scope:
Job #:
Designer :
Misc :
Date : 03/17/98 Page: 3
Beam Data Span Data
: Pin:Pin Center Span = 21.00ft Beam Width = 7.OOO in Elastic Modulus = 2000000 psi Left Canti lever - 0.00 ft
Beam Depth = 16.00 in Beam Density = 125.0 pcf Right Canti lever - 0.00 ft
Fb - Bending = 2900 psi Beam Ut. is Added to Loads Le . Center Span - 0.00 ft
fb - Shear = 29Opsi End Shear Calc'd at Support Le : Left Cant. - 0.00 ft
Fc - Bearing = 650 psi Le : Right Cant. - 0.00 ft
Timber Section Y End Fixity - -
Lamination Thickness = 16.00in Load Duration Factor = 1 .oo Unbraced Lengths - - -
Applied Loads
Trapezoidal Load: DL: 970.0plf 3 Lft, 970.0plf a rt from 5.W ft to 16.M ft
Point Load: DL = 1188.0 # at 5.00 ft
Point Load: DL = 1188.0 # at 16.00 ft
summary Max. Pos Mom 3 10.50 f€ 52.6k-ft Shear: Max. 3 Left = 7.5 k Reactions.. . Dead Maxi mum
Max. Neg Mom a 21.00 f€ 0.0 k-ft .... used for dsgn= 11.3 k Left = 7.53 k 7.53 k
Max 3 Left = 0.0 k-ft Max. Right = 7.5 k Right = 7.53 k 7.53 k
Max il Right = 0.0 k-ft .... used for dsgn= 11.3 k
Max. Allow Moment = 69.9 k-ft fv : Max. Actual = 100.8 psi Def lections.. .
fb : Max. Actual = 2111.9 psi Fv : Allowable = 290.0 psi Center = -0.85 in -0.85 in
= 10.50ft 10.500ft Fb : Allowable = 2808.8psi . . . .Dist
Ck = .811(E/Fb)-.5 = 21.30 .... Area Req'd = 38.94 inz Left = 0.00 in 0.000 in
Bearing Req'd Left = 1.7in ... L/Defl = 296 296
Cs = (LeD/B^2)-.5 = 0.00 Brg Req'd 3 Right = 38.94 in' . . .L/Def 1 = 0 C
Cf = (12/d)-.lIl = 0.97 .... Area Req'd - 38.9 in' Right = 0.00 in 0.000 in . . . L/Def 1 = 0 0
-
Software (c) 1983-94 ENERCALC Engineeriog Software Licensed TO. SRN:
433c4b"/10 433Cb
L- 3
L\UL 4.3
L- c.
P
.LNE 2.2,
L- 7.
t
F- I
Developer:
K.D. DEVELOPMENT CO.
Project:
Location:
CARLSBAD, CAI
LA COSTA VALLEY PRE-SCHOOL
I 4
Job
DAYCARE
-OF14 I
7-1-4 14-24 1912
e- . I 0-2-4 7-14 7-1-4 &2-4
R656411 I TNSS TNSS Type Otvm
OlA COMMON 1 1
LOADING (ps9
TU 16.0 TCDL 14.0 Bcu 0.0 Bcm 10.0
LUMBER TOP CHORD 2 X 4 DF No.143
SPACING 20.0 CSI DEFL (in) (loc) Udd PLATES GRIP
Lumber Increase 1.25 Bc 0.88 Vert(TL) 0.22 5-6 ,778 RepStresslncr NO WB 0.06 Hon(TL) 0.03 5 nla Code UBCnCBO lsl LC U Min Udd= 240 Weight: 65 Ib
Plates Increase 1.25 TC 0.91 Vett(LL) 0.07 5-6 ,999 M20 186/14a
BOT CHORD 2 X 4 DF No.143
WEBS 2 X6 DF No.2-G
SLIDER LeR 2 X 6 DF No2 3-8-14. Right 2 X 6 DF No2 3-8-14
BRACING
TOPCHORD Sheathed.
BOT CHORD Rigid ceiling directly applied or 104-0 on center bracing.
REACTIONS (lblsbe) 1=1158/MB, 91159/0-5-8
MCES (lb) - First Load Case Only
BOTCHORD lQl398,5-6=1398
WEBS 36313
NOTES .l) Except as shawn below. special connection(s) required to wpport concentrated load(s). Design ofconnection(s) h delegated to
. the building designex. 2) All plates are M20 plates unless otherwise indicated. 3) Thin truss has been designed for a 10.0 psl Mom chord live load nonconcurrent with any other live loads per Table No. 16-8,
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria.
6) Load case@) 1 has been modified. Building designer must rsview loads to verify that they are comd for the intended use of thii
TOP CHORD 1-2~1613.2-3r1613,3+-1613, -1613
UBc94. - , ,
truss.
LOADCASE(S) Standard Except: SEP 2 8 1998
1) Regular: Lumber Incregse=1.25. Plate lncrease=125 Unifm Loads @n)
Concentrated Loads (lb) vert 1-644.1.56-44.1,1-2=-60.0,2-3=-60.0.3+-60.0.4-5=#.0
vert: 3rS40
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
membkrs only. Additional temporaly bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
Q Q
I1 *
0 4 5 a
5 m
9
W
V
0 0 z 5 V
D r v)
c m
TOP CHORD
c1
OP CHORD
9 P P, v P PP 0
3 Q
U (D Q
2 '", -+ i
(D
5 8
t
3
TNSS Truss Type atv I Job R656412 I ply
-or? I 1-12 7-1-4 14-2-8
0.2-4 7-14 7-1-4 0.2-4 -- . I I
DAYME
-4" I 1912 7-1-4 14-24
0-2-4 7-1-4 7-14 0.2-4 I I
Plate ORsets (X,Y): [1:0-2-13,04131.150.2-13,0413l
I I I I
OlB C-N 3 1
LOADING @sf)
TCU 16.0
TCM 14.0
BCLL 0.0 BCDL 10.0
LUMBER TOP CHORD 2 X 4 DF No.20 BOT CHORD 2 X 4 DF No24 WEBS 2 X 4 DF StudlStd0 SLIDER La2 X 6 DF No2 3-97. RigM 2 X 6 DF No.2 3-97
REACTIONS Qblsize) 1=568/&5-8,546#0-5-8 Max Hoa 1=-1009(load case 3) Max Grav 1444fload case s), S1644Qoad case 3)
SPACING 2-04 CSI DER (in) floc) Vdefl PLATES GRIP
Lumberlncregse 1.25 Bc 0.60 Vert0 4.13 58 >999
Rep Stress lncr NO WB 0.12 Horz(TL) 0.02 5 n/a
Code UBc/ICBo ld LC U Min Vdd= 240 Weight: 62 Ib
Plates Increase 1.25 TC 0.75 Vert(LL) 4.07 5-6 >999 M20 1w148
~~ ~~~~
BRACING
TOP CHORD Sheathed or 5-66 on center purlin spacing.
BOT CHORD Rigid ceiling directly applied or loo0 on center bracing.
FORCES ob) - First Load Case Only
TOP CHORD 1-21-587.2Jr587.34587,4&-!587 BOT CHORD 1-6603, -503
WEBS 3-6442
NOTES
1) All plater are MZO plates unlsacr ohmwise indicated. 2) This IN= has been desiined for a 10.0 psf Mom chord live load nonconcurrent with any other live loads per Table No. 16-0.
3) A plate rating reduction d 20% has beem applied for the green lumber membera. 4) This truss has been designed for both UBG94 and ANSUTPI 1-1995 plating criteria. 5) Load case@) 3,4 has been dii. Building designer must review loads to verify that they are correct for the intended use d
6) THIS TRUSS IS MSIGNED FOR 1oooX MAX HORQONTAL (DRAG) LOAD.
LOADCASEIS1 Standard Exced:
UBC-94. - - ,
4
this truss. SEP 2 8 1998
~ ~~- - 3) ~ser~ied: Lumber 1ncreasL1.3j. Plate InCrease-l.33 Uniform Loads 0 V~ 1420.0, 5-6=-20.0.1-247.6.2-S7.5,3-e-63.5.4-!+-73.6 HW: 1-2410.6,23r142.0,34142.0. e5r110.6
4) User defined: Lumber Inmase=l.33. Plate lncmaswl.33 Unlform Loads
Vert: 1420.0.S6=-20.0.1-2=-73.6,2-3=63.5, 3+7.5,4-5=17.6 HOW 1+-110.6.23r-142.0. 3-4L142.0,4-5=-110.6
A WARNING - Ern3 design parameters and READ NOTES ON THISAND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
memgers only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consun QST-88 Quality Standard, DS-9 Bracing Speciticatlon, and HIE-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719
YiTek Induetrlea, inc.
Job TW
DAYCARE MA
I 7812 I 10-10-4 I 17-1-12 I 20-5-4 L 28-M -- . I I I 7-6-12 3-34 6-34 3-3-8 7-6-12
R656413 TNSS Type Oly Ply
CAL HIP 22
LOADING SPACING 2-04 CSI DEL (in) (loc) Udefl
TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) 42810-11 +999 BUL 0.0 RepStressIncr NO WB 0.30 Horz(TL) 0.10 8 n/a BCDL 10.0 Code UBcIlcBO Wb) 1st LC U Min Udefl = 240
TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.11 10 +999
LUMBER
TOP CHORD 2 X 4 DF No.1-G rxcept'
BOTCHORD 2X4DFNo.2-G WEBS SLIDER
3-6 2 X4 DF No24
2 X 4 DF Studstdo Ldi 2 X4 DF No.2 4-14, Right 2 X 4 DF No2 4-14
PLATES GRIP M20 1w148
Weight: 256 Ib
BOT CHORD Rigid ceiling directly applied or 10-04 on center kina':
REAcnoNs (lWsi2e) 1=28311058, %28311M8
FORCES ob) - First Load Cass Only TOPCHORD 1-24261,23r5151. 3.4r4511.4-12r5582.12-1~2,513r6582.5-6=-4511.6-7~5151.7+-5261
BOTCHORD 1-114563.11-1&5460.14-1515460.10-1515460.10-16.r546o, 16-176460,9-176460,8-g34563
WEBS 3-11~1473,4-11~-1507.4-1@199.5-1@199. ~1507,6-94473
.NOTES .
1) 2-pky truss to be connected together with 0.131" Nails as follows: Top chords connected with 1 row@) at 0-54 on center. Bottom chord. connected with 1 row(s) at 0-94 on center. Webs connected as follows: 2 X 4 - 1 mw(s) at 0-94 on center. 2) Except PI shown below, special connection(s) required to support concentrated load(s). Design d connection(s) is delegated to the building designer. - 3) Provide adequate drainage to prevent water ponding.
4) All plales am M20 plates unless otherwiw Indicated. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads per Table No. 16-B.
6) A plste rating reduction of 20% has been applied for the green lumber members. 7) Thin buss has been designed for both UBG94 and ANSVrPl1-1995 plating criteria.
UBG94. SEP 2 8 1998
LOADCASqS) Standard
1) Reg~lar: Lumber Increase4 25, Plate Increascr1.25 uniform Lmds 0 Vat: 1-zr6o.0,2360.0.12-131-173.1.6-740.0.7-8..-60.0,1-11~47.7,11-1447.7.14-1~47.7. 10-15247.7, 10-16-47.7.16-17247.7,9-17247.7,8-9e47.7
Vat:3=4aO6=-680 Load8 (lb)
A WARNING - Verifj design parameters and READ NOTES ON THISAND REVERSE SIDE BEFORE USE.
Design valid for use only with Mil& connectors. This design is based onb upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memdrs only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consun QST-88 Quality Standard, DSB-89 Bracing Specification, and HIE-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719
ai MiTek lndualries, InC.
Job
DAYCARE
LOADCAsEp) standard -- . TrOpOZddd bd8 @g
Vert: 3r-140.9-t0+-164.5,4r-164.!5-b-12=-173.1.13=-173.14~-9-164.5.51-164.!5-to-6=-140.9
..- - TNSS Truss Type ory ply R656413,
MA CAL HIP 22 I
1
Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web membkrs only. Additional temporaty bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
DAYCARE
e- . 1-6-12 , IO-10-4 I 11-1-12 I 2054 1 - 2804 I I I 14-12 3-34 6-34 338 14-12
028 CAL HIP 2 1
3%4= 5% = 3x4 =
LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plales Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCM 10.0 Code UBCnCBO
CSI DER (in) (loc) Udd PLATES GRIP
TC 0.41 Vert(LL) 0.07 10-11 >999 M20 1w148 Bc 0.64 Vert(TL) 0.1812-13 ,999 WB 0.24 Hoa(TL) 0.01 10 nla
(Math) 1st LC U Min Udefl * 240 Weight 134 Ib
LUMBER
TOP CHORD 2 X 4 DF No.2-G
BOT CHORD 2 X 4 DF No.2-G
WEBS SLIDER
2 X 4 DF StudIS1d-G
Left 2 X 4 DF No2 4-14, Right 2 X 4 DF No.2 4-14
BRACING
TOP CHORD Sheathed or 3-94 on center purlin spacing.
BOT CHORD Rigid ceiling directly applied M loo0 on center bracing.
REACTIONS Qblsize) 1=118YM8,10=1183/0.58
FORCES (lb) - First Lopd COW Only TOP CHORD 1-2~-2019.2~1881,3-4=-61,3-14..-1695,5-14=-1695.58.r-2046,6-1521635,1-1!5=-1695,1~61,7-921881,9-103-2019
BOTCHORD 1-134114.12-1~2001,11-12~2001.1O-11~1114
WEBS 3-13=529,5-15-r-4sB. !5-12~14,612=14.611~486,1-11~529
NOTES 1) Provide adequate drainage lo prevent water ponding. 2) All plptes are M20 plates unless otheNvise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16B,
4) A plate Wing reduction of 20% has been applied for the green lumber members.
5) Thistruscr has been designed for both UBC-94 and ANSvTPl l-1995 plating criteria.
UBC-94. - ' LOADCASQS) Standard
A' WARNING - Ver$ design parameters and HEAD NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MIT& connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection. and bracing. consult QST-88 Quallty Standard, DSB-89 Bracing Specification, and HIE-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Ondrio Drive, Madlaon, WI 53719
YiTek Industries, hc.
Job
DAYCARE
I 7-6-12 , 10-10-4 , 17-1-1 2 I 2054 , - 28-0-0 -- . 1 , I I 7-6-12 3-34 s3-8 3-34 7-6-12
I 11-11-11 1
R656415 TNSS TNSS Type otv ply
02c CAL HIP 2 1
LOADING @s9 SPACING 2-00
TCLL 16.0 Plates Increase 1.25
TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 RepStresdlncr NO Bcm 10.0 Code UBCnCBO
a) This
LOAD CASYS)
1) Regular: Lumber Increawl.25, Plate Increase=1.25
has been designed for 100CM Max. Horizontal (Drag) Load.
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memdets only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection, and bracing, consult QST-86 Quality Standard, DSB-89 Bracing Specification, and Hl6-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719
MITek Industries, InC.
CSI DEFL (in) (loc) Vdefl PLATES GRIP
Bc 0.73 Verl(TL) -0.181415 ~999
WB 0.17 Hon(TL) 0.09 12 nla
wtw
TC 0.68 Verl(LL) -0.07 14 ,999 M20 law148
WeigM: 151 Ib 1st LC U Min Vdefl= 240
Job
DAYCARE
L-cAsE(s) -- . med Loads (lb) vmi: 51-180 lib-180 Trapezoidd Loads @lfj
Uniform Loads (pn)
Concentrated Loads (lb)
Trapezoidal Loads @If)
Uniform Loads @If)
vmi: im-~o.o-to-i r=-6o.o. i7=-6o.o-t~-i8z~o.0,5r-85.6-t0-is=-i20.0, i g=-i20.0-t0-8=-~.6 2) UBC: Lumber Increastrl.25, Plate Increase31.25
Vert: 1-2~28.0,2-3228.0,3-~-28.0,8-1~-28.0,10-11~28.0,11-12~-28.0.1-15r-40.0, lCl5r-40.0, 13-1&-40.0.12-13r-4o.O
vert:5=-84 1m-84
vmi: i6r-i4.0-10-i7--28.0. ir=-28.0-to-ia=-i4.0, 5=-40.0-t0-19.r-sxo, i9z56.0-to-8p-4o.o
3) Usor deflned: Lumber Increase-1 33, Plate Increastrl.33
Vect: 1-2~3.9,2~-9.6,3-5r-18.0,8-1~-38.0,10-11~46.4,11-1262.1.1-15r-20.0,14-1~-20.0, 13-1+-20.0,12-13r20.0 Horz: 1-2~66.4,2-3=86.9,3-5=40.0,8-1~40.0,10-11~86.9.11-12~66.4 ores: 3420.0.4&20.0,6-itwo.o. i6-ir~2o.o,17-18=20.0,7-1~20.0,7-9=20.0,910=20.0,519=20.0, a19.20.0
Concentrated Loads (lb)
R656415 TNSS Truss Type atv pc
02C CAL HIP 2 1
4) User defined: Lumber Increase1 .33. Plate Increasl.33
Uniform Loads @If)
vert: 1-2=-52.1,2-3=-46.4,3-5=-38.0, 8-io=-ia.o, 10-1 ir9.6, ii-124.9, i-is=-mo, 141s-20.0.13-14=-20.0.12-13=-20.0
Drag: 3-4=-20.0.4&-20.0.6-i6=-2o.o. 16-1 7=-20.0,17-18r20.0.7-1m-20.0,7-~-20.0.91~-20.0,5-1~-20.0,8-19=-20.0
Horz. 1-2~-66.4,2~-86.9.3-5140.0,8-1~-4o.0,10-11~-86.9,11-12~-66.4
Concentrated Loads (lb)
Trapezoidal Loads @If) vert: 53-84 1e-84
Vert ib-i4.0-to-ir=-28.o.i r=-28.0-t~-ia=-i4.0.5r40.0-10-i 9.r-56.0. 19r56.~~0-&-40.0
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection. and bracing, consult QST-BO Quality Standard, DSB-89 Bracing
Onofrio Drive, Madison, WI 53719
Job Truss Truss Type
DAYCARE O2D COM"
- gll 3x45 ?a4+
R656416 atv ply
5 1
io
LOADING SPACING 2-34 CSI
TCU 16.0 Plates Increase 1.25 TC 0.84 TCDL 14.0 Lumberlncrease 1.25 Bc 0.75 Bcu 0.0 RepStresslncr NO WB 0.27 BCDL 10.0 Code UBCnCBO
,. i It
PLATES GRIP DEFL (in) (lcc) UdeA
Vert(TL) -0.66 8-10 ~511
Hon(TL) 0.05 7 nla 1st LC LL Min Udd= 240
Vertw) -0.32 8-10 *m M20 law148
Weight: 125 Ib
9 6 3X4Q 3x4*
LUMBER
TOP CHORD 2 X 4 DF No20
BOT CHORD 2 X 4 DF 2400F 2.0E-G
WEBS 2X 4 DF StUdlStd-G SLIDER Lefl2 X 4 DF No2 3-93, RigM 2 X 4 DF No2 3-9-3
BRACING TOP CHORD BOT CHORD Sheathed or 3-1-7 on center purlin spacing. Rigid ceiling directly applied or 10-0 on center bracing.
REACTIONS (lWize) 1=1260/05-8,7-126oM5g
FORCES Ob) - Fht Load
TOP CHORD 1-2~1925.2-3r-1925, 3.e-1702.45r1702. -1925.6-7~1925 Only
BOT CHORD 1-10.1678, p.ic=iis. 8-9011s. 7grwa
WEBS 3-102342.41W7, c%Bj7, -342
NOTES
-1) All plater are M20 plater unless othmwise indmted. 2) This truss has been designed for a 10.0 psf bottom chord lii load nonconcunent with any other lii loads per Table No. 16-B.
3) A plate rating reduction d 20% has been applied for the green lumber members.
4) This truss has been designed for both UBC-94 and ANSllTPll-1995 plating critetia.
UBC-94.
- -
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not fruss designer. Bracing shown is lor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
Onofrio Drive, Madison, WI 53719
Job TNSS
DAYCARE 02E
-_ . 7-6-12 I 14-04 I 20-5-4 I 26-04 1 I t 7-6-12 6-54 6-54 7-8-12
-
R656417 TNSS Type clrv PlY
COMMON 12
4x4 =
n 4
3l
1x4 II 1x4 II
LOADING SPACING 2-34
TCLL 16.0 Plates Increase 1.25
TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr NO BCDL 10.0 Code UBCnCBo
CSI DEFL (in) (loc) Udefl PLATES GRIP
Bc 0.94 Vert(TL) -0.34 7-8 +998 WB 0.45 Horr(TL) 0.08 7 da
TC 0.53 Vert(LL) -0.13 7-8 ~999 M20 1w148
1st LC LL Min Udefl = 240 Weight: 263 Ib
NOW
1) 2-ply truu to be connected together with 0.131'W Nails as follows: Top chords connected with 1 row(s) at 0-94 on center. Bottom chords connected with 1 rwv(s) at 0-9-0 on center. Webs connected as follows: 2 X 4 - 1 row(s) at 0-94 on center. 2) All plates am M20 plates unless ohmvise indicated. -
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16B,
4) A plate rating reduction of 20% has been applied for the green lumber members. 51 This truss has been desiened for both UBC-94 and ANSllTPl l-1995 ~latim criteria.
-
4 UBC-94.
SEP 2 8 1998 6 Load case@) 3.4 has be& modified. Building designer must review'badAo verify that they are correct for the intended use of this trws. _. _. 7) THIS TRUSS IS DESIGNED FOR 3- MAX HORIZONTAL (DRAG) LOAD. 8) TNSSAJS intersecting at B.C. to be connected with Simpson LUS242/2plyh4 (SYPDF 1.15Dn 1.33Up) or equivalent. This connection supports a maximum download of 880 Ib and a mdmum upli d 565 Ib. Follow Simpson installation rewm&ations for hanger connection.
LOAD CAsE(S)
1) Regular: Lumber Increase=l.25, Plate Inmeas- -125
A WARNING - Erfi design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
Onofrlo Drive, Madison, WI 53719
Job TNM Truss Type
DAYCARE O2E COMMON
LOAD CASEiSb
R-17 Qv PlY
12
-- . Unifm L& @n)
Unifm Loads @If)
Vert: 1-1@-133.3,S10.-133.3.8-~133.3,7&-133.3,1-2~67.5.23rg7.~,3447.5,44-67.5, !%6475.6747.5 2) UBC: Lumber Increow-1.25, Wte ltmmse-1.25
3) User defind Lumber Increaurl 33. Plate Increa.srl.33
vert: 1-io-111s. io-1ii.s. a+iiis, 7gr-iii.5.1-2r3i.5,23r3is. S~=~I.S, c5r-31.5.58r-31.5. 67--31.5
Uniform Loads @If) Vert: 1-1~130.8,91~-130.8.b~-130.8.7-8*130.8.1~244.3.23r32.0, 3-4r32.0,~-88.0,5688.0,67=-100.3
bR: 1-2=199.1,2-3=240.0, %4=240.0,4-!%?40.0,581240.0,67~199.1 4) User ddned: Lumber Increase-1.33, Me lncrease=l.33 Unifm Loads @If) Vert: 1-10.-130.8,9-1@-130.8,69=-130.8,7-8*130.8.1-2=-100.3,23r88.0.3-e-88.0,45=32.0.56332.0,67-44.3
Ha: 1-2=-199.1,2-3r-240.0,S4=-240.0, e51-240.0. 5-b-240.0,87~-199.1
WARNING - Verifi design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE,
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabrication, quality control, storage, delivery, erection, and bracing, consult QST- Quality Standard, DSB-89 Braclng Specification, and HIE-91 Handling lnstalllng and Braclng Recommendstion available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 YITek Indu8tries, Inc.
Job
DAYCARE
-" 7812 , 1108 , 1 7-84 I 2446 I 27-104 r - 352-12 I 1 I I I 7-6-12 3-5-1 2 6&0 6-84 3-5-12 7-44 0-2-4
TNSS TNSS Type Qv PlY R656418
03A CAL HIP 12
3x4= 5
3
5xa // 3d=
8
9
LOADING @s9 TCLL 16.0 TCDL 14.0
BCLL 0.0
BCDL 10.0
3x4 = 3x4= &e= 3x5= 3x5= 1.34 II
SPACING 2-04 CSI DEFL (in) (loc) Udefl PLATES GRIP Plates Increase 1.25 TC 0.97 Vett(LL) -0.06 14 +999 M20 1w148
Lumber Increase 1.25 BC 0.71 Vert(n) -0.221415 a999
Rep Stress lncr NO WB 0.49 Horr(TL) 0.05 11 n/a
Code UBCnCBO 1st LC U Min Udefl - 240 Weight: 338 Ib
--
R658418 Job TNSS Truss Type atv MY
DAYCARE 03A CAL HIP ’2
LOADCASE@) Standard Except: -1)’ Regular: Lumber Increase-1 25, plate Increarcp1.25
Uniform Loads @If)
Concentrated Loads ob)
Unlform Loads (pH)
Vert: 9-21gg.0, 23r-60.0.516=-143.1,4-16=-143.1, cSrM3.1, sdr143.1,6-11--143.1.1-11=-143.1,1-8r-60.0, ggb0.0,1-151-41.1.161%-41.1. 18-19.-41.1, 1~1~~.~,13-14=-4~.~,12-1jl-4~.~.12-2~~~.~.11-2~~.~. 11-21=-41.1, ~0-21=-41.1,9101-41.1
vert: 3-600 lr600 3) User defined: Lumber Increase=1.33, Plate Increarcp1.33
Vert: 1-2=14.2,2-3r4.2,3-16p-66.8,4-16=-66.8,4-546.8.5-b-66.8,6-17=-66.8, 1-11=66.8,1-8=-60.2.8-51-l2.5. 1-15-41.1.1~l8r-41.1, 18-19-41.7.
1~19-41.1.13-1~-41.1,12-133-41.1, 12-2~1.1.1l-201-41.7.11-21~41.1,10-21~-41.1,91041.1 HOIZ: 1-2~116.1,2-jll52.0.1-8=152.0, &C#110.1 Drag: 3-16=10.0.4-1b70.0,4-5r10.0,5410.0.611~10.0, 1-11~10.0 Concentrated Loads ob)
Uniform Loads @If)
Vert: 3-280 7=-280 4) Uw defined: Lumber Increase4 .33, Plate lncrearcpl.33
vert: 1-2--10.2.2-3=60.2, si6r-66.8. 41e-66.8, ~=-66.a. se-66.8, 6-1r=-66.8. 1-11~66.8, 1-4.2, ae16.5, i-twr.r, 1~8r4r.r. 1&1~=-4r.r, 14-1C#-41.1.13-14=-41.1,12-13=-41.1.12-20=-41.1,11-2or41.1.11-21=-41.1,10-21=-41.1.91o.r-41.1
rag: 3.16p-i0.0,4-ib-i0.0, M--~Q.o. s+-m.o, 6-i~m.0. r-1~m.o Horn: 1-2~-116.1,2~-152.0,1-8r-152.0, 8-S=-ll0.1
Concentrated Loads (lb) Vert: 3-280 l=-280
A WARNING - Ver~ design parameters and READ NOTES ON THISRND REVERSE SIDE BEFORE USE,
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comwnent is responsibility of building designer - not truss designer. Bracing shown is for lateral supporl of individual web members only. Additional temporaty bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handllng installlng and Bracing Recommendation available from Truss Plate Institute, 583 D’ Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TNSS TNSS Type otv
DAYWE 03B CAL HIP 1
-_ . 5-3-14 94-12 14-11-1 20-5-15 25-10-4 I 30-1.2 I 35-2-12 3qM I I I I I I I I 5-3-14 4-2-14 545 5.614 5-46 4-2-14 51-10 0-24
R656419 PM
1
a=
CSI DEFL (in) (loc) Udefl
TCM 14.0 Lumber Increase 1.25 Bc 0.92 Verl(TL) -0.52 14-15 2596 Bcu 0.0 Rep Stress lncr NO WB 0.58 Horz(TL) 0.09 10 n/a Bclx 10.0 Code UBcnCBO (Matk) 1st LC U Min Udefl= 240
LOADING (psf) SPACING 24-0
TCU 16.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.1814-15 ~999
a=
PLATES GRIP
M20 1w148
Weight: 179 Ib
LUMBER
TOP CHORD 2 X 4 DF No.2-G
BOT CHORD 2 X 4 DF No.24
WEBS
12-14 2 X 6 DF N0.2-G.10-13 2 X 4 DF 2400F 2.0E-G
LdI 2 X 4 DF N0.2 2-10-3, RQM 2 X 6 DF No.2 2-83 2 X 4 DF StudlStdG SLIDER
FgzRD Sheathed or 34-2 on center purlin spacing.
BOT CHORD Rigid ceiling diredly applied or 10 on center bracing, Except:
5-04 on center bracing: 12-14. WEBS I Row at midpt 6-1 1
REACTIONS QWsize) 1=1-. 10.1026/0.5-8.11=779iU-58
FORCES (lb) - First Load Case Onty TOP CHORD 1-2=-2415,2-322336, -2226, ~1983,56r-2252,6-16..-1231,7-1~-1231,78e1420.0-~1574. %1+1647
BOT CHORD 1-1!5=2038.14-1!5=2252,13-1~2255.12-1~2233.11-12~2252,1~11~1371
WEBS 3-1!5=-49,4-1!+493.5-1!3-366.51~73,6-12~480,611~-1387,7-11~292,8-11~159
:NOTES 1) Except as shown below, special connection(s) requited to support concentrated Ioad(s). Design of connec(ion(s) is delegated IO
2) Rcrvide adequate drainage to prevent water ponding.
3) All plales am M20 plattea unless otherwise indiied. 4) This INSS has been designed for a 10.0 pd bottom chord live load nonconcurrent with any other like loads per Table No. 16-8,
5) A plate rating duction d 20% has been applied for the green lumber members. 6) This 1- has been designed for both UBG94 and ANSUP1 1-1995 plating criteria. 7) Load case@) 1 has been died. Building designer must review loads to verify that they are correct for the intended use of this
LOADCASYS) Standard Except:
1) Regular. Lumber Increascrl.25, Rate Increase4.25
the building designer.
-. .-
UBC-94.
truss.
UnWm Loads @n)
Concentrated Loads (lb)
Vert: 1-2rbo.O. 2-360.0.3460.0.4-~-60.0.5-6=-60.0.6-16=-60.0,7-16rso.0.7-&-60.0, 0-9=-60.0,91040.0. 1-15=-20.0.14-15r20.0,13-14=-80.0,12-1~.0,11-12=-20.0.10-11=-20.0
Vde-30 1- L
A WARNING - Erifj design parameters und READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comwnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during COnStNCtiOn is the responsibility of the erector. Additional
Penanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QSTge Quality standard, DSB-89 Bracing
Spciflcatlon, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madlaon, WI 53719
Hii MiTek krduslrlee, Inc.
SEP 2 8 1998
TWSS TNSS Type lJob
DAYCARE
I 5-3-14 I 9612 I 14-11-1 I 205-15 I 25-104 % 30-1-2 - I 352-12 3Spl 1 I
ox: CAL HIP 1 1
5-3-14 4-2-14 545 -14 5c5 4-2-14
LOADING @st) SPACING 200 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 Bcu 0.0 Rep Stress lncr YES BCDL 10.0 Code UBCnCBO
51-10 0-2-4
CSI DEFL (in) (loc) Udefl PLATES GRIP
Bc 0.85 Vert(TL) -0.531617 2582 WB 0.58 Hoa(TL) 0.09 12 nla
(Matrix)
TC 0.82 Veri(LL) -0.181617 >999 M20 186,448
Weight: 185 Ib lsl LC LL Min Udefl = 240
I 11-1 1-1 1
5x59 1
5x5*
6.00 3x4= 3x4= \
17 16 15 14 13
4d)= 4.&=4x4= 5x8 II 3x8= 3x8=
LUMBER
TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No24 rxCepi'
WEBS 2 X 4 DF StudiStd-G SLIDER Len 2 X 4 DF No.2 2-103, Right 2 X 6 DF No.2 2-8-3
REACTIONS (lwsize) 1=1418/0-5-8.12=1049/M8,13=795/0-5-8
14-16 2 X 6 DF N0.2-G.12-15 2 X 4 DF 2400F 2.0E-G
BRACING
BOT CHORD Rigid ceiling directly applied or loo0 on center bracing, Except:
500 on center bracing: 14-16.
#( TOP CHORD Sheathed or 3-1-7 on center purlin spacing.
WEBS 1 Row at midpt 7-13
FORCES (lb) - First Load Case Only
WEBS 3-17=-23,4-17=476.617=-361,616=69,7-14=486,7-13=1402.~13=272,10-~3=-137
'NOTES 1) Provide adequate drainage to prevent water ponding. 2) All plater are M20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 166,
TOP CHORD 1.2=-2468.2-3=-2389, ~-2293,4-srb7.418~-2050. ~m=2050,67=-2316.7-is=-i2~, a1921283, a9=437, aio=-i47i, 10-ii=-i613. ii-i2=-im
BOT CHORD 1-17~2083,16-17~2316,151~2318.14-15t2296,13-1~2316.12-1~1404
UBC-94. - - ~~- ~ ' 4) A plate rating reduction of 20% has been applied for the green lumber memh. 5) Thir truss has been designed for both US94 and ANSUTPJ 1-1995 plating criteria. 6) Load mse(s) 1 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss.
LOADCASYS) Standard Except: SEP 2 8 1998
1) R~UIP~: Lumber 1ncreaseoli5, Plate 1ncrease=l.25 Uniform Loads @If) VM: 1-2=60.0,2~-40.0,3-4..~).0.~5..6o.o,41~-28.0. si&b~.o, 67=bo.o, 7-i9=60.0, ai+2a.o, a94o.0,
aio260.0, i0-ii60.0.11-12=60.0. i-i7=-20.0. w7=-20.0, i5-16=-80.0. i4-i~-80.o,13-14=20.0.12-13=-20.0
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HIE-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TWSS Truss Type w
DAYCARE 030 CAL HIP 1
-" . .
< c r
R656421 ply
1
5-3-14 I 9-6-12 I 14-11-1 I M5-15 I 25-104 , s1-2 . , .. 352-12 35f-o I I 1 I 5-3-14 4-2-14 5-4-5 5-6-14 5-44 4-2-14 51-10 0-2-4
LOADING @d) SPACING 2-7-0 CSI DEFL (in) floc) uden
TCDL 14.0 Lumber Increase 1.25 Bc 0.96 Vert(TL) 4.61 20-21 a505 BCLL 0.0 Rep Stress lncr NO WE 0.71 Horz(TL) 0.11 16 da BcM 10.0 Code UBCnCBO (Matw 1st LC U Min Vdd= 240
TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) 42220-21 *999
15x4 II t.5X4 II
PLATES GRIP M20 1w140
Weight: 196 ib
5r6= w= 5x011
4x4 =
t 9-6-12 I 15-2-9 I 20-2-7 I 25-104 269712 35-2-12
9-6-12 5-7-13 4-11-14 5-7-13 0-5-0 El 1-0 0-24 I , ,I
NOTES
1) Provide adequate drainage to prevent water ponding. 2) All plates are M20 plates unless othewise indicated. 3) This ttws has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 168,
4) A plate rating redudion of 20% has been applied for the green lumber members. 5) Thib truss has been designed for both Us94 and ANSWI 1-1995 plating criteria.
6) Load case@) 1 has been modified. Building designer must dew loads to verify that they are correct for the intended use d this
'
UBC-94.
tNSS. SEP 2 8 1998
LOADCASYS) Standard Except: 1) Regular: Lumber Increasetl.25. Plate Increase4.25 Uniform Loads @n) vert: i-2=-7~.7.2a=-7.~.7.3-e-78.7.4527a.7.57=-7a.7.6-~=-38.7. ~zza78.7, E*-78.7. 9-23r78.7. io-23r-36.7, i 1-12r-70.7,12-13r70.7.1314=-70.7.i4-iii=-70.7, 15-itw8.7. 1-2ie-262. 20-2i=-26.2,19-2or86.2.1a19286.2,
17-1&-26.2,1617~262
Design valid for use
lled and loaded vettically. Applicability of design parameters and proper incorporation of
mporary bracing lo insure stability during construction is the responsibility of the erector. Additional
verall structure is the responsibility of the building designer. For general guidance regarding
Job TNSS Truss Type otv
DAYCARE 03E CAL HIP 1
R656422 ply
1
2
&lo= 11 16 14 13 &lo=
&lo+ 3x8= 4x6 = 3x8= 4x64
l5 46=
w= 5x811
4x4 =
N %-
%- %- a
&lo=
&lo+
3
11 16 14 13 l5 46=
3x8= w= 5x811 3x8= 4x6 =
4x4 =
LOADING @69 SPACING 2-7-8 TCU 16.0 Plates Increase 125 TCDL 14.0 Lumberlncrease 1.25 BCLL 0.0 RepSIressInw NO
BcDL 10.0 Code UBCllCBo
&lo=
4x64
CSI DER (in) (loc) Udell PLATES GRIP
Bc 0.94 Verl(TL) -0.51 1617 ,611
WB 0.60 HonUL) 0.12 12 rda wm
TC 0.98 Verl0.L) -0.22 1617 >999 M20 186/148
1st LC LL Min Udefl = 240 Weight: 214 Ib
P 18 17 0
LUMBER BRACING
TOP CHORD 2 X 4 DF 24OOF 2.0E-G Txcept.
BOT CHORD 2 X 4 DF No.166lr-G Txcept.
WEBS 2X4DFStudlStd-G WEBS SLIDER
REACTIONS (IWsize) 1=217110-58,12=14o6xM8.13=1~5-8
TOPCHORD
BOT CHORD 4-9 2 X4 DF No.1-G
14-162X6DFN0.1-G,12-152X4DF24WF2.OE-G
Left 2 X 6 DF No2 2-10-3, RigM 2 X 6 DF No2 2-8-3
Sheathed or 3-7-12 on center purlin spacing. Except: 3Ru~satlNpts 4-9
Rigid ceiling directly applied or 10-0-0 on center bracing. Except: 5-0-0 on center bracing: 14-16. 1 Row at mid@ ai3
FORCES (lb) - Fid Load Caw Only
TOP CHORD 1-2r3847.2-3r3743, w=ets3.4&-25m 4s=-iin. 5-is=-m, iai93-928, is-m=-m, 8-20r928, 8-9ri75. 7~~2249.9-1Or-1984.10-11~2188.11-12~2284.6-21~1877,7-21~1877 BOT CHORD 1~17~3260.1617~2805.151~2805.14-1!5=2783.13-14=2805.12-13=1906
,WEBS 3-1744.4-17~223,5-17=677. Slbl09,8-14=507~ 8-1321443.913=450.10-1~-213. !j-6=740,7-8--118
NOTES
1) Except as shown belaw. special connection(s) required to wppolt concentrated load@). Design of wnnection(s) is delegated to
2) Pmkb adequate drainage to prevent water ponding. 3) All plater are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pd Mom chord live load nonconcurrent with any other live loads per Table No. 166.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Thii truss has been designed for both UBC-94 and ANSI/TPI 1-1995 plating criteria. 7) Load -(s) 1 has been modified. Building designer must review loads to verify that they are coned for the intended use of this
the building designer. - -
\
UBc94. SEP 2 8 1998
truss.
LOAD Cr\sE(S)
1) Regular: Lumber Increascpl25, Plate Increase4 25 Uniform Loads @H)
comwnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support Of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of me overall structure is the responsibility of the building designer. For general guidance regarding
Job TNSS TNSS Tp atV4
DAYCARE 03E CAL HIP 1
LoADCAsqS) -- . CMcentrnted Lwdr (lb)
Vert: 6-42 201-422
Vert: 1~.6-b19=-101.2,19=-101.2-t0-20=-50.6.6=-115.7-to-21=-180.0,21=-180.04o-7=-115.8 Tnpozddpl Loads @n)
Uniform Loads @If)
Concentrated Loads (lb)
Trapezoidal Loads @n)
2) UBC: Lumber Increase-1.25, Plate Increescrl.25
Vert: 1-2=-36.7.2-31-36.7. W-36.7. c&36.7.7-9r-36.7,9101-36.7,10-11~-36.7,11-12~36.7,1-17~-52.5,1617~~52.5.15-1b~26.2~ 14151-26.2,13.1442.5,
12-1 Jr52.5
Vert: 6-47 201-197
Vert: 1~-23.~1~19=47.2.19=472-to-201-23.6,6=-54.4to-21=-84.0,21~-84.0-to-7~-54.0
R656422
1
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing. consult QST-88 Quality Standard, DSB-89 Bracing
Speciflcation, and HIE-91 Hsndtlng installing and Bracing Recommendation available from Rusa Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719 MlTek Induetrles, Inc.
DAYCME
I I I I I I
29-3-13 ,. 352-12 35f-o -* . . 61-3 12-11-5 1 7-84 I 22-511 I
03F COMMON 1 1
61-3 6-10-3
LOADING (psf) SPACING 200 TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code UBCnCBO
4-%3 4-9-3
sxs=
5
CSI DEFL (in) floc) Udefl PLATES GRIP
Bc 0.96 Vert(TL) -0.40 1-12 a790 WB 0.52 Hoa(TL) 0.04 9 da
TC 0.46 Vert(LL) 4.19 1-12 *999 M20 1w148
1st LC U Min Udefl = 240 Weight: 179 Ib
610-3 5-10-15 0-24
1.5w44
3x4= 5x8= 3x4= 4x4
LUMBER
TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS SLIDER 2 X 4 DF Stud/Std-G LeR 2 X 4 DF No.2 3-34. Right 2 X 6 DF No.2 3-18
BRACING
TOP CHORD BOT CHORD
WEBS
Sheathed or 4-24 on center purlin spacing. Rigid ceiling directly applied or 104-0 on cenler bracing. Except: 64-0 on center bracing: 910. 1 Row at rnidpl 411,610
REACTIONS (IWsize) 1=1055/0-5-8,9=364/0-5-8.10=14ooM5g
FORCES ob) - Fird Load Case Only
TOP CHORD 1-2~-1607,2-3=-1607. --1347,4!%744, --744.67=67,7-6=-210. E9*210
BOTCHORD 1-12~1397,11-12=990,10-11~466, $le173
WEBS 3-12~282,4-12r440.4-11~-567,5-11~380,611~314,61~-1115,7-1~
NOTES 1) All plates are M20 plates unless othetwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16B.
3) A @ale rating reduction of 20% has been applied for the green lumber members. 4) Thiitruss has been designed for both UBC-94 and ANSVrPl1-1995 plating criteria.
UBC-94.
- - ,
1 LOAD CASE(S) Standard
SEP 2 8 1998
A WARNING - Vi$ design parameters and READ NOTES ON THIS RND REVERSE SIDE BEFORE USE,
Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation 01
component is responsibility of building designer - nd truss designer. Bracing shown is lor lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, OSB-89 Bracing
Specification, and HIE-91 Handling Installing and Bracing Recommendation available lrom Truss Plate Instllute, 583 D
Onofrio Drive, Madison, WI 53719 MITek Industries, Inc.
TNSS lJob Truss Type
n 4
DAYCARE
3x4= 4*= 5x6 =
030 CAL HIP 1 1
LOADING @sf) SPACING 200 CSI DER (in) (loc) Udefl
TCDL 14.0 Lumber Increase 1.25 Bc 0.92 VertaL) -0.321617 >999 Bcu 0.0 RepStresslncr NO WB 0.89 Hwr(TL) 0.09 13 n/a
BCDL 10.0 code UBcKBO wtw 1st LC U Min Vdefl5 240
TCLL 16.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.061416 +999
LUMBER TOP CHORD 2 X 4 DF 24OOF 2.OE-0 rXcept'
BOT CHORD 2 X 4 DF 24OOF 2.0E-0 rXCapt'
WEBS 2 X 4 DF StudStd-G
SLIDER M2 X 6 DF No.2 4-1-4, Right 2 X 6 DF No.2 3-1 1-4
REACTIONS flb/size) 1=116M)5g. 12=129MS-8.13=3118M5-8
5.8 2 X 4 DF No.2-G
12-15 2 X 4 DF No.l-0
PLATES GRIP M20 1w14a
Weight: 191 Ib
BRACING
TOP CHORD Sheathed or 2-10-3 on center purlin spacing. Except: 3RowsatlJ4~ 3-8 BOT CHORD Rigid ceiling directly applied or 104-0 on center bracing, Except: 4-7-2 on center bracing: 12-13. WEBS 1 Row at midpt 9-13
& U$i12=&8(loadcoseca&3 2) Max Gm 1=2042(loed case 2). 12=129(load case l), 13=3992(load case 2)
FORCES (lb) - Rrsl Load Case Only TOP CHORD 1-2~1972,23.1-1841,3-1%-183. B1%-25. 34=-1570.419z1930.619r1930.67~1930.7-8r1473.
BOT CHORD 1-17~1672,17-224915,22-2~1915.162~1915,1~16--2004.1415p2004.14-24=1033.24-2~1033.
WEBS 3-17454,417~398,4-16460,7-1&20,7-14499,9-14=830.P1322051.10-1321251.5-&-306
8-2O.r-1560,9-20.-1560.9-21~301,1421~301.10-11~513,11-121410. -184
13-2sp1033.12-13=-346
NOTES 1) Except as shown below. special connection(s) required to support concentrated bad(s). Design of conndon(s) is delegated to
2) Provide adequate drainage to prevent water ponding.
3) All plates am M20 plater unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads per Table No. 168,
5) A plate rating reduction d 2096 has been applied for the green lumber mernb. 6) Provide mechanical connection (by others) d truss to bearing plate capable d withstanding 408 Ib uplift at joint 12. 7) Thio truss has been designed for both UBC-94 and ANSVTPl l-1995 plating criteria.
8) Load case(s) 1 has been modified. Building designer must review loads to verify that they are conect for the intended us0 d t
LOADCASYS) Standard Except:
the building designer.
SEP 2 8 1998
UBC-94.
truss.
W4Y5NIh7G - l>ri/i &sip pnramrtrrs und READ W07E.Y ON THIS AND REVERSI; SIDE BEFORE (.!$E.
Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and loaded vertically. Applicability 01 design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer Bracing shown IS lor lateral support of lndlvlduai web
members Only. Additional temporary bracing to insure stability during construction IS the responsibdity 01 the erector. Additional
Permanent bracing 01 the overall Structure is the responsibility 01 the building designer. For general guldance regarding fabrication, quality control, storage. delivery. erection, and bracing, cons(rlt QST-88 Quality Standard, DSB-89 Bracing
Specification, and HlB-91 Handling Installing and Braclng Recommendation available from Truss Plate Instiiute, 583 D' Onofrio Drive, Madison, WI 53719 YiTok Indu8trie8, Inc.
TNSS TNSS Tvpe I Job R-24 atv ply
DAYCARE
LOADcAsyS) stpndsrd Except: -7) Regular: Lumber Inom~1.25. Plate ln~1~aw1.25 UnHonn Loads (pH)
Concentrated Loads ob)
Trapezoldal Loads @n)
Vd: 1-2160.0,2-340.0,3-10.#.0,5.1sI-6o.0,62(F-173.1.1&21~#.0, l&ll=-60.0. 11-1260.0,1-17~20.0,17~22~20.0~ 22-23r-20.0,1623=-20.0.
15.16r-20.0, 14-151-20.0, 14-2&-ZO.O, 24-2%20.0.13-2!547.7, 12-13=-47.7,58r#.O
Vert 21=680
Vert 20r-173.l-to-9=-164.5.9=-1&4.~0-21-143.l
WO CAL HIP 1 1 I
,
DAYCARE
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is lor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Sp$ctflcatlon, and HIS-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D
Onofrio Drive, Madison, Wl53719 MiTek Induslrles, InC.
WO CAL HIP 1 1 I
Truss Truss Type lJab ~656425 I otv ply
1
DAYCARE
6.00
03H CAI. HIP 1 1 I
3x4+ 3x4+ 5x6 iI
LOADING @s9 SPACING 200
TCLL 16.0 Plates Increase 1.25 TCM. 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code UBCIlCBo
18 16 15 14
CSI DEFL (in) (loc) Vdefl PIATES GRIP
BC 0.60 Vert(TL) 4.16 1-18 +999 WB 0.65 Horr(TL) 0.05 14 rda mm 1st LC LL Min Udefl= 240 Weight: 191 Ib
TC 0.96 Vert(LL) -0.06 1-16 +999 M20 1w148
13
3x4= 3x4= M= 3x4 = 3x4 =
LUMBER
TOP CHORD 2 X 4 DF No.20
BOT CHORD 2 X 4 DF No.20 WEBS SLIDER
2 X 4 DF S1udlStd-G
Lefi 2 X 4 DF No.2 4-14, Right 2 X 6 DF No.2 3-1 14
$Ed!ERD Sheathed or 3-11-15 on center purlin spacing. Except
3Rowsat1/4pts 38
BOT CHORD Rigid ceiling directly applied or loo0 on center bracing, Except: 6-04 on center bracing: 13-14.
REACTIONS (IWsize) 1=107yM8,13=134/M8,14=4673/0-58
FORCES ob) - First Load Case Only TOP CHORD I-P-~~S, 2-3=-1669, >5=-282. w=-imi. 46=-iw, w=iw. 7-8r983. ag=iiB, sisin, i0-i9tin, i0-11=-67, i0-i2=325,i2-13--223,5-8=-281
BOTCHORD 1-1~1516,17-1&1636,16-17~1571.15-164571,14-15--647.13-14=-192 WEBS 3-1~308,4-1~200,4-17~35.7-17~137,7-1~451,915=805,~14=-1260,10-14=-532.562220
NOTES 1) Provide wbjuale drainage to prevent watw ponding. '2) All plater are M20 plates unless otherwise indicated. 3) Thh truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8.
4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria
LOAD CASE(S) Standard
UBC-94. - '
t
SEP 2 8 1998
A WARNING - Ver~ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall Structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing SpecWlcatlon, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MITok Industries, Inc.
DAYCARE
-- . 7-6-12 I 11-04 I 167-13 17-64 2448 1 27-104 I - 35-2-12
1 I I, 1 7-6-12 3-5-12 5-74 14-11 6-84 3-5-1 2 7-44 0-24
03J CAL HIP 1 1 J
5x5=
k*+:: 11-97 I
LOADING @s9 SPACING 2-0-0 CSI DEFL (in) (loc) Udd
TCU 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.08 20 >999 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.1920-21 ~999 Bcu 0.0 Rep Stress lncr NO WB 0.85 Hwz(TL) 0.07 17 Ma BCDL 10.0 Code UBCnCBO mrw 1st LC U Min Udefl= 240
n 4
PLATES GRIP M20 186/148
Weight: 208 Ib
. -- 5x5*
Ell 3x45 3x45 21 19 18 17
3x4 = 3x4 = M= M= 3x6=
LUMBER
TOP CHORD 2 X 4 DF No20 rxCept'
BOT WORD 2 X 4 DF No20 WEBS SLIDER
REACTIONS (IWssiZe) 1=1352/05g. 16=34/OSs. 17=2516x)-5-8
FORCES Ob) - Fitst Load Case 0n)V
5-10 2 X 4 DF 2- 2.OE-0.7-112 X 4 DF No.1LBlr-G
2 X 4 DF StucUStd-G Left 2 X 4 DF No.2 4-14, Right 2 X 6 DF No.2 3-11-4
BOT CHORD
Max Upliil6=-37(kad case 2)
Sheathed or 3-6-4 on canter purlin spacing. Except:
4-04 on canter bracing: 3-14
Rigid ceiling directly applied or 104-0 on center bracing, Except: 6-04 on center bracing: 1617.
TOP CHORD 1-2=-2369.2-3=-2283,3-22--687,!5-221-529. 3-4=-1471,4-23=-1872. 623=1872,624=-1872,24-25.11872.
82-1872, a26r-1138.10-2621138, iw7=-706, i2-27=706, n-i3=-704. i3-14=i301, ii-~=ii32. 14-is24
3-21=355,4-2i=-276,4-2~350. ~20=-173. ale-1331, 13-iei4ai, 13-17=-163s. i4-17=-1084,
ii-i2=25, ag=-io95
,1516=422,5-2e-5CO, 7-2~563.7-9=108,9-29668.10-29=500,73oa972.30-31~-972,11-31~972 .BOT CHORD 'i-2i=2024.20-2i=2i9i, 19-2032523, iaiw523, 17-iem. i6-17=-~ WEBS
. .- .- NOTES
1) Except PO shwm below. special connection(s) required to support concentrated load@). Design of conndin(s) is delegated to
2) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise Indicated. 4) This IIUSS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16B,
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection @v others) of truss to bearing plate capable d withstanding 37 Ib uplift at joint 16.
7) This IIUSS has been designed for both UBC-94 and ANSVTPl l-1995 plating criteria. 8) Load case@) 1 has been mcdiied. Building designer must review loads to verify that they are correct for the intended use d
LoADCASE(S) Standard Except:
1) Ragutar: Lumber Increase=l.25. Plate Increase=l.25
'
4 the building designer.
SEP 2 8 1998 UBC-94.
IIUSS.
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comwnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
DAYCARE 035 CAL HIP 1 1
HnR Framing Systems Inc.. Powqs CA 92064 4.032 a Jun 9 lD98 MiTek Industries, Inc. Mon Sep 28 08:13:13 1998 Page 2
LoADCAsE(3) standard Except: .-- Uniform Looda @It) V&: 1~240.0,2440.0,3-22rSO.0,5-221-80.0, 6-2!+60.0, 6-26160.0,11-14=-60.0,14-15rBO.O, 15-161-60.0, 1-21~-20.0.20-21~20.0, lS2or20.0, 16-191-20.0, 17-1&-20.0, t6-17=-20.0,5-2%60.0.7-28r60.0, 7-Slba.0,9-29r-60.0, 7-3@-120.0.1131r60.0 concentrntd Loah ob)
Trapezoidal Load. @If)
Vert: 27~180
Vert: 26160.0-10-101-49.6,1+49.61~2No.0,~.0-10-1[)349.6,301-120.040-31~-90.0
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members Only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instltute, 583 D
Onofrio Drive, Madison, WI 53719 MlTek Industries, Inc.
F
TWSS TNSS Type Wptv lJ* DAYCARE 03K CAL HIP 1 1
,
4
LOADING (psf) SPACING 2-04
TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 Bcu 0.0 Rep Stress lncr YES BCDL 10.0 Code UBCnCBO
Y Y Y
&.a. ...A.
CSI DEL (in) (loc) Vdetl PLATES GRIP
Bc 0.64 Vert(TL) 0.31 9-10 2112
WB 0.74 Horz(n) 0.06 14 da
wtm
TC 0.78 Vert(LL) -0.06 1-18 ~999 M20 186/148
1st LC LL Min Udefl = 240 Weight 187 Ib
~ ~~~
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G
WEBS SLIDER
REACTIONS (lldsize) 1=1114/0-5-8.13=~, 1448MUO-5-8
2 X 4 DF StudlStd-G Len 2 X 4 DF No.2 4-14. Right 2 X 6 DF No.2 3-11-4
Mar UpliilJ.r-24(hd CB- 2)
~~~~ ~
BRACING
BOT CHORD Rigid ceiling directly applied or 10-04 on center bracing, Except: 64-0 on center bracing: 13-14.
y TOP CHORD Sheathed or 4-14 on center purlin spacing.
FORCES (lb) - Ant Load Case Only
TOPCHORD 1-P-1870.2-321739. S-80. e6279.3-5..~1559.5-19=-1858.7-19=-1858.7-251221.8-2Q1221.8-11=287.9-1Or79.1811~64~ 11-12=456.12-131354
BOTCHORD 1-18r1579.17-18r1900.16-17~1708.1S164708,1415..637,13-14407
MBS 3-i*s, SM=-S~~,S~~=-S, 7-~=236,7-15=767, ~i5=920.8-14=-~2i. ~1-w-w.45~343, am=-3ia
NOTES 1) Provbh adequate drainage to prevent water ponding.
2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 pd Worn chord live load nonconcurred with any other live bads per Table No. 164,
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplii at joint 13. 6) Thh truss has been designed for both UBG94 and ANSllTPl l-1995 plating criteria.
LOAD CASQS) Standard
UBC-9). -
SEP 2 8 1998
building component to be installed and loaded vellically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
-*
Job Truss TNSS Type
DAYCARE 03L CAL HIP
R656428 atv ply
1 1
e-
LOADING (psf) SPACING 2-74 CSI DEFL (in) (loc) Udefl
TCDL 14.0 Lumber Increase 125 Bc 0.91 Vert(TL) -0.34 1-17 >336 Bcu 0.0 Rep Stress lncr NO WB 0.95 Horz(TL) 0.08 12 n/a BCDL 10.0 coda UBCflCBO (Matrix) 1st LC LL Mn Udetl= 240
TCLL 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.17 1-17 +695
l 5-3-14 I 9-6-12 I 14-11-1 I 20-51 5 I 25-104 , 30-1-2 I . . 35-2-12 35$4
53-14 4-2-14 545 -14 545 4-2-14 51-10 0-2-4 1 1 I I
PLATES GRIP M20 1w148
Weight 213 Ib
DAYCARE
LOAD cAsE(S) 4- 11 Rwulae Lumber IncreaMt31.25. Plate tncreasenl.25
03L CAL HIP 1 1
. uniim ~ood. Vert: 1-21-78.7, 23r-70.7,3-4-78.7,4&-70.7,7-9=-70.7.9-101-70.7.1511r-70.7.11-12r70.7,1-17--26.2,1617~-26.2,151646.2. 14-ls1-06.2,13-14r-26.2. 12-1 3-26.2
Vert: 5-161 2&-161
Vert: 1&-20.6t0-1941.2, 193-41.2-t0-201-20.6,6r-97.5t0-21~-120.0.21~-120.0-t~7~-97.0
Concentrated Loads ob)
Trapezoidal Loads @If)
Uniform Loads @n)
Conwntmted Loads ob)
2) UBC: Lumber Increasrrl.25, Plate Increase-1.25
Vert: 1-2=-36.7.2-+-36.7. -46.7, 4-&-36.7,7-94#6.7.9-1~.7, 10-1146.7, 11-12~-36.7.1-17~-52.5,1617~-52.5,15-1b-26.2,14-15.r-26.2.13-14r-52.5,
12-1 342.5
Vert: -75 203-75 ~~ .-
Trapezoidal Loads @n)
Vert: 1%-9.6-t~lQ-19.2, lS.-19.240-201-9.6, &-45.3-10-21=-56.0,21=56.0-I~7z45.3
3) User defined: Lumber lncreasenl.33, Plate Increase4.33 Uniform Loads @If) Vd: 1-2=67.2.2-3=43.2. -37.5. 46--5.4,7-9.-78.9,9-10=-111.0. 1511~116.7, 11-121-149.3, 1-17s-26.2, 1617226.2, 161646.2, 141!5=-86.2. 73-le-26.2,
rag: ~80.0,5-18=80.0. isis=m.o. 19-20100.0, s20=80.0, as=m.o. 6-2i=80.0,7-21=80.0 Concentrated Loads ob)
Trapezoidal Loads @It) Vert: b-75 201-75
Vert: 10=-9.6l0-193-19.2.1S.-19.2-tc+20=-9.6, &-45.3-t0-21=-56.0.21r-56.0-t0-7=45.3
4) User defned: Lumber Increase4 33, Plate lncreasrl.33 Uniform Loads @It) Vert: 1-2~140.7.23.r-116.7.3-4.1-111.0.44=-70.9, 7-S5.4,91*37.5, 10-11~43.2,11-12~75.8,1-17~26.2,1617~-26.2, 151&-86.2,141S862.13-14r26.2,
12-1s26.2
Dng: 4-~-80.0.5.IBr-80.0, 181940.0, 19-2Or-80.0. E201~.0.8940.0,6-2140.0, 7-2140.0
Vert: 6e75 201-75
Vert: 1829.6t~193~19.2,19.1-19.2-t~201-9.6,6245.3-t0-21~56.0,21~-56.0-t~7~-45.3
HOR: 1-2=-246.3.2-3=-320.0,3-4..-344.0,4-6=-151.0,7-9=-151.0.~10=-344.0,1~11~320.0.11-12=-227.5
Concentrated Loads ob)
Trapezoidal Loads @n)
SEP 2 8 1998
WMING - Veraj’j design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE,
Design valid for use only with YITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verlically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Speclflcation, and HIS-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 MITek Indu8tries, Inc.
Truss lJob TNSS Type Igr yly
-_ .. 7-6-1 2 I 15-28 n 1744 I 20-2-7 I 27-10-4 I 35-2-12 35F$o t I I , I 7-6-1 2 7-7-13 2-515 2-5-15 7-7-13 740 0-24
DAYCARE
14
3x4+ 15x4 I1
03M C-N 3 1 I
41 10
1.5~4 II 4x4
LOADING (ps9 SPACING 2-7-0 CSI DEFL (in) (loc) Udefl
TCDL 14.0 Lumberlncr- 125 Bc 0.92 Vert(TL) -0.58 13-14 ~578 Bctl 0.0 RepStresslncr NO WB 0.54 Horz(TL) 0.10 9 nla BCDL 10.0 Code UBCnCBo wtw 1st LC U Min Vdefl = 240
TCLL 18.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.1913-14 ~999
PLATES GRIP MZO 106l140
Weight: 106 Ib
LUMBER
TOP CHORD 2 X 4 DF No.1LBtr-G
BOT CHORD 2 X 4 DF 2400F 2.0E-G 'Except.
11-132X6DFNo.2-G,1-122X4DFN0.1-G
WEBS SLIDER 2 X 4 DF Stud.3d-G Ld 2 X 4 DF No.2 4-14, Right 2 X 6 DF No2 3-1 1-4
BRACING TOP CHORD
BOT CHORD
WEBS
Sheathed.
Rigid ceiling directly applied or 104-0 on center bracing. 1 Row at midpt 3-13,4-6
REACTIONS (Wsize) 1=104lx)s8,9=138M25g, 10=79YO-M
FORCES (lb) - First Load Case Only TOP CHORD 1-~3227,2-3r3002.34=-23aa, 4-5=02. sea, w=-2m, 7-a=-i974.a93-2190
BOTCHORD 1-1b2747.13-tb2747,12-1~2010,ll-12~1991, 10-11~1032,9-1~1032
WEBS 3-1&241,3-13445,4-13r596. ~2075,6-11~390,7-11~201.7-10=-673
NOTES
1) All plates are MZO plates unless otherwise indicated. 2) Thib truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1643,
3) A plate rating reductin d 20% has been applied for the green lumber membms.
4) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
5) Load case@) 1 has been modified. Building designer must review loads to verify that they are correct for the intended use of this
LOADCASYS) Standard Except: 11 Rerrular: Lumber Increase=1.25. Plate Increase=l.25
UBC-94.
truss.
SEP 2 8 1998 . uniorm LO~L
vert: 1-2=-70.7,23r-78.7.3-4=-70.7,4-5=-78.7.5-6=-78.7.6-7=-70.7.7-8=-78.7. as=-78.7, I-I+-262. 13-i4r26.2.
12-13r86.2,11-12~-06.2, 10-11~-26.2,9-1CZ26.2
A WARNING - Venfi design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporaly bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing. consult QST-88 Quality Standard, DSB-89 Bracing Speciiication, and HIE-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TRnr TNSS Type acvw
DAYCARE 03N COWWN 1
I 7-6-12 I 15-2-9 1 17-64 120-2-7 27-10-4 I 35-2-12 3!5$-0 1 I 7-6-12 7-7-13 2-515 2615 7-7-13 7-44 0-2-4
RES430
1
3x6=
LOADING @s9 SPACING 2-0-0 CSI DEFL (in) floc) Udell TCLL 16.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.1414-15 r999 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.42 14-15 >797 BCLL 0.0 Rep Stress lncr YES WB 0.86 Hoa(TL) 0.10 8 nla BCDL 10.0 Code UBC/lCBO wtw 1st LC U Min Vdefl= 240
5x65
5x8 =
PLATES GRIP MLO 18W148
Weight: 232 Ib
3x4= 5x5= 3x4= 3x4 = 4x4 +
TNSS Ihb TNSS Type
e_ . 61-3 12-11-5 1 7-8-8 I 22511 I 29-3-13 I -35-2-12 35f-O I I I 1 I t 6143 5-1415 0-24 6-1-3 610-3 4-94 4-93
DAYCAUE
sxs=
5
03P COIWON 1 1
6.00
LOADING (ps9 SPACING 300 CSI DEFL (in) (loc) Udefl
TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.49 1-12 a646 BCLL 0.0 Rep Stress lncr NO WB 1.00 Hon(TL) 0.06 9 da
BCDL 10.0 Code UBCnCBo 1st LC U Min Vdell= 240
TCLL 16.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.23 1-12 a999
4x4 = 4x4*
PLATES GRIP M20 186/148
Weight: 319 Ib
LUMBER
TOP CHORD 2 X 4 DF N0.lLBtr-G Txcept.
BOT CHORD 2 X 4 DF 2400F 2.0E-G
WEBS
OTHERS
SLIDER
5-92X4DFNo.l-G
2 x 4 DF sturndo 2 X 4 DF Stud/Stdo Len 2 X 4 DF No.2 3-38. Right 2 X 6 DF No2 3-1-8
BRACING TOP CHORD Sheathed or 2-5-9 on center pudin spacing. BOT CHORD Rigid ceiling directly applied or 1oo-O on center bracing. WEBS 1Rowatmidpt 411,610
REACTIONS (lb/size) 1=190M)-5-8.9=628/&5-8.10=2580/0-5-8
FORCES (lb) - Fitst Load Case Onty TOP CHORD 1-2+3ooo, 23e3ooo. 3+-2528. -1440. 58r1448.67=80.74422,892422
BOTCHORD 1-12~2611,11-12~1906,1411~976.9-10+54
WEBS $122509.4-12r733,4-11~-1065.5-11~671.611~561.61Or2134.7-10=-622
NOTES
1) All plates are MZO plates unless otheMlise indicated. 2) AJI plates am 1.5~4 MZO unless dherwise indicated. 3) Gable studs spaced at 140 on center. 4) For studs exposed to wind. (LB~ MiTek .Standard Gable End Detair 5) This truss has been designed for a 10.0 psl bollom chord live load nonconcurrent with any other li loads per Table No. 164
6) A plate rating reduction d 20% has been applied for the green lumber members. 7) This truss has been designed for both UBC-94 and ANSvTpl1-1995 plating criteria. 8) Load case@) 1 has been modified. Building desiiner must review loads to verily that they are correcl lor the intended use of this
- ' '
UBC-94.
SEP 2 8 1998
tNSS.
LOAD CASE(S)
1) Regular: Lumber Increasen1.25. Plate lncrease=l.25 Unifon Loads @If)
Trapezoidal Loads @n)
vert. 1-12=-30.0.11-12e3o.0,1411~-30.0.9-1or3o.0
Vert: 1=-95.4t~2~101.5,2=-101 .~to-3=-108.5,3=-108.5-1O-e-1242,4=-124240-5=-135.0,5=-135.Mo6-12
5-124.1-10-7~108.2 7~108.2-t0-W-lOl.l %-101.14~943!5.0
A WARNING - Vkrij'j design parameters and READ NOTES ON THIS RND REVERSE SIDE BEFORE USE.
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is lor lateral support of individual web members only. Additional temporaly bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
DAYCARE 03P WN 1 1
LOAD CAsE(S) 7) UBC: Lumber Increase4 25. Plate Increese=l.25 Uniform Loads @n)
Trapezoidal Loads
veft: 1-2-42.0,2-3=42.0.3-442.0, c5r42.0.1-1260.0.11-1zI-60.0,10.11=-60.0,9-11Mo.0
Vert: 51-80.2-to-6=-71 .O. 6=-71.O-i(t7=-57.5,7=-57.S-l0-%-51 A, -51 .cl0-9.46.2
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicabilii of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporaly bracing to insure stability during constwction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delively. erection, and bracing, consult QST-BB Quality Standard, DSB-89 Bracing
Specification, and HiB-91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D’ Onafrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TNSS TNSS Type w
DAYCARE 04A COMMON 5
ai2=
13x4 II
R-2 pc
1
LOADING0 SPACING 200 CSI DEFL (in) (loc) Udefl
BCLL 0.0 RepStresslncr NO WB 0.90 Hon(TL) 0.11 7 nla BCDL 5.0 Code UBCllcBO 1st LC LL Min Udefl = 240
TCU 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.13 8 >999
TCDL 14.0 Lumber Increase 1.25 0C 0.97 Vert(n) -0.19 89 >999
~~
LUMBER
TOP CHORD 2 X 4 DF No20 BOT CHORD 2 X 4 DF No20 WEBS
SLIDER
2 X 4 DF Studmd0 'Excepr
Right 2 X 6 DF No.2 3.11-4 E-10 2 X 4 DF N0.20.1-12 2 X 4 DF N0.2-0
PLATES GRIP M20 1w148
Weight: 172 Ib
~~
BRACING
TOP CHORD Sheathed or 3-2-6 on center purlin spacing. except end verticals.
BOT CHORD Rigid ceiling directly applied or 1-34 on center bracing. WEBS 1 Row at midpt 3-11,l-11
REACTIONS (ltdske) 7=999/05-8.12=999/0&8 Max HOR 12--3225(load case 3) Max Upli7417(load case 4). 12=-198(load case 3) Max Grav7=1702(load case 3). 12=1282(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2~-904.29.-904. 34e1158.45r1158.5-b-1519,6-7~1519,1-1~-961
WEBS 2-112331.3-11~79,3.10492.E-1~1322,5-10417. !5-&52,1-11=8?3 ,' BOT CH0RD'11-12~0,10-11~779,9-1Or34,4-1O;r-304. &SO. 7a1317
NOTES
1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8.
3) A plate rating redudion d 20% has been applied for the green lumber members.
4) Provide mechanical connection (by others) d truss to bearing plate capable dwithstanding 617 Ib upli at joint 7 and 198 Ib
5) Thi truss has been designed for both UBC-94 and ANSl!lPl1-1995 plating criteria.
6) Load case(s) 3.4 has been modiied. Building designer must review loads to verify that they are correct for the intended use of
- '
UBC-94.
upli at joint 12. SEP 2 8 1998
this truss. 7) Thii truss has been designed for 32W Max. Horizontal (Drag) Load.
LOADCASqS) Standard Except:
3) User Mned: Lumber Increase=l.33, Plate lncreasenl.33
&sign parnmetsrs and RE4D NOTES ON THIS AND REVERSE SIDE BEFORE USE
permanent bracing of the overall Structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, eredion, and bracing, consult QST-88 Quality Standard, DsB-89 Bracing
SpecMicatlon, and HIS-Si Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek krdu8trie8, Inc.
TNSS Truss TW pY I Job R656432 PtY
LOAD CASYS) -- UnlfmLoPd.@n) Vd: 1-2~28.5,23r28.S,34r64.5,c5r-84.5,5644.5.67~99.9,11-12~10.0,10-11~-10.0,~-10.0,7+10.0 Horr. 1-2~226.0,2~226.0,34226.0,45r226.0,54226.0.67~177.7 4) User def~nd Lumber Increase4.33, Plate Incrmse=l.33
Uniform Loads 0 Vert: 1-2r44.5.2-3r44.5.34r28.5, 45r28.5,58128.5.6743.9,11-12~10.0.1&11~-10.0, &*-lO.O. 7gr-tO.O hot^: 1-2~-226.0.2-3r-226.0.344!26.0, c5r-226.0, 56r-226.0,67=-177.7
DAYCARE
SEP 2 8 1998
WA COhWON 5 1
A WARNING - Ver~ &sign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
memders only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Job Truss Truss Type atvw
DAYCARE 048 COhWON 1
4x4 =
R656433
1
0
0
v
v m
6.Ww
i
1.5x4 I1 9 8 7
7xl2MZOH= 5d)= 15x4 II
1.5~4 II
I -6-6-8 I 7-10-8 I I 14-58 I I 21-3-12 I I 2611-15 28-19 I
LOADING @sf) SPACING 2-20 CSI DEFL (in) (loc) Vdefl PLATES GRIP
TCU 16.0 Plates increase 1.25 TC 0.96 Vert(LL) 0.1011-12 ,999 M20 lW148
TCDL 14.0 Lumber Increase 1.25 BC 0.61 Verl(TL) -0.16 11-12 ,999 M20H 140/110
BCLL 0.0 Rep Stress lncr NO WB 0.45 Horz(TL) 0.02 7 nla BCDL 5.0 Code umcBO 1st LC LL Min Ydd = 240 Weight: 168 Ib
~~~~ ~
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G
WEBS 2 X 4 DF StWStd-G Txcept’ 1-12 2 X 4 DF N0.2-G.67 2 X 4 OF N0.24
BRACING
TOP CHORD Sheathed or 3-3-15 on center purlin spacing, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-04 on center bracing.
REACTIONS (IWsae) 12=1012/058,7=101~5-8
FORCES (lb) - First Load Case Only
TOP CHORD 1-2r894,2-%894.3-421091,4-5z1091, !5-6=-1197,1-12=871.67~-982 BOT CHORD 11-12=0.1411~755.9-10=36.4-10=-330, &SO, 7- WEBS 2-11~-358,511~120.3-10=596,810=1075,510=~107.582301.1-11~863.6-8=1104
NOTES
1) All plates are M20 plates unless othewdw indded.
2) This truss has been designed fw a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 158.
. UBC-94. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed for both US94 and ANSvTPl l-1995 plating criteria.
LOADCASE(S) Standard
t
SEP 2 8 1998
WARNING - VeriJj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid lor use only with MITek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incoporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
rnembkrs only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-68 Quality Standard, DSB-89 Bracing
Specification, and HIB-91 Handllng Installing end Bracing Recommendation available from Truss Plate Institute, 583 D’ Ondfrlo Drive, Madison, WI 53719 YiTek Industries, Inc.
R656434 ‘Job TNU TNSS Type atv pc
DAYCARE 05A KINGPOST 1 1
-” . 6-04 , 12-04 , -I I 6-04 6-04
LOADINQ @sf) SPACINQ 3-04 CSI DEFL (in) floc) Vdefl TCLL 16.0 Plates Increase 1.25 TC 0.79 Verl(LL) -0.06 7-8 >999
TCDL 14.0 Lumber Increase 1.25 BC 0.50 Verl(TL) -0.08 7-8 >999 BCU 0.0 Rep Stress lncr NO WB 0.11 Hon(TL) 0.01 7 da BCDL 5.0 Code UBCACBO 1st LC LL Min Ydefl= 240
4x4 =
PLATES GRIP
M20 186l148
Weight: 62 Ib
6.00
15x4 II /fi
3x4* 3x4* tftl 15x4 I1 8 15x4 I I
15x4 I I
a 3x45 3x45
3x5 II 15x4 II 15x4 II 15x4 I1 15x4 I I 3x5
A WARNING - Verifj, design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verlically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support ot individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
II
TNSS Truss Type QtYw I Job
DAYCARE
-_ . 6-04 I 12-04
6-04 6-04 t 1 I
058 COIWON 2 1
4x4 =
LOADING @sf)
TCLL 16.0
TCDL 14.0 Bcu 0.0 Bcm 5.0
3x5 II 1x4 II
SPACING 2-0-0 CSI
Plates Increase 1.25 TC 0.55
Lumber Increase 1.25 Bc 0.33
Rep Stress lncr NO w0 0.07 Code UBCnCBo
!- 6-0-4 I 12-04 I
DEFL (in) (loc) Udefl
Vert(LL) -0.04 56 >999
VeIt(TL) -0.05 5-6 >999
Hon(TL) 0.01 5 nla
1st LC LL Min Udd = 240
6-04 6-04
Plate Offsets KY): [1:0-1-3,0-2-111, [5:0-1-3,0-2-111
I I I I PLATES GRIP M20 1w14a
Weight 48 Ib
REACTIONS (lblsize) 1=4211MB, 5=421/0-58 Max Hotz lr-lMyload case 3)
Max Grav 1=533(load case 4). 5r533Qoad case 3) Max Upliil=-75(load case 3). !+75(load case 4)
FORCES ab) - First Load Case Only
TOP CHORD 1-2r438.23r438.3+-438,4-+-438
BOT CHORD 1-6=376.5-60376
'WEBS 36--60
NOTES
1) All plates am M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lii loads per Table No. 164,
3) A plate rating reduction of 20% has been applied for the green lumber members.
4) Provide mechanical connection (by others) of truss to bearing plate capable d withstanding 75 Ib uplii at joint 1 and 75 Ib uplift
5) This INSS has been designed for both UBC-94 and ANSblPI1-1995 plating criteria. 6) Load case(s) 3.4 has been modilied. Building designer must review loads to verify that they are correct for the intended use of
7) THIS TRUSS IS DESIGNED FOR 1OOW MAX HORIZONTAL (DRAG) LOAD.
-
\ UBC-94. '
at joint 5.
this truss.
SEP 2 8 1998
LOADCASQS) Standard Except:
3) User defined: Lumber Increasel.33. Plate Incrmse4.33 Uniform Loads @Io
Vert: 1410.0,5-6=-10.0,1-2=25.6,2-3=14.5.3+-70.5.4-5=-81.6 Hon: 1-2~134.7.230170.0. 3+170.0,4-S134.7
L
A WARNING - Vertfl design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mllek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIE-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Industries, inc.
DAYCARE
LOAD CASyS) -a) Usor define& Lumber Increase4 33, Plate Increase-1 33 UnHm Loads @n) Vert: 1410.0. ~10.0,1-241.6,2+70.5.3414.5,4-5=25.8 HOE 1-2r-134.7,2+170.0,34-170.0,44~134.7
056 CaMMoN 2 1
A WARNING - Ver~ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional ternporaly bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivety, erection, and bracing, consult OST-88 Quality Standard, DSB-89 Bracing
Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Buss Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719 MiTek Industries, hC.
Job TNSS TNSS Type
DAYCARE 05C COMMON
4x4 =
R656436 w ply
2 1
LOADING @sf) SPACING 3-0-0 CSI DEFL (in) (loc) Vdefl TCU 18.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.06 5-6 >999
TCM 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) 0.08 5-6 2999 Bcu 0.0 Rep Stress lncr NO WB 0.11 Horz(TL) 0.01 5 nla
BCDL 5.0 Code UBcllCBO 1 st LC LL Min Vdefl = 240
LUMBER
TOP CHORD 2 X 4 DF No.20
BOT CHORD 2 X 4 DF No.20
WEBS SLIDER
2 X 4 DF StudlStd-G
Len2 X 8 DF No.2 3-2-15. Right 2 X 8 DF No.2 3-2-15
PLATES GRIP M20 186/148
Weight: 57 Ib
BRACING TOP CHORD Sheathed or 5-1-14 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 1oo-O on center bracing.
REACTIONS (IWsize) 1=632/058.5=632&5-6
Max Hon 1=-1M4(lmd case 3) Max Upliftlr-7yload case 3, SZ7yload case 4)
FORCES Ob) - First bad Casa Only TOP CHORD 1-24!57.2-3r-657. *-657,4-*-657
BOTCMD 1-6=563,56563
,WEBS -90
NOTES 1) All plates are M20 plates unless othecwise indicated. 2) This truss has been deslgned for a 10.0 psf bottom chord li bad nonconcurrent with any other live loads per Table No. 1&B,
3) A plale rating reduction d 20% has been applied for the green lumber mmb. 4) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 75 Ib uplifl at joint 1 and 75 Ib uplifl
5) This truss has been designed for both U6C-94 and ANSVTPI 1-1995 plating criteria. 6) Load case(s) 3.4 has been modifii. Building designer must review loads to verify that they are correct for the intended use of
7) THIS TRUSS IS DESIGNED FOR loooI MAX HORIZONTAL (DRAG) LOAD.
LOADCASQS) Standard Except:
3) User Wined: Lumber Increase1.33, Plate Increasesl.33
UBG94. - ' '
at joint 5.
this truss. SEP 2 8 1998
Uniform Loads (pH)
Verl: 1410.0,5-&-10.0,1-2=25.6.2-3=14.5.3-4=-70.5.4-5=81.6
HOIZ 1-2434.7,2-3470.0.3-e170.0, 4-5434.7 4) User defined: Lumber Increase4 33, Plate Inweasd .33
Continued on page 2 A WARNZNG - verifj, &sip parameterr and READ NOTES ON THIS AND REWRSE SIDE BEFORE USE
Specificatlon, and HIS-91 Handling Installing and Bracing Recommendation available from TNSS Plate institute, 583 D'
Design valid lor use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility 01 building designer - not truss designer. Bracing shown is lor lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB49 Sraclng
Onofrio Drive, Madison, WI 53719 MiTek hdualriea, he.
Job TNSS Truss Type aty
DAYCARE ox: COMMON 2
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is lor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivety. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HIE-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D MITok Industries, Inc.
R656436 Pt
1
Onofrio Drive, Madison, WI 53719- 1
Job TNSS TNSS Type Qw
DAYCARE 050 CCAMON 2
-- .
R656437 ply
1
t 5-44 I 10.94 .-
5-44 5-4-8 I
LOADING (p59 SPACING 2-04 TCLL 16.0 Plates Increase 1.25
TCDL 14.0 Lumber Increase 1.25
BCU 0.0 RepStresslncr YES BCDL 5.0 Code UBcilCBO
4x4 =
CSI DER (in) (loc) Udefl PLATES GRIP TC 0.40 Vert(LL) -0.02 5-6 >999 M20 186/148
Bc 0.21 Vert(TL) -0.03 5-6 >999 w0 0.11 Horz(TL) 0.00 4 nla 1st LC LL Min Udd = 240 Weight: 52 Ib
6.00
1 1
5
1x4 II 310= 1x4 I1
I !i48 0 10.94 I I
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No24 WEBS 2 X 4 DF StudlStd-G .Except* 1-6 2 X 4 DF No.2-G. 3-4 2 X 4 DF No.2-G
REACTIONS (lb/size) 6=366/058.4=366KL5-8
BRACING
TOP CHORD Sheathed or 6-04 on center purlin spacing, except end verticals.
BOT CHORD Rigid ceiling direclby applied or 6-04 on center bracing.
FORCES (lb) - Fid Load Caw hby
TOP CHORD 1-2~284.23..-284,1&-340,3-4r340 BOT CHORD 5-6=0.4-5=0
WEBS 2-5=-59.1-5=260.3-~260
NOTES
1) All plates are M20 plates unless dheNvise indicated. .2) This truss has been designed for a 10.0 psf bottom chord lii load nonconcurrent with any other lii loads per Table No. 16-8,
. UBC-94.
3) A plate fating reduction d 20% has been applied for the green lumber members. 4) This truss has been designed for both UBC-94 and ANSVTPl1-1995 plating criteria.
, LOADCASYS) Standard
I
SEP 2 8 1998
A WARNING - fin5 &sip parameters and hE4D NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection. and bracing, consult ClST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from TNSS Plate Institute, 583 D' Onotrio Drive, Madison, WI 53719 MlTek Industries, Inc.
Job TNSS TNSS Tvpe
DAYCmE 05E COMWON
-.. . 5-44 10-Bo .- I I
5-44 5-44
R858430 atvw
2 1
V l- 3
1.5~4 I I &lo= 1.5~4 II
.i
LOADING (ps9 SPACING 2-0-0 CSI DER (in) (loc) Vdefl
TCDL 14.0 Lumber Increase 1.25 BC 0.25 VertQ -0.03 5-6 ~999
BCLL 0.0 Rep Stress lncr NO WB 0.26 HorzFL) 0.01 4 nla
BCDL 5.0 Code uBc/IcBo 1st LC LL Min Udefl = 240
TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.02 5-6 >999
LUMBER
TOP CHORD 2 X 4 DF N0.2-G
BOT CHORD 2 X 4 DF No.2-G
WEBS
1-6 2 X4 DF No.2-G. 3-4 2 X 4 DF No.20
OTHERS 2 X 4 DF StudlStd-G
REACTIONS (lblsize) b366/058.4=366M5-8
2 x 4 DF StudlStd-G rxcept’
Max HOR 6=-1046[load case 3)
PLATES GRIP M20 1w148
Weight: 65 Ib
BRACING TOP CHORD Sheathed or 6-04 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 5.1 1-1 on center bracing.
Max Uplk-l78&d case 3),’4=-178Qoad case 4) Max Grav6=575(load case 4), 4=575(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2+284.2*-284,1&-340, -340 BOT CHORD -0, -0 .WEBS 25+-59.1-5=260. -260
NOTES 1) All plates are M20 plates unless otheNvise indicated. 2) Truss to be fully sheathed from one face or securely braced against lateral movement @.e. diagonal web). 3) Gable studs spaced at 1-40 on center.
4) For studs exposed to wind, sea MiTek Standard Gable End Detair
5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other li loads per Table No. 168.
6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection @y others) of truss to bearing plate capable of withstanding 178 Ib upli at joint 6 and 178 Ib
8) This truss has been designed for both UBC-94 and ANSVTPl l-1995 plating criteria.
9) Load case@) 3.4 has been modified. Building designer must review loads to verify that they are correct for the intended use of
-
UEC-94.
SEP 2 8 1998 upli at joint 4.
this truss.
-2=22.0.2-%-78.0
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memders only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
-~
R656438 Job TNSS Truss Type QW pw
DAYCARE OS€ COMRON 2 1
,
I
-
meters and proper incorporation of is for lateral support of individual web the responsibility of the erector. Additional
Specification, and HIB-91 Handling Installing and Bracing Recommendation available from TNSS Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TNSS TNSS Type arv
DAYCARE 068 COMMON 2
-- ..
R656439 ply
1
I 6-13 12-11-5 1 1-84 22-5.1 1 28-51 1 I 35-54 I I I I , I 8 I 61 3 610-3 4-9-3 4-9-3 Mu) 6-1 1-5
4x4 =
LOADING (psf) SPACING 2-24 CSI DEFL (in) (loc) Vdefl
TCU 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.19 1-11 r999 TCDL 14.0 Lumber Increase 1.25 Bc 0.94 Vert(TL) -0.40 1-11 >855 Bcu 0.0 Rep Stress lncr NO WE 0.88 HonQ 0.04 8 nla BCDL 10.0 Cod0 UBCllcBO 1st LC U Min Vdefl = 240
11
PLATES GRIP
M20 1w148
Weight: 157 Ib
10
3x45 3x4 = 5x8= 3x4= 1x411
~~ ~
LUMBER TOP CHORD 2 X 4 W No20
BOT CHORD 2 X 4 DF No.1-G rXcept*
WEBS
SLIDER
1-10 2 X 4 DF NO.lLBtf4
2 X 4 DF StudlStd-G rxCep 7-8 2 X 4 DF No24 L& 2 X 4 DF No.2 3-3-8
BRACING
TOP CHORD Sheathed or 3-6-14 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-04 on center bracing, Except: 6-04 on canter bracing: 8-9. WEBS 1 Row at midpt 4-10
REACTIONS (lbkize) 1=1228/0-5-8,8=1228/0-5-8
FORCES ab) - First load Cese Onty
TOP CHORD 1-%1914,23r-1914, 3-+163!5,4-52988, 5+-988.6-72465,7811206
BOT CHORD 1-11~1664,10-11~1233.9-10--805,8-930 WEBS j.lln297. 4-11~470,4-102610,5-10=574,6-1~138.6-9=-794.7-9=908
NOTES 1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonwncumnl with any other live loads per Table No. 16B.
3) A plate rating redudion d 20% has been applied for the green lumber members. 4) This truss has been designed for both UBC-94 and ANSvrpl1-1995 plating criteria.
LOAD CASQS) Standard
UBC-94. ' '
SEP 2 8 1998
A WARNING - Verij'j design parameters and WD NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectom. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppoR of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivety, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Sp%catlon, and HIE-91 Handling lnstalllng and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrlo Drive, Madison, WI 53719 YiTek krdu8trlea, krc.
Job TNSS TNSS Type otv
DAYCARE 06c C-N 2
.-- .
R656440 ply
1
I 61.3 I 12-11-5 I 1 7-8-8 I 22-5-11 13-82 35-54 , I ,I 61-3 61&3 4-94 4-93 1-2-7 11-814
4x4=
LOADING @s9 SPACING 2-00 CSI DEFL (in) (loc) Udetl
TCDL 14.0 Lumber Increase 1.25 Bc 0.94 Vert(TL) -0.39 1-10 >721 BCLL 0.0 Rep Stress lncr YES WB 0.73 HorzflL) 0.03 8 nla
BCDL 10.0 Code UBCllCBO 1st LC LL Min Udefl = 240
TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.19 1-10 ,999
3x46 5x8= 3x4 =
PLATES GRIP
M20 1w148
Weight 140 Ib
SEP 2 8 1998
A WARNING - Ver& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MKek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded venically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral suppolt of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specilication, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, Wt 53779 MiTek Industries, Inc.
Job TNSS Truss Type
DAYCARE 06D COWWN
t 61-3 I 12-11-5 1 17-84 16-10,s . . 35-54
6-1-3 610-3 4-94 1-2-0 16-64 9 I
R656441 aty ply
2 1
3x4+
LOADING @st)
TCLL 16.0 TCDL 14.0 Bcu 0.0 BCDL 10.0
3x4 =
SPACING 2-04 Plates Increase 125 Lumber Increase 125
Rep Stress lncr YES
Code UBCflCBO
5x8=
1x4 II
DER (in) floc) Udefl
Vert(TL) -0.38 1-9 >591
Hon(TL) 0.02 7 nla
1st LC U Min Udefl = 240
Vert(LL) -0.19 1-9 ~999
I 9-1-4 I 1 7-64 1&10,s 35-5-0
9-1-4 a-7-4 1-2-0 16-64 II
PLATES GRIP M20 1w148
Weight: 121 Ib
Plate offsets (X,Y): [1:0-1-3,0-3-111, [8:0-44,04-01 ,
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS
SUDER
2 X 4 DF Studlstd-G Txcept’
672X4DFNo2-G LeA2 X 4 DF No2 3-3-8
TC 0.45
WB 0.30
REACTIONS flh’size) 1=749MS-8,7=749/0-5-S
FORCES flb) - Firsl Load Case Only TOP CHORD 1-22984,2-3484.3-40-715. cse88. W-88,672739 BOT CHORD 1-9r852, &e41 1,744 WEBS 3-9r-313,4+466,4-8..582.581-95, -674
‘NOTES .
1) All plates are WO plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. lSB,
3) A plate rating reduction of 20% has been applied for the green lumber members.
4) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
LOAD CASYS) Standard
UBC-94.
’
4
SEP 2 8 1998
A WARNING - Verfi design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFOE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer . not truss designer. Bracing shown is for lateral support of individual web
members only. Addnional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QSTge Quality Standard, DSB-89 Bracing Specification, and HIE-91 Handling Installing and Bracing Recommendafion available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 MlTek Industries, Inc.
DAYCARE
-- . .
06E C-N 2 1
t 613 I 12-11-5 144-14
6-14 6-10-3 1-1-9 0 1
LOADING @sf)
TCU 16.0 TCDL 14.0 Bcu 0.0 BcDL 10.0
I 9-14 I 14-0-14 I
9-14 4-11-10 , I
Plate Offsets (X,Y): [1:0-13,0-2-11~
I
SPACING 2-04 CSI
Lumber Increase 1.25 Bc 0.69
Rep Stress lncr YES WB 0.49
Code UBCllCBo
Plates Increase 1.25 rc 0.73 DEFL (in) (loc) Vdd Vert(LL) -0.18 1-6 >911 VertFL) -0.37 1-6 r454
Horz(TL) 0.01 5 n/a
1 st LC LL Min Udefl= 240
LUMBER
TOP CHORD 2 X 4 DF No.2-G
BOT CHORD 2 X 4 DF No.2-G
WEBS SUER
2 X 4 DF StudlStd-G
Left 2 X 4 DF No2 3-3-8
PLATES GRIP M20 law148
Weight: 72 Ib
REACTIONS (lblsbe) 1=557/0-5-8,5=557M5-8
FORCES (lb) - First Load Case Only
BOT CHORD 1-510, -0 WEBS 3&Jso, 4-6=483,4-5=509
NOTES
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16B,
3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed for both UBc94 and ANSvTpl1-1995 plating criteria.
TOP CHORD 1-24W!,2-3=-592. -297
.1) An plates a& M20 plates unless otherwise indicated.
UBC-94.
-
\ ' LOAD CASYS) Standard
SEP 2 8 1998
WAUNING - Veri3 design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded veriically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Braccng shown is for lateral support of individual web memkrs only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
DAYCARE
I 4-51 1 I 9-35 I
4-51 1 49-10
06F MONO TRUSS 2 1
2x6 II 3x4=
LOADING @sf) SPACING 200 CSI DEFL (in) (loc) Udefl
TCDL 14.0 Lumber Increase 1.25 Bc 0.22 Vert(TL) -0.02 67 >999 Bcu 0.0 Rep Stress lncr YES w0 0.21 HonflL) 0.00 6 nla
BCDL 10.0 Code UBCnCBO WW 1 st LC LL Min Vdefl = 240
TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.01 67 >999
PLATES GRIP M20 186/148
Weight 46 Ib
LOAD CASE(S) Standard SEP 2 8 1998
A WARNING - Verifj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MTTek connectors. This design is based only upon parameters shown, and is for an individual building wmponent to be installed and laded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web mem6ers only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consuit QST-88 Quality Standard, DSB-89 Bracing
Onofrio Drive, Madison, WI 53719 I
F
atv ply Job TNSS Truss Type
DAYCARE 06G MONO TRUSS 2 1 R656444
I I
4-5-1 1 1x4 I1
4-5-1 1 ...
SPACING 2-04 CSI DEFL (in) (loc) Vdefl LOADING @sf)
TCDL 14.0 Lumber Increase 1.25 BC 0.16 VertVL) -0.04 1-4 >999 ELL 0.0 RepStresslncr YES WB 0.00 Hon(TL) 0.00 n/a
BCM 10.0 Code UBOICBo 1st LC U Min Vdefl= 240
TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.02 1-4 ~999
PLATES 6RIP
hG!O lam48
Weight: 19 Ib
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-8,2-3=-8,34=-130
BOTCHORD 1+0
NOTES 1) All plates am M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 164
' uBG94. 3) A plate rating reduction d 20% has been applied for the green lumber members.
4) Provide mechanical connection (by others) of truss to bearing plate at joint@) 4. 5) Th+ tnnu has been designed for both UBc94 and ANSvTPl1-1995 plating criteria. ,
4 LOAOCASYS) Standard
SEP 2 8 1998
A WARNING - Vm~ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
membee only. Additional temporaty bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erectim, and bracing, consult QST-IUI Quality Standard, DSB-89 Bracing Speciilcation, and HIB-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 Ili1.k Industries, InC.
TNU Truss Type atvm R656445
I 61-3 I 12-11-5 I 17-84 , 22611 I 29-3-13 3p+a 35-5-0 , I I I I, 610-3 14-11 508 613 6-10-3 4-94 4-9-3
4x4=
DAYCARE
3x4= 1x411 1x411 5d)= 1x411 1x4 II 5x8= 2x8 II
1x411 1x411 1x411
1x4 I1 1x4 II 1x4 II
06.J COM\IION 1 1 I
LOADING (ps9 SPACING 2-04 CSI DEFL (in) floc) Vdefl
TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.23 1-15 2931
BCLL 0.0 Rep Stress lncr NO WB 0.03 Horr(TL) -0.06 1 da
TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.11 1-15 >999
BCDL 10.0 Code UBCnCBO wtri)o is4 LC U Min Udefl= 240
~~ ~
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.20 WEBS
OTHERS
SLIDER
2 X 4 DF StudStd-G Txcept.
7-8 2 X 4 DF No.2-G
2 X 4 DF StudStd-0
Left 2 X 4 DF No.2 3-3-8
PLATES GRIP M20 1w148
Weight: 203 Ib
BRACING TOP CHORD Sheathed or 3-44 on center pudin spacing, except end vsrticals. BOT CHORD Raid ceiling directly applied or 3-84 on center bracing.
2Rowrsatll3pts 69 WEBS 1 Row at midpt 4-14,5-14,614.7-9
REACTIONS (lb/size) 1=57110-5-8,14=1467/1084,8=126/058,9=224/1064,13=-95/1084,12=63/10-6-4,11=4/10-6-4.10=59/1084 Max Horz 14=-3118(load case 3), 9=2763(load case 4)
Max Grav 1=16lO(load cam 4). 14=2980(load case 4), 8=2191(load case 3). 9=786(load case 3), 12=122(load case 2), 11=20(load case 2), 10=97(load case 2) Max Uplii1~923(load case 3). 1421229(load Case 3). 8=2065(load case 4), 9---505(load case 4), 13..-186(load cas8 2)
FORCES (lb) -,First Load Case Only
.'TOP CHORD 1-P-781.2-3r-645.34424, csI318. 5-6=313,67~180,7-8270
BOT CHORD 1-1~638,14-15p126,13-14;.0.12-13..0.11-1~0, 10.11=0, 9-10=0,8-9408 WEBS 3-15r374,15-16p532,4-1b535.4-172645.17-18p-647,14-18z668,14-19.-456.5-192451,14-2~-363,
. .- 62~-352,69r44.7-9r217.1617~5.18-1~27.19-20=29.9-20=-9 -
' NOTES ' 1) AII plates are M~O plates unless ottwwise indicated.
2) Gable studs spaced at 140 on center. 3) For studs exposed to wind, see MiTek *Standard Gable End Detair 4) Thm truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads per Table No. 16-8.
5) A plats rating reduction d 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable d withstanding 923 Ib uplift at pint 1,1229 Ib uplii at joint 14,2066 Ib uplii at joint 8.505 Ib uplii at joint 9 and 186 Ib uplii at joint 13.
7) This truss has been designed for both US94 and ANSvTp( 1-1995 plating criteria. 8) Load case@) 3.4 has been modiied. Building designer must review loads to vsrify that they are correct for the intended use of
9) This truss has been designed for 580(# Max. Horizontal (Drag) Load.
SEP 2 8 1998 UBC-94.
this tNSS.
building component to be inaalled and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
mem6er.s only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-69 Bracing
Specification, and HIB-91 Handllng Installing and Bracing Recommendation available from Truas Plate Instltute, 583 D MiTek Industries, inc.
DAYCARE
A WARNING - En3 design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual
building component lo be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing SpecWication, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Ondrio Drive, Madison, WI 53719 MiTek krdualries, Inc.
OW COhMoN 1 1
,e-
Job TNSS Truss Type atv
DAYCARE 07A COMMON 12
R656446 PlY
5d=
F. l-
01
-3
5x59
5.56 ki J
CSI DEFL (in) (loc) Vdefl
TCDL 14.0 Lumber Increase 1.25 BC 0.47 Vertw) 0.191415 2999
BCLL 0.0 Rep Stress lncr NO WB 0.57 Horr(TL) 0.04 11 nla Bcm 5.0 Code UBCnCBO Wtk) 1st LC LL Min Udefl = 240
LOADING @sf) SPACING 2-04
TCLL 16.0 Plates Increase 1.25 TC 0.31 Verl(LL) 0.02 15 >999
3x45
PLATES GRIP M20 1w148
Weight: 518 Ib
I 4E3= 1818 15 19 14 20 13 12 2111 10 4xa=
2x6 II 4x6= 4&= &a= 7x6= 4x6= 2x6 I1
LUMBER TOP CHORD 2 X 4 DF No.20
BOT CHORD 2 X 8 DF No24
WEBS
WEDGE
REACTIONS (lblsize) 1=2992/0-58.9608M5-8.11=812~514
2 X 4 DF StudlS1d-G Txcept.
Right 2 X 4 DF Sludlstd $13 2 x 4 DF ~0.20.1-12 2 x 4 DF ~0.20
Max Upliib08(load case 1) Max Grav 9=45(load case 2). 11=8125(load case 1)
BRACING
TOP CHORD Sheathed or 5-2-14 on center purlin spacing, excepl end verticals. BOT CHORD Rigid ceiling directly applied or 6-04 on center bracing.
FORCES ob) - First Load Ca~e Onb
TO? CHORD 1-2rs920,231-5772,3924851.4523483,5-1~2544,5-6=3512.6-7~-2869, r-a=mio, a94612 BOT CHORD .i-i6=5ir5.16-i8--5ir5. isig15ir5, 151~5181, 14-1~5181, i4-20=4325,13-20=4346,12-13=252i.
WEBS 12-21=-1453,11-21=-1453.10-11=-1350,91c--1350 2-16~97,2-i~5. 3-15rr61.3-i4r-i066. ei+iri3.4-i3r-iwo. 13-ir=%i, 12-1r=-1305,6-ir=-w. r-1~5138 , r-ii=-=, aii=-ii2, a10=-281
NOTES
1) 2-pIy truss lo be connected together with 0.131W Nails as follows: Top chords connected with 1 row(s) at 0.94 on center. Worn chords connected with 2 row(s) at 0-40 on center. Webs connected as follows: 2 X 4 - 1 row(s) at 090 on center.
2) Except as shown below. special connection(s) required to suppwt mnoentrated bad&). Design of connection(s) is delegated to
’
the building designer. SEP 2 8 1998 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been desianed for a 10.0 &bottom chord live load nonconcurrent with arw other live loads DBT Table No. 16-8. - UBC-94. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 Ib uplii at joint 9. 7) This truss has been designed for both US94 and ANSUTPI 1-1995 plating criteria.
8) Lcad case(s) 1 has been modified. Building designer must review loads to verify thal they are correct for the intended use of this
LOAD CASQS) Standard Except:
IrUSS.
WARNING - desiign parameten and RE.1D NOTES ON THIS AND RE WRSE SIDE BEFORE USE
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quallty Standard, DSB-89 Bracing
Specification, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madlson. WI 53719 MiTek Industrles, Inc.
Job TWSS Truss Type QW
DAYCARE 07A ComAON 12
LOADCAsE(3) stondard Except: -3 Regular: Lumber lncrearrs+1.25, Plate )ncreassrl.25
Uniform Loads @n)
Concemlraled Load. (lb)
Vert: 1-2rE#).O. 2~-60.0,3460.0.4-51-80.0, sbbo.0. &7r6o.0,7-%60.0,8-!+60.0,1-16.1-10.0,1618r-10.0, 15.1&-1O.O. 1519.1-10.0, 1419.1-10.0, 142*10.0.13-2*10.0,12-13=-10.0,12-21=-10.0.11-21=-10.0,10-11-10.0,9-10=-10.0
Vert: 13-4506 12-1908 181-340 19=-734 201-980 21=-2388
R656446 PlY
SEP 2 8 1998
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of comppnent is responsibility of building designer - not truss designer. Bracing shown iS for lateral support of individual web members only. Additional temporary bracing to insure stability during COnStNCtiOn is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HiB-91 Handling installing and Bracing Recommendation available from Truss Plate instltute, 583 D' Onofrio Drive, Madison, Wi 53719 MiTek Induslries, Inc.
TNSS I 'Ob R656447 Truss Type
5
DAYCARE 19 1 088 CATHEDRAL
LUMBER TOP CHORD 2 X 4 DF No.1LBtr-G Txcept.
BOT CHORD 2 X 4 DF No.2-G
WEBS
SLIDER
59 2 X 4 DF No.2-G
2 X 4 DF StudlStd-G
Left 2 X 4 DF No2 3-7-7, Right 2 X 6 DF No.2 4-06
LOADING @sf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl TCLL 16.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.2011-12 +999 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vertm) -0.3611-12 +910 BCU 0.0 Rep Stress lncr YES w0 0.56 Hon(TL) 0.17 10 da
BCDL 5.0 Code UBCnCBo 1st LC LL Min UdeR = 240
BRACING
TOP CHORD Sheathed. 60T CHORD Rigid ceiling directly applied or 6-04 on center bracing. WEBS 1 Row at mid@ 51 1
PLATES GRIP
M20 law148
Weight: 174 Ib
REACTIONS (ltdsize) 1=927/&5-8. 9=144/0-5-8,l[F1390M5-8
FORCES ob) - First Load Case Only
Max Uplifl9=5O(load case 2)
TOP CHORD 1-2r-2448.2-3r2448, 3+-1719,4511719. 5&-626,6-7626,7-0=236.8-9=236
BOT CHORD 1-13r2186.12-13.r2186,11-12~818.10-11~266.4101-214
WEBS ~13r70.3-12~-586,4-12~-317,512~1386.511~446.611~299.7-11~950.7-1Q-1263
NOTES
1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16B.
3) A plate rating reduction of 20% has been applied for the green lumber members.
4) Bearing at joinl(s) I considers parallel to grain value using ANSUTPl 1-1995 angle to grain formula. Building designer should
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplii at joint 9. 6) This truss has been designed for both UBC-94 and ANSVTPI 1-1995 plating criteria.
LOAD CASE(S) Standard
UBC-94. - ' '
verirv capacity of bearing surface.
SEP 2 8 1998
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verlically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivety, erection, and bracing, consuti QST-88 Quality Standard, DSWS Bracing Specification, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Ondfrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TNSS TNSS Type atv
DAYCARE OBC COMMON 2
16 15 j4 13 12 6x10 II
3x4 = w= 3x4= &4*
R656448 prv
1
t 7-6-12 I 12-6-12 I 1 7-8-8 I 22-104 I 27-1M I 35-2-12
7-6-1 2 5-04 5-1-12 51-12 50-0 7-44 0-24 I I I
LOADING (psf)
TCLL 16.0
TCDL 14.0 BCU 0.0 Bca 10.0
Plate Offsets (X,Y): I1:0-0-12,0-3-111, [11:0-1-8.edgel, ~14:040,oso1, [ 18:0-1-12,0001.121S1-12,00-01. [42S1-12,0001, [45:0-1-12,C-W]
1 I I
SPACING 2-04 CSI Plates Increase 1.25 TC 0.92
Lumber Increase 1.25 Bc 0.95
Rep Stress lncr NO WB 0.97
Code uBc/IcBO wtm)
DEFL (in) floc) Udefl
Vert0 4.651415 615
Hm(TL) 0.14 11 nla
1st LC U Min Udell= 240
Vert(LL) -0.18 15 >999
PLATES GRIP M20 law148
Weight: 314 Ib
FORCES (lb) - Fird Load C~W Only
TOP CHORD 1-)3816.251-3713.34r3716.4-523299, 5&-1289,67~1379.7%-3236.8-923280.9-1Or3256,
10-114377
BOTCHORD 1-18r3260,151b3260,14-1~2862.13-1~2837.12-1~2859,11-12~2859 WEBS 4-lBp167,4-152524,51~506,5-17~1797,7-132330,8-1sl-29.8-1~-233,14-17~483.617~543.7-17~-1714
NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plater are M20 plates unless othefwise indicated.
3) All plates are 1 .Sx4 M20 unlesr otherwise indicated. 4) Gable studs spaced at 1-44 on center.
5) For studs exposed to wind, we Miiek Standard Gable End Detair 6) Thi INSS has been designed for a 10.0 pd bottom chord live load nonconcurrent with any other rive loads per Table No. 16B.
7) A plate rating reduction d 20% has been applied for the green lumber members. 8) Rwk(e mechanical connection (by others) oft- to bearing plate capable of withstanding 290 Ib upli at joint 12. 9) This INSS has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria. 10) Load case(s) 1 has been modified. Building designer must review loads to verify that they are correct for the intended use of
LOADCASYS) Standard Except:
- '
SEP 2 8 1998
UBC-94.
this INS.
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web mernb'ers only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HIB-Si Handling Installing and Bracing Recommendation availabie from nuss Plate Institute, 583 0 Onofrio Drive, Madison, WI 53719 MlTek Indueirles, In
Job TNSS Truss Tvpe atv
DAYCARE 08C COMMON 2
Trapezoidal Loads @If) Vert: 1=-6!5.0-to-2=-71.6,2=-71.6-t0-3=-73.1, 3--73.l-t0-4=-62.lI 4=-82.1-t0-51-93.0,5=-93.0-lo&-105.0, 6=-105.Mo-7=-92.9,7=-92.Std)r-81 .a, e81 .Eto-9=-72.8
,9.-72.Et~101-71.1,101-71.l-t~ll~bS.0
R656448 Pb
1
SEP 2 8 1998
Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporaiy bracing to insure stability during construction is the responsibility of the erector. Additional
Job Truss R656449 Truss Type
-- .
DAYCARE
t 7-6-12 1 12-6-12 , 17-04 22-10-4 I 27-10-4 I 35-2-12 35p-o
7-6-12 5-04 5-1-12 5-1-12 5-04 7-44 0-2-4
5x5=
000 COMMON 5 i
LOADINQ (ps9 SPACING 2-7-8 CSI DEFL (in) floc) Udefl TCLL 16.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.22 13-14 >999 TCDL 14.0 Lumber Increase 1.25 Bc 0.99 Vert(TL) -0.5713-14 r585 BCLL 0.0 Rep Stress lncr NO WB 0.81 Hoa(TL) 0.11 9 nla BCDL 10.0 Code UBCIlCBo (Matrix) 1st LC LL Min Udefl = 240
LUMBER BRACINQ TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 6 DF No.2-G Txcept'
WEBS
SLIDER
REACTIONS (IWsize) 1=2094/0-5-8.9=1901/0-5-8.10=339/058
TOP CHORD Sheathed or 2413 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
1-12 2 X 4 DF No.2-G. 9-12 2 X 4 DF No.16Btr-G 2 X 4 DF Stud1Std-G 'Except'
5-12 2 X 4 DF No.2-G Len 2 X 6 DF No.2 4-1-4, Right 2 X 6 DF No.2 3-11-4
Max Uplifll0=-320(bad case 3) Max Gm lQ753fload case 4)
FORCES ob) - First Load Case Only
TOP CHORD 1-2=-3708.2-3=-3594,3-4=-3117.4-5=-1432.5&-1511.6-7=-3064,7-8=-3104,0-9=-3216 BOT CHORD 1-14~3157,13-14~3157.12-13=2721,1i-12~2693.10-11~2711,9-1~2711 WEBS 3-14=234.3-13=-596,4-13=417.4-15=-1498,611=272,7-11=-39,7-1+-256,12-15=761,5-15=811.6-1!j=-1421
NOTES
1) This truss has been checked for unbalanced loading conditions. 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 168, Ue94. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical conneclion (by others) of truss to bearing plate capable of withstanding 320 Ib uplii at joint 10. 6) This INSS has been designed for both UBc94 and ANSVTPI 1-1995 plating criteria. 7) Load cas+) 1 has been modified. Building designer must review loads to verify that they are correct for the intended use of
PLATES GRIP M20 1W148
Weight: 210 Ib
this truss.
LOAD CASE(S) Standard Except: 1) Regular: Lumber lncreasel.25. Plate Increase--1.25
SEP 2 8 1998
Un';orm Loads @tt) Vert: 1-2~-78.7,2-3=-78.7,3-4=-78.7.4-5=-78.7,54-78.7.6-7=-78.7.7-~78.7, &9=-78.7,1-14=26.2.13-14-26.2, 12-1346.2,11-12~-86.2.10-11~26.2.9-1+-26.2
A WARNING - En& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
compgnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specification, and HlB-9i Handltng lnstallhg end Bracing Recommendation available from Truss Plate lnstftute, 583 D' Onotrlo Drlve, Madlson, WI 53719 I MiTek Industries, inc.
Job TNSS Truss Type ah,
DAYCARE 08E COhMON 1
T
01
R656450 ply
1
6.WW 3x4+
LOADING @sf) SPACING 2-04 CSI DEFL (in) (loc) Udefl
TCLL 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.08 1-14 >999 TCM 14.0 Lumber Increase 1.25 Bc 0.84 Verl(TL) -0.16 1-14 >555
BCLL 0.0 Rep Stress lncr NO WB 0.49 Hoa(TL) 0.08 9 nla Bcm 10.0 code UBCnCBO (Matm 1st LC LL Min Vdell- 240
3x45 AF
PLATES GRIP
M20 law148
Weight: 210 Ib
5
4x12= 4x4= 4x4 ..-_ ,. ... . .
Io 29 10 d
--
R656450 Job TNSS TNSS Type aty ply
DAYCARE WE CONMON 1 1
LOAD CASE(S) Standard Except: --- Uniform Load. Vert: 1-2r60.0.2-3.1-60.0,3-4=-60.0,4-5r60.0.56r60.0.6-7~-60.0,7~-60.0,8-9.-60.0,1-1~-20.0, 13-1&20.0.12~131-80.0, 11~12roo.0,1&11~20.0,
9.1*20.0
unifonn Loads @lf)
9.10=-20.O Ha: 1-2=300.3.23r362.0. 34362.0, 4-~362.0,5&362.0.6-7=362.0.7-8=362.0,6C+284.6
5) Usor defined: Lumber Increase4.33, Plele Increassll.33
vert: 1-2=81.1.2-3=62.5, 3-e62.5.4-5-62.5.~-ii8.5,6-7=-ii8.5.7g~-ii8.5. 8-~-i~.i.1-14=-20.0,13-14=-20.0,12-13=-w.0,11-12=a~.0,10-11=-20.0.
6) User defined: Lumber Increase4 33. Plate Increase-1.33
Uniform Loads (plf) Vert: 1-2=-137.1,2.3=-118.5,34--118.5,4-5=-118.5, -62.5.6-7r62.5, 7+62.5.8-9=87.1. 1-14=-20.0,13-14=-20.0,12-1~.0, 11-12=-80.0, lOll=-20.0, 9-10=-20.0 HOGC 1-2~-Jo0.3,2-3462.0, -462.0, -362.0, 54=462.0,67~-362.0.78r-362.0,8-C+-284.6
WARNING - Vtij’j design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE,
Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not fruss designer. Bracing shown is for lateral support of individual web menders only. Additional temporay bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall Struckure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery. erection, and bracing, consult QST-86 Quality Standard, DSB-89 Bracing
Specification, and HIE-91 Handllng Installing and Bracing Recommendation available from Truss Plate Instlute, 583 D Onofrlo Drive, Madison, WI 53719 MiTek Industrles, Inc.
TNSS TNSS Type otv I Job R656451 Pb
-_ ..
DAYCARE
t 7-1-12 I 14-04 I 17-04 I 22-7-8 , 26-80-1 35-50
7-1-12 6-10-4 3-80 4-11-0 4-04 aw I I I I
4x8 II
o(K; CATHEDRAL 2 1
1
4
LOADING @s9 SPACING 2-00 CSI DEL (in) (loc) Udefl TCU 16.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.14 9-10 >999 TCDL 14.0 Lumber Increase 125 Bc 0.72 Vert(TL) -09910.11 >999 BCLL 0.0 Rep Stress lncr YES WB 0.60 Horz(TL) 0.18 12 da
BCDL 5.0 Code UBCllCBO wtw 1st LC LL Min Udd= 240
...
PLATES GRIP MZO 186/148
Weight: 145 Ib
LUMBER
TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS 2 X 4 DF Stud/Std-G rXcept' 7-12 2 X 6 DF No24 LeA 2 X 4 DF No.2 3-7-7 SLIDER
BRACING
TOP CHORD Sheathed or 2-10.7 on center purlin spacing. except end verticals.
BOT CHORD Rigid ceiling directly applied or loo0 on center bracing. WEBS 1 Row at mid@ 5-9
REACTIONS (lblsize) 1=923/05-8.12=923/05-8
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-2558.2-3=-2450,3-4r-i~i. +5r-iwi, se-710,6-7=-tm, a12=923,7-&-917 BOT CHORD 1-11=2205, io-ii=2215, 9-ioa~. ae20 WEBS 3-11~38,3-1or55o,4102367.5-1011465,5!+438.6+-287,7-~774
NOTES
1) M plates are M20 plates unless otherwise indiied. 2) This tm has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6,
3) Gap between inside d top chord bearing and first diagonal or vertical web shall not exd 0.500in. 4) A phte rating redudion d 20% has been applied for the green lumber membecs. 5) Bearing at joint@) 1,12 considers parallel to grain value using ANSVTPl l-1995 angle to grain formula. Building designer should
6) This truss has been designed for both US94 and ANSVTPl l-1995 plating criteria.
LOADcASqS) Standard
UBG94.
' '
verify capocity d bearing surface.
SEP 2 8 1998
A WARNING - Vi& design parameten and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer ~ not lruss designer. Bracing shown is tor lateral supporl of individual web mem6ers only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection, and bracing, consult QST-BB Quality Standard, DSB-69 Bracing
Speclflcetion, and HIE-91 Handllng Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719 YiTek Industries, Inc.
Job TNSS
DAYCARE OBn
5
R656452 TNSS Type otv ply
CATHEDRAL 2 1
I 7-1-12 I 14-04 I 22-7-8 I 24-84 1 354-0
7-1-12 6-104 87-8 2-04 10-94 I I I I
Plate Offsets (X,Y): [1:04-10,0-2-01
DER (in) (loc) Udetl
Vert(TL) 0.25 10-11 ,999 Hoa(TL) 0.16 12 da 1st LC LL Min Vdefl = 240
Vert(LL) 0.12 9-10 ,999 LOADING @sf) SPACING
Lumberlncrease 1.25
BCLL Rep Stress lncr
BCM code UBCnCBO
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G
WEBS 2 X 4 DF StudlStd-G Txcept'
7-12 2 X 6 W No20
LeA 2 X 4 DF No2 3-7-7 SLIDER
PLATES GRIP M20 186/148
Weight: 141 Ib
CSI TC 0.59 BC 0.66 WB 0.55
(Matrix) I __________
BRACING
TOP CHORD Sheathed or 347 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 104-0 on center bracing. WEBS 1 Row at midpt 5-9
REACTIONS (lhldze) ln853105-8.12=853/0&8
FORCES (lb) - First Load Case Oniy TOP CHORD 1-2=-2319,25r-2221.3-421~, 45r-1565, s=a. 67=-315, a12=-853,7-82865 BOT CHORD i-ii=is. io-ii=m. 9-101650, awi WEBS 3-11~43.3-1Or592.4-1oe362,51O11346.C9z637,69.-262.7-~776
NOTES
1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 166.
3) Gap between inside of top chord bearing and first diagonal or vertical web shall not excBBd0.500in. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing etjoht(s) 1,12 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should
6) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
LOADCASQS) Standard
UBC-94. , - ,
verify capacity d bearing surface.
A WARNING - Verb design parameters and REflD NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer ~ not truss designer. Bracing shown is for lateral support of individual web menders only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QSTge Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
SEP 2 8 1998
Job R656453 TWSS TNSS Type
6-10-15
DAYCARE
6.00 112
oat CATHEDRAL 2 1
3x4 //
LOADING (ps9 SPACING 2-04 CSI DEFL (in) (loc) Udefl TCLL 16.0 Plates Increase I .25 TC 0.62 Vert(LL) -0.10 7-8 3999 TCDL 14.0 Lumber Increase I .25 BC 0.65 Vert(TL) -0.22 8-9 .999 BCLL 0.0 Rep Stress lncr NO WB 0.58 Hwr(TL) 0.14 10 da BCDL 5.0 Code UBCnCBO (Matrix) 1st LC LL Min Udefl = 240
7-1-1 3-84 4-1 14
PLATES GRIP M20 186i148
Weight: 123 Ib
4x6 II
12-94
3x4+ 3.00 112
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS 2 X 4 DF StudStd-G 'Except'
6-10 2 X 6 DF No.2-G SLIDER Lefl2 X 4 DF N0.2 3-5-14
REACTIONS (lb/size) 1=783/0-5-8.10=783/0-5-8 Max Horz 14 0070oad case 4) Max Uplifl1=-75(load case 3) Max Grav 1=9250oad case 4), 1017830oad case 1)
BRACING TOP CHORD BOT CHORD WEBS
Sheathed or 3-7-3 on center purlin spacing. except end verticals. Rigid ceiling directly applied or 1O-O-O on center bracing. 1 Row at midpt 6-10,5-7
FORCES (lb) -First Load Case Only TOP CHORD 1-2~-2093,2-3=-1999,3-4~-1320,4-5=-1299,5-6=:-109, 7-10=-783,6-7=-173
BOT CHORD 1-9=1795,&9=1803,7-8=459
WEBS 3-9=47,3-8=-639, 4-8=-379,5-8=1238.5-7=-785
. NOTES
1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 16-6, UBC-94. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 1, 10 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplifl at joint I.
7) This truss has been designed for both US94 and ANSUPI 1-1995 plating criteria. 8) Load case@) 3.4 has been modified. Building designer must review loads to verify that they are correct for the intended use
9) This truss has been designed for 1W Max. Horizontal (Drag) Load.
LOAD CASE(S) Standard Except: 3) User defined: Lumber Increase4.33, Plate Increassl.33
-
SEP 2 8 1998 of this truss.
Uniform Loads @lo Vert: 1-2~2.2,2-3=-5.5,~-5.5.4-5s-5.5,5-6=-50.5,1-9210.0,8-~-10.0,7-8=-10.0 Horn: 1-2~67.2,2-3=90.0.3-4=90.0.4-!5=90.0. -90.0 4) User defined: Lumber Increase-1.33. Plate lncreassl.33
-B-lO.O, 8-9p-10.0, 7-8.r-10.0
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web membters only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
Truss TNSS Type w
1:YCARE OBK CATHEDRAL 2
I I I I I I 1 HnR Framing Systems Inc.. Poway, CA 92064 4.0-32 s Jun B 1998 MiTek Industries, Inc. Mon Sep 28 10:54:24 1998 Page 1
R656454 ply
1
610-15 I 1440 , 17-84 , 22-84 I 35-5-0 1 4 610-15 7-1-1 3-8-8 4-11-8 12-94 I
4x6=
CSI
TC 0.54
BC 0.57
W0 0.74
(Matrix)
1 x4 6.00 112
3x45 -/
DEFL (in) (loc) Udefl PLATES GRIP
Vert(TL) -0.18 8-9 >999
Hon(TL) 0.11 10 nla 1st LC LL Min Udefl = 240
Verl(LL) -0.08 8-9 >999 M20 186/148
Weight: 118 Ib
1,
B- 5x5
9
1x4 5 1x4 II 10
3x4 5 3.00 112
I 7-1-12 , 14-04 I 20-80 ,2244, 35-5-0
7-1-12 610.4 68-0 290 12-90 I I I I I
Plate Offsets (X.Y): [1:04-2,0-1-12~
I I
LOADING @s9 TCLL 16.0 TCDL 14.0
BCLL 0.0
BCDL 5.0
SPACING 2-04 Plates Increase 1.25
Lumber Increase 1.25
Rep Stress lncr NO
Code UBCflCBO
LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS
SLIDER
2 X 4 DF StudStdG Fxcept' 610 2 X 6 DF No30 Lefl2 X 4 DF No.2 3-5-14
BRACING TOP CHORD BOT CHORD WEBS
Sheathed or 4-14 on center purlin spacing. except end verticals. Rigid ceiling directly applied or 1O-O-O on center bracing. 1 Row at midpt 61 0
REACTIONS (IWsize) 1=713/0-5-8,10=713/0-5-8
FORCES ob) - First Load Case Only
TOP CHORD 1-2~1848,2-3=-1766.34~1045.4-5p-1030,5-6=60,7-10=-713,67~-105 BOT CHORD 1-9=1587, 8-9=1592.7-8=264
WEBS 3-9=55, -482. -492, 5-8=1128,5-7=679
NOTES 1) All plates are M20 plales unless othehse indicated.
3) Gap between inside of top chord bearing and first diagonal or vettical web shall not exceed 0.SM)in. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 1, 10 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should wr.@ capacity of bearing surface. 6) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
LOAD CASE(S) Standard
.2) This truss has been designed for a 10.0 psf bollom chord live load nonconcurrent with any other live loads per Table No. 16B, UBC-94.
-
\
4
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality wntrol, storage, delivery, erection, and bracing, consult OST-88 Ouality Standard, DSB-89 Bracing Specification, and HIM1 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Induetrlee, Inc.
Job TWSS Truss Type oty
DAYCARE 08L COMMON 1
e- .
R656455 ply
1
t 6-13 I 12-11-5 I 17-04 1&7+ I I ,I 6-1-3 6103 4-94 0-11-0 1 6-94
4x4=
3X4Q
LOADING @sf) SPACING 2-04 CSI DEFL (in) (loc) Uddl
TCLL 16.0 Plates Increase 1.25 TC 0.84 Vett(LL) -0.19 1-9 >999
TCDL 14.0 Lumber Increase 1.25 BC 0.99 VerivL) -0.37 1-9 r568 BCU 0.0 Rep Stress lncr NO WB 0.41 Hm(TL) 0.02 8 nla
BCDL 10.0 Code UBCACBO 1st LC LL Min Udefl = 240
3X4=
PLATES GRIP MZO 186/148
Weight: 191 Ib
5x8=
15x4 II
I I I I I I HnR Framing Systems Inc., powpY. CA 9206) 4.0-32 L Jun 9 1998 MTdr Industries. Inc. Mon Sep 28 08:1352 1998 Page 2 '
LOAD CASyS) -- . TrPpazoMal Lopd.
Uniform Lop& @n)
Vert: lr[i5.M0-2r-71.5,2~-71.5-1~-78.5,3=-78.5-t&-94.2,4r-94.24~105.0, sI-105.W0%=-103.2
2) UBC: Lumber Increase-1.25, Male lncreasa=1.25
vect: 1-2-28.0,2a=-28.0, 3-e-28.0, *5r-28.0. I-MO.O, aor4O.o,7&-40.0 Trepddal Load. Vert: 5168.2-1&=-64.8
building component to be installed and loaded veitically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporaly bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing SpecHlcation, and HIB-91 Handllng Installing and Braclng Recommendation available from Truss Plate Institute, 583 D
Onofrio Drive, Madison, WI 53719 YiTek Industries, hc.
Job TNSS Truss Type
DAYCARE 08M COMMON
-_ ._
R656456 ocy Pb
1 1
1 61-3 I 12-115 1 1694 I J550
613 61W 3-91 1 18-84 I
LOADING (ps9 SPACING 24-0 CSI DEFL (in) (loc) Vdefl TCLL 16.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.18 1-7 a999 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vertm) -0.37 1-7 r536 BCLL 0.0 RepStresslncr NO WB 0.58 Horz(TL) 0.01 6 n/a
BCDL 10.0 Code UBCllCBO 1st LC LL Min Udefl = 240
PLATES GRIP M20 186/148
WeigM. 93 Ib
NOTES
1) All plates are M20 plates unless Dthelwise indicated. 2) Thii truss has been designed for a 10.0 pd bottom chord lii load nonconcurrent with any other live loads per Table No. 165,
3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2159 Ib upli a1 joint 1.
5) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
6) Load case(8) 3,4 has been modified. Building designer must review loads to verify that they are correct for the intended use d
-
\ UBC-94. t
this SEP 2 8 1998 - ~~- 7) Thk truss has been designed for 46OW Max. Horizontal @rag) Load.
LOADCASqS) Standard Exce~pt: 3) User defined: Lumber Increase4 33, Plate Increasenl.33 Uniform Loads @If)
Vert: 1-2451.2,23r114.5.3+114.5, c5p114.5,1-7~-20.0.67~20.0 Hon: 1-2r453.1.23r510.0.34r570.0.4-5=570.0
4) User defined: Lumber Increase=l.33, Plate lncreasenl.33
,Continued on page 2 A WARNING - Ver$ design parameters and READ NOTES ON THIS AND REWRSE SIDE BEFORE
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer ~ not truss designer. Bracing shown is for lateral support of individual web mernblers only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall'structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST-BS Quality Standard, DSB-89 Bracing
Specification, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instltute, 583 D'
Onofrio Drive, Madison, WI 53719
Job TrUSS TNSS Type Qb
DAYCARE 08M cow4oN 1
LOAD CASE($) -- . Uniform Loads @If) Vert: 1-2~207.2,2-3-170.5, 3+-170.5,44-170.5, 1-74?0.0.6-7~-20.0
HCUZ: 1-2453.1,2~r570.0, ;c46n.o. ~70.0
R656456 pc
1
Design valid for use only with Mild connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral supporl of individual web
memders only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Onofrio Drive, Madison, WI 53719
Job TNSS TNSS Type Qw
DAYCARE 08N CATHEDRAL 1
R656457 ply
1
~ ~~ ~
LUMBER TOP CHORD 2 X 4 DF No.1-G 'Except' 5-10 2 X 4 DF N0.16Btr-G
BOT CHORD 2 X 4 DF No.2-G
WEBS OTHERS SLIDER
2 X 4 DF StudIStd-G 2 X 4 DF Studmd-G LeA2 X 4 DF No.2 3-5-14. Right 2 X 6 DF No.2 4-04
LOADING (ps9 SPACING 240 CSI DER (in) (la) Udefl
TCLL 16.0 Plates Increase 125 TC 0.98 Verl(LL) -0.1412-13 ~999 TCDL 14.0 Lumber Increase 125 Bc 0.96 Veti(TL) 0.42 12-13 ,781
BCLL 0.0 Rep stress lncr NO WB 0.72 Hoa(TL) 0.19 11 da
BCDL 5.0 Code UBCnCBO (Mat@ 1st LC LL Min Udefl = 240
BRACING TOP CHORD Sheathed or 2-54 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 5-34 on center bracing. WEBS 1 Row at mid@ 5-12
PLATES GRIP M20 1w148
Weight 274 Ib
REACTIONS (IWsize) 1=1009~,lQr301#5-8,11~2429#5-8 Ma* Uplif1102301(load case 1)
FORCES Qb) - Fitst Load Case Only
TOPCHORD ldi2779.2-5r-2685, -1977, c5r-1958. BOT CHORD 1-14p2414,13-142439,1~807.12-62~765,11-12~1081.11-63=-%1,1~961 6-7~429.7-8=1221.8-~1100, Sl(Fl090
..WEBS 3-14=9!3,3-13G4!j, 4-13r382.5-15r1769,5-12~-846,6-12~-238.7-12~1543.7-11~-1955
NOTES
1) All plates are M20 plates unless otherwise indicated. 2) All plates am 1.&4 M20 unless olherwise indicated.
3) Gable dudr spaced at 1-40 on center. 4) For studs exposed to wind, 5) This truss has been designed for a 10.0 psl bottom chord live load nonmncunent with any other li loads per Table No. 16-B.
6) A plate rating reductin of 20% has been applied for the green lumber members. 7) Bearing atjoint(s) 1 considers parallel to grain value using ANSVTPl 1-1995 angle to grain formula. Building designer should
8) Prwide mechanical connection (by others) O~~NSS to bearing plate capable of withstanding 301 Ib uplift at pint 10. 9) This ~IIISS has been designed for both UBG94 and ANSVTPl l-1995 plating criteria. 10) Load case@) 1 has been modiied. Building designer must review loads to verify that they are coned for the intended use of
LOAD CASE(S) Standard Except: 1) Regular: Lumber Increaswl.25. Plate Increaswl25
- .-
MiTek Standard Gable End Detair
UBC-94. SEP 2 8 1998
verify capaciry of bearing surface.
this truss.
WARNING - Venfj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during wnstruction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delively. erection, and bracing, wnsult QST-88 Quality Standard, DSB-89 Bracing
Speclflcatlon, end HIE-97 HSndlhg Installing and Bracing Recommendation available from Truss Plate Instltute, 583 D' Ondrio Drive, Madison, WI 53719 MiTek industries, inc.
Job TNSS TNSS Type atvw
DAYCARE 08N CATHEDRAL 1
SEP 2 8 1998
R656457
1
A WARNING - En$ design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is lor lateral support of individual web members only. Additional temporaly bracing lo insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
labriialion. quality control, storage. delivery, ereclion, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
DAYCARE
-_ ..
08P CATHEDRAL 2 1
24-84
I 7-1-12 I 1co-o I 17-86 I 22-74 I 27-6-8 27+4 35-54 I I I I 7-1-12 6-10-4 4-1 1-0 4-11-0 0-1-12 6-94
0-11-12 - MI1
12
11
1.5~4 II
LOADING @d) SPACING 2-04 CSI DER (in) (Ioc) Udefl
BCLL 0.0 RepStressInu YES WB 0.59 Horz(TL) 0.18 10 n/a BCDL 5.0 Code UBCflCBO 1st LC LL Min Udefl = 240
TCLL 16.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.21 11-12 .999
TCDL 14.0 Lumber ttrcrease 1.25 BC 0.69 Vert(7.L) -0.39 11-12 r851
PLATES GRIP M20 1861148
Weight: 157 Ib
5) Thiistru& h& been designed for both UEC-94 and ANSllTPll-1995 plating criteria.
LOAD Cr\sE(S) Standard SEP 2 8 1998
A WARNING - Ver& &sign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component lo be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility 01 the erector. Additional permanent bracing 01 the overall struclure is the responsibility of Me building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specificatlon, and Hie-91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D’
Onotrio Drive, Madlson, WI 53719 MiTek Indueirlee, hc.
Job TWSS Truss Type Qw
DAYCARE 08Q CATHEDRAL 2
30-8-0
I 7-1-12 I 14-04 I 1780 I 22-74 I 27-84 27.184 I s54 I I I I 7-1-12 61 0-4 34% 4-1 1-0 4-11-0 0-1-12 4-94
2-11-12 4ne II
R656459 ply
1
3x4+
3
6
3x4+
7 3x4Q
REACTIONS (lbkize) 1=~5-8,1031181K)-sg
MRCW ob) - First Load Case Only
WEBS ~1~70.3-12=-577.4-12=-317,5-12=14
NOTES
TOP CHORD 1-21-2533,23r-2533. -181 1, CSrl BOTCHORD 1-132262,12-13r2262,11-12~881.1Q’
8
1) AI1 plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 pf bottom chord live load nonconcurrent with any other lie loads per Table No. 166,
3) A plate rating reduction d 20% has been applied for the green lumber members. 4) Bearing at joint(s) 1 considen parallel to grain value using ANSblFl 1-1995 angle to grain formula. Building designer should
5) Thk truss has been designed for both UBC-94 and ANSVTFI 1-1995 plating criteria.
LOADCASE(S) Standard
UBC-94. - ’
verify capacity d bearing sutfam.
SEP 2 8 1998
1
A WARNING - Verfi &sign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incolporation of
comppnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery. erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Hendling Installing and Bracing Recommendation available from Truss Plale Institute, 583 D’
Onofrio Drive, Madison, WI 53719 MlTek Induslrles, Inc.
11
LOADING (ps9 SPACING 2-00 CSI DEFL (in) (loc) Udefl
TCLL 16.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.21 11-12 a999 TCDL 14.0 Lumber Increase 1.25 Bc 0.69 Vertm) -0.3811-12 >857 Bcu 0.0 Rep Stress lncr YES WB 0.58 HonflL) 0.18 10 nla BCDL 5.0 Code UBCnCBO 1st LC LL Min Udd= 240
PLATES GRIP
M20 186,448
Weight: 161 Ib
TNSS TNSS Type
IZYCARE 08R CATHEDRAL
I I I I I I I HnR Framing Systems Inc.. Poway. CA 92064 4.0-32 s Jun 9 1998 MTek Indudries. Inc. Mon Sep 28 08:1359 1998 Page 1
oly pc
2 1
-_ . 7-1-12 I 14-W , 17-64 I 22-7-8 I 27-68 27W 32-84 ,J55.0( I I 1 I 7-1-12 6104 3-84 4-110 411-0 0-1-12 4-11-12 2-90
4
0
-3
a
11
1) All plalcw ore M20 piales unless otherwise indicated. 2) Thii INSS has been deslgned for a 10.0 psf bottom chord live load nonconcurrent with any dher live loads per Table No. 16-6,
3) A plate roting reduction of 20% has been applied for the green lumber members. 4) Bearing at joint@) 1 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should
5) This truss has been designed for both U-94 and ANSUTPI 1-1995 plating criteria.
LOAD CASUS) Standard
UBG94. '
verify capacity of bearing surface.
LOADING (ps9 SPACING 2-04 CSI DEFL (in) (loc) Udefl
TCDL 14.0 Lumber Increase 1.25 Bc 0.68 Vert(n) -0.38 11-12 +870
BCLL 0.0 Rep Stress lncr YES WB 0.57 Horz(TL) 0.17 10 n/a
BCDL 5.0 Code UBCnCBo 1st LC LL Min Udefl= 240
TCU 16.0 Plates Increase 1.25 TC 0.89 Vett(U) 4.21 11-12 +999
SEP 2 8 1998
PLATES GRIP M20 186/148
Weight: 167 Ib
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comwnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quallty Standard, DSB-89 Bracing Specificatlon, and Hi591 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TNSS TNSS Type OtYPtv
DAYCARE 08s CATHEDRAL 2
t I I .34-8-0 I 17- I 22-74 27-6-0 27- -- . 7-1-12 14-04 js-sp , 8 8 7-1-12 6-104 35-8 4-11-0 4-11-0 0-1-12 6-11-12 0-94
R656461
1
LOADING (psf) SPACING 200 CSI DEFL (in) (loc) Vdefl TCU 16.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.21 11-12 r999 TCDL 14.0 Lumber Increase 1.25 Bc 0.66 Vertm) -0.37 11-12 ~882 Bcu 0.0 Rep Stress lncr YES WE 0.54 Horz(TL) 0.16 10 n/a BCDL 5.0 Code UBCnCBO 1st LC LL Min Vdefl = 240
LUMBER TOP CHORD 2 X 4 DF No.1-G %xcept*
BOT CHORD 2 X 4 DF No.26 WEBS
SLIDER
5-9 2 X 4 DF No.2-G
2 X 4 DF StdStd-G Left 2 X 4 DF No.2 3-7-7, Right 2 X 8 DF No.2 3-6-5
PLATES GRIP M20 186f14a
Weight: 174 Ib
BRACING TOP CHORD Sheathed.
BOT CHORD Rigid ceiling directly applied or 6-04 on center bracing.
WEBS 1 Row at midpf 5-1 1
REACTIONS (Ihlsize) 1497/DSg. loP1525D-5-8
FORCES Ob) - First Load Case Only
TOP CHORD 1-2=-2341,2-3=-2341,3-4=-i6o2.4-$r-i6o2.56r49o. 6-7=-490.7+454, as454 BOTCHORD 1-1~2osO,12-1~2090,11-12~738.1~11r-465.91~-404 WEBS 3-13r70,3-12~-597,4-12~317,812~1337.5-11..530.6-11~-299,7-11~1033,7-lOr1353
NOTES 1) All plates are M20 plates unless othehse indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 168,
3) A plate rating reduction d 20% has bean applied for the green lumber members.
4) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should
5) This truss has been designed for both UBG94 and ANSVTPl l-1995 plating criteria.
UBG94. -
,' verify capacity of bearing surfam.
LOAD CASE@) Standard
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
comwnent is responsibility of building designer - not truss designer. Bracing shown is for lateral suppart of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST-BB Quality Standard, DSB-89 Bracing
SpecMcation, and HIE91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719 MiTek Induslrles, Inc.
TNSS I Job R656462 Truss Type
..
DAYCARE
I 43-13 I aw
4-3-13 4-5-3
i
09A MONO TRUSS 12 1
1.w I I
LOADING @sf) SPACING 2-04 CSI DEFL (in) (loc) Udefl
TCU 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 1-6 ~999
TCDL 14.0 Lumber Increase 1.25 BC 0.17 VertVL) -0.02 1-6 ~999 BCU 0.0 Rep Stress lncr YES WB 0.13 Hon(TL) 0.00 5 nla BCDL 5.0 Code UBCnCBO 1st LC LL Mn Vdefl= 240
154 II
PLATES GRIP
M20 186/148
Weight: 44 Ib
3x4=
A WARNING - Ver& design parameters and READ NOTES ON THISAiVD REVERSE SIDE BEFORE USE.
Design valid for use Only with MKek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation ot
compOnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members oniy. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall Struclure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delively, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
Specificatlon. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719 MITek Industries, Inc.
Job TNSS Truss Tvpe
DAYCARE 10A COWVlON
*_ . 5-04 I 1W-O
500 5-04 I 1 I
&4=
R656463 aty ply
1 1
0
0
(c.
LOADING (psf) SPACING 24-0 CSI DEL (in) (loc) Udefl TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.02 16 *999 TCDL 14.0 LumberIncrease 1.25 Bc 0.30 Vetl(-rL) -0.03 1-6 ,999 BCU 0.0 RepStresflncr NO WB 0.02 Hon(TL) 0.01 5 da BCDL 5.0 Code UBCilCBO 1st LC U Min Udefl = 240
LUMBER
TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS 2 X 6 DF No.2-G SLIDER Left 2 X 4 DF No.2 2-74, Right 2 X 4 DF No2 2-7-8
REACTIONS (lblsize) 1=551/0-5-8,5=551/0-5E
FORCES (lb) - Fird Load Case Only
BOT CHORD 16.1628.56-828
WEBS -81
TOP CHORD 1-21-730,2*730, -730, -730
PLATES GRIP M20 1w148
Weight: 42 Ib
BRACING
TOP CHORD Sheathed or 6-04 on center purlin spacing.
BOT CHORD Rigid ceiling directly applied or 1O-O-O on center bracing.
NOTES
.l) Except as shk below. special connectiinQ required to support concentrated load@). Design of connectiin(s) is delegated to
2) All plates are M20 plates unless othefwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live luad nonconcumt with any other live loads per Table No. 16-5.
4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for bdh UBC-94 and ANSVTPI 1-1995 plating criteria.
the building designer.
UBC-94.
LOAD c/\sE(S) Standard
1) Regular: Lumber Increase4 25, Plate Increased 25 SEP 2 8 1998 Uniform Loads
Concentrated Loads Ob) Veit: 1416.2.5-6=-16.2,1-2=-60.0,2-3260.0.3-4=-60.0.4-5=60.0
Vert: 3r-339
WARNING - Vert8 design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabncation, quality control, storage, delivety, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing
SFcification, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D
Onotrio Drlve, Madlson, WI 53719 MiTek Industries, Inc.
Truss I Job R656464 Truss Type
DAYCARE
LUMBER BRACING
TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G
WEBS SLIDER
REACTIONS Owsize) i=xicucss. h5-r~
TOP CHORD Sheathed or 60-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or loo0 on center bracing.
2 X 4 DF S1WStd-G LeR 2 X4 DF No.2 2-8-1, Right 2 X 4 DF No.2 2-8-1
Max HOIZ l=-lO5O(bd 3) Max Uplii1=-132(lwd case 3), 5=-132(load case 4) Max Grav 1=512(load msa 4). 5=512(load case 3)
FORCES ob) -First Load Case hty TOP CHORD 1-2~359,23r-359, 3+-359.452359 BOT CHORD 1&305, -305 .WEBS 3650
NOTES
1) All plates are M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. l&B,
3) A plate rating reduction d20% has been applied for the green lumbar members.
4) Provide mechanical connection (ty others) of truss to bearing plate capable of withstanding 132 Ib uplii at joint 1 and 132 Ib
5) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
6) Load case@) 3.4 has been modified. Building designer must review Joads to verify that they are me13 for the intended use of
7) THIS TRUSS IS DESIGNED FOR 1- MAX HORIZONTAL (DRAG) LOAD.
. -
UBc94.
uplii at joint 5. SEP 2 8 1998
this truss.
LOADCA!E(S) standard Except:
3) User ddined: Lumber Increase4 33, Plate Increase4.33
Uniform Loads (pH) Vert lbz10.0.5&-10.0.1-2=41.3.2-3=24.5.3-4=-80.5,45297.3
Design valid for use only with Mil& connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
compQnent is responsibility of building designer. not truss designer. Bracing shown is for lateral support 01 individual web members Only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST-BB Quality Standard, DSW9 Bracing
Speciticatlon, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D Onofrlo Drive, Madison, WI 53719 MiTek Industries, inc.
10B COMMON 3 1 I
LOADING @sf) SPACING 2-0-0 CSI DEFL (in) (loc) Udetl TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.02 1-6 >999
TCDL 14.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.03 1-6 >999
BCLL 0.0 Rep Stress lncr NO WB 0.06 Horz(TL) 0.01 5 n/a BCDL 5.0 Code UBCnCBO 1 st LC LL Min Udd = 240
PLATES GRIP
M20 186/148
Weight 40 Ib
DAYCARE
LOAD CASE@)
--4) User denned: Lumber Increase4 .a, Pkte ~ncrspur1 .a Uniform Losdr (pH)
Vert: 1410.0, -10.0, 1-21-97.3,23*1)05. -24.5, -41.3 HOIZ: 1-2r-159.1.2Jr-210.0.34-210.0.4-5r-159.1
1OB COMMON 3 1
SEP 2 8 1998
A WARNING - Ver8 &sip parameters ana' RE/ID NOTES ON THIS AND REVERSE SIDE BEFORE USE
Design valid for use only with MiTek connectors. This design is based only upn parameters shown, and is for an individual
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during Construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quallty Standard, DSB-89 Bracing Specificatlon, and HlB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instllute, 583 D Ondfrio Drive, Madison, WI 53719 MiTek Industries, Inc.
Job TWSS TNSS Type
DAYCARE 11A COMMON
I 568 I 104-2 I 15.1-13 I 19-11-9 I 24-95 269 I I I I 5-6-6 4-9-12 4-9-1 2 4-9.1 2 4-9-12 1-2-11
R656465 w Ply
22
I 5-6-6 I 10-2-11 I 15.1-13 I 19-11-9 I 2600 I I I I 56-6 4-8-5 4-11-2 4-9-12 64-7
Plate Offsets (X,Y): p:0-2-8.03-01, (9:0-40,0-58], [10:0-40.0-6-0]
LOADING @s9
TCU 16.0
TCDL 14.0
BCU 0.0 BCDL 5.0
SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.22
Lumber Increase 1.25 BC 0.43
RepStresslncr NO W0 0.70
Code UBCnCBO (Matrix)
DEFL (in) (ioc) Udefl
Horz(TL) 0.00 8 n/a
1 st LC LL Min Udefl= 240
VertKL) -0.03 a9 >m
vertv~) 0.07 a9 rm
BRACING
TOP CHORD BOT CHORD
PLATES GRIP M20 186/148
Weight 388 Ib
Sheathed or 600 on center purlin spacing. except end verlicals.
Rigid ceiling directly applied or 600 on center bracing.
REACTIONS (ibfsiue) 1=47kM-8,8=323QK)-W.l1=4527/1M8
FORCES Ob) - Fimt Load Case Only TOP CHORD 1-2~419.2-Jr660. -2096, e521922. 56=-1927,87r64,7&-103 BOTCHORD 1-12~-331,11-12e331.11-13r-497.1&13u197,9-104926,89.296 WEBS 2-12r-134.2-11=-269,3-114213,3-1~3157,4-1Or29,4-9r249,5-9r303,6-9=3133.6-85-2246
Nom
'l) 2-ply truss lobe connected together with 0.131W Nails as follows: Top chords connected with 1 ~(s) al0-94 on center. Bottom chords connected with 2 row(s) at 0-94 on center. Webs connected as follows: 2 X 4 - 1 Ws) at 0-94 on center. 2) All plates are M20 plates unless othemke indicated. 3) The truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any dher live loads per Table No. 16-8.
4) A piate rating redudin of 20% has been applied for the green lumber members. 5) This truss has been designed for both US94 and ANSiKPl l-1995 plating criteria.
UBC-94. ' '
LOAD CASE(S) Standard .--- 1) Regular: Lumber lncreasepl.25, Plate Increawl.25 Uniform Loads 0.0, 5&-60.0,6-7~-60.0.1-12~10.0.11-12~10.0,11-1Jr-10.0
SEP 2 8 W98
Verk 1-260.0,2-3=40.0.34260.0,4-526
Vert: 13=485.&t0-10=-439.8.10=439.&10-~-390.4,9.390.4-t~-330.0 Trapezoidal Loads
.--. UWT71-f
c
A WARNING - Verifi &sip parameters andREAD NOTES ON THLS AND REWR.FF .FIDF RFFORF IITF
r.-I ,., ~,~ .Ir comppient is responsibility of building designer - not truss designer. Bracing shown is for lateral su~~. . . members only. Additional temporary bracing to insure stability during construction is the resDonsibilitv of the erector. Additiona
~~~ ~ ~ _._.._______I______I. I_ - Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building comDonent to be installed and loaded verticallv. Awlicabililv of desion naramebrs and nrnoer incorporation of
permanent bracing of the overall structure 7s the responsibility of the building designer. For'generai guidance regarding fabrication, oualih, control. storaoe. deliverv. erection. and bracino. consult OST-~ Ouality Standard, DSBgg Bracing
inart ai inrlividiial wah ,I
ible from Wss Plate Institute. 583 D' YiTok Indunlrirs, hc. =, . . . - - - __ __
Specification, and HIE-91 Haniling instilling and 'Bracing Recommendation avallr , --- - __.. ~ ..---_._-- Onofrio Drive, Madison, WI 53719 I
TNSS TNSS Type lJob R656466 otvw
-- .
DAYCARE
I 6-0-2 I 13012 I 19-1-13 I 25-8-3 . 1 I I 64-2 6-4-10 61-1 66-7
110 MONO TRUSS 3 1
1.514 II
CSI DEFL (in) floc) Udefl
TCDL 14.0 Lumber Increase 1.25 Bc 0.48 Vert(TL) -0.1410-11 r999 BCU 0.0 RepStresslncr YES WB 0.34 Horr(TL) 0.02 8 nla BCDL 5.0 Code UBCllCBO 1st LC LL Min Udetl= 240
LOADING @69 SPACING 2-04 TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.09 10-11 r999
7 T
9
10 9
PLATES GRIP
M20 1w148
Weight: 140 Ib
3x45 15x4 // 3x4= 3x4= w= 3x4=
LUMBER TOP CHORD 2 X 4 DF No90 BOT CHORD 2 X 4 DF No.20 WEBS 2 X 4 DF StudlStdO rxcept' 7-0 2 X 4 DF No.20
SLIDER Lett 2 X 6 DF No2 3-2-13
BRACING
TOP CHORD Sheathed or 64-0 on center purlin spacing, except end verticals.
BOT CHORD Rigid ceiling directly applied or loo0 on center bracing.
WEBS 1 Row at mid@ 746-8
REACTlONS Qbkue) 8=6oyO-5-8,1=477/058,11=706xM8 Max Grav 11=722(load case 2)
FORCES Qb) - First Load Case Only TOP CHORD 1-2~-652.2-3r652.3-4p-220,45r-220, 5+-371,67..-0.7~-192 BOT CHORD 1-12~590,11-12~565.10-11r4oo, 9-10=332,&9432 WEBS 3-12~58,3-11446.5-11r-421.5-1Or-71.6-101127. -502
NOTES
I) All plates am M20 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8,
3) A plate rating reduction of 20% has been applied fw the green lumber members.
4) This truss has been designed for both UBc94 and ANSvTPl l-1995 plating criteria.
LOAD CASyS) Standard
UBC-94. ,'
SEP 2 8 1998
Design valid for use only with MiTek connectors. This design is based only upon paramelers shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
compvnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection. and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Spqclficatlon, and HiB-97 Handling installing and Bracing Recommendation available from TNss Plate institute, 583 D'
Onofrio Drive, Madison, WI 53719 MiTek krduslrios, krc.
DAYCARE
-- . 8412 I 169% 4
8412 8412
12A COlVMON 1 1 J
I 0412 I 16-94 I
0412 8412
I I
LOADING @sf) TCLL 16.0 TCDL 14.0 Bcu 0.0
BCDL 5.0
SPACING 2-04 CSI
Plates Increase 1.25 TC 0.81 Lumber Increase 1.25 Bc 0.87 Rep Stress lncr NO WB 0.06 Code UBCllCBo
DEFL (in) (loc) Udd
Vert(LL) -0.08 4 2999
Vert(TL) -0.18 4 2999
Hoaw) 0.06 3 n/a 1st LC LL Min Udefl= 240
~ ~~ ~~
BRACING TOP CHORD Sheathed or 2-84 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-04 on center bracing.
PLATES GRIP
M20 186/148
Weight: 80 Ib
REACTIONS (lblsbe) 1=1968/0-5-S. 3pl96sMs-8
FORCES (lb) - First Load Case Only
BOT CHORD 1-4p4060, -4060 WEBS 2-4p326
NOTES 1) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 2) All plates are M20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord lii load nonconcurrentwith any other live loads per Table No. 16B,
' UBC-94.
4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for both UBC-94 and ANSUTPI 1-1995 plating criteria.
TOP CHORD 1-2=-4348,2-3=4348
LOADCASE@) Standard
1) Regular: Lumber IncreasrP1.25, Plate Increawl.25 Uniform Loads (pH)
Concentrated Loads ob)
4
Vert: 1-4=39.5, 3-4=-39.5,1-240.0,2-3=60.0
vert: 2-2294 SEP 2 8 1998
A WARNING - En& design parameters and READ NOTES ON THIS AND REWRSE SIDE BEFORE USE.
Design valid for use only with bllTek mnnectors. This design is based only upon parameters shown, and is for an indlvidual
building component lo be installed and loaded vertically. Applicability of design parameters and proper incorporation of
wmpOnent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing. consuil QST-88 Quality Standard, DSB-89 Braclng
Specification, and HIB-91 Handling installing and Bracing Recommendation available from TNSS Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719 YlTek Indualries, Inc.
TNSS Truss Type I&
DAYCARE
I 4-04 I b3-9
4-04 4-3-1
-_ .
1 I-
128 MONO TRUSS 2 1 1
1x4 II
LOADING @s9 SPACING 240 CSI DEFL (in) (loc) Udefl
BCLL 0.0 RepStresslncr NO WB 0.22 Horz(TL) 0.01 5 nla
BCDL 5.0 code UBCnCBo (Math) ist LC LL Min Udd= 240
TCU 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.01 6 >999
TCDL 14.0 Lumber Increase 1.25 Bc 0.22 Vert(TL) -0.03 5-6 .999
PLATES GRIP M20 lW14a
Weight: 38 b
LOADCASE(S) Standard 1) Regular: Lumber Increasw1.25. Plate Increasenl.25 Trapezoidal Loads (plf) Vert: 1 r-0.0-t0&-14.5,6=-14.5-10-5=-29.3. l=O.0-t0-2=38.7,2=38.7-1&=-07.3,3=-87.3-tO-e-176.0
SEP 2 8 1998
A WARNING - Veri& design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection, and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIE-91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D
Onofrio Drive, Madison, WI 53719 MlTek Industries, Inc.
.-.
R656469 Job TrUSS TNSS Tw otv pc
DAYCARE 1zc MONO TRUSS 1 1
-- . 64-10 I 12-3-14 I 1 I- 64-10 6-3-4
LOADING @s9 SPACING 240 CSI DEFL (in) floc) Vdefl TCU 16.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.04 5-6 >999 TCM 14.0 Lumber Increase 1.25 Bc 0.54 VertUL) -0.09 5-6 +999 BCLL 0.0 RepStresslncr NO WB 0.66 Hom(TL) 0.01 5 nla BCDL 5.0 Code UBCllCBO 1st LC LL Min Vdefl = 240
1x4 II
PLATES CRlP M20 186/148
Weight: 56 lb
3x5 II 1x4 II 3x4=
____
LUMBER
TOP CHORD 2 X 4 DF No.16Btr-G BOT CHORD 2 X 4 DF No.2-G WEBS
SLIDER
2 X 4 DF StudlStd-G rXcept* 4-5 2 X 4 DF No.2-G Left 2 X 4 DF No.2 3-04
BRACING
TOP CHORD Sheathed or 5Qo on center purlin spacing. except end verticals.
BOT CHORD Rigid ceiling directly applied or loo0 on center bracing.
REACTIONS (IWsize) 1=43810-5-8.5=075Q-1-8
FORCES Ob) - First Load Case Only
BOT CHORD 163793,560793 WEBS 3-6r94.352857
'NOTES
1) All plater are M20 plates unless otherwise indicated. 2) Thii truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,
3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) d truss to bearing plate at joint@) 5.
5) This truss has been designed for both UBC-94 and ANSllTPI 1-1995 plating criteria.
LOAD ClrSyS) standard 1) Regular: Lumber Increase=l.25, Plate Increase1 25
TOP CHORD 1-2-7.2-s-847. 3446,452471
UBG94.
' '
Trapezoidal Loads @It)
Vert: 1 rO.0-t~15.3,6215.310-5z3o.8,1~0.0-t0-242.5,2=-42.5-t~91.9. >-91 .SIO-e-184.8
SEP 2 8 1998
A WARNING - Verifj design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with Mmek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
compwent is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing. consult QST-88 Quality Standard, DSB-EI) Bracing
Specification, and HiB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, Wi 53719 MiTek Induslrles, Inc.
bc TNSS Truss Type ww
Tl SCISSOR 1
/A\
1 SC5314 I
I 5
3.00m wRATK)NoF
4x5 5
(NCREASE ON CENTER SPACING '
4x5 =
PLATE
TCOL 10.0
BRACING TOP CHORD Sheathed of 3-04 on center pudh spacing. BOT CHORD 1-8:6-3-0.7-8.6-3-0. G76-3-0, tSb:M. \ CUMBER TOP CHORD 2 X 4 DF-G No.1
BOT CHORD 2 X 4 DF-G No.1 WEBS 2 X 4 DFG StudlStd
REACTIONS (Ibslsbe) 1=QOWO-3-8. W
STRESS INC.
COMBINED
STRESS WDEX MaxHon l--68(hdcase2) Ma Uplift 1=-198(I0ad tas~ 4). 5+-198(load cas^ 4)
FORCES
BOT CHORD 5-6=23?2.6-7=2372. ?+23?2.1+=23?2
TOP CHORD 1-2r-2597.2-3..-1821.3+-1821. e5P-2597
WEBS 2-84 19,2-7474.3-7~1338,4-7~4.4-6419 #WIND NOTES
l)Thlstnrtrhrs~~deslgn~fforthewindloodt~enenttrdby80.0m.p.h.winds.t25.0~8bovr~roMdkwl,uthrO5.0p.s.f.topchord~loldurd5.0p.c.r Fmz chord dead bad. 100.0 mlet from hurricane oceanline, on a category I endosed building, of dimensbns 45.0 by24.0 with eqKKwa C (ASCI2 7-93). Lumber Increase = 1.33, Plate Increase = 1.33.W end verticals are exposed. 2) SIMPSON H2.S connecton recommended to cannect truss to bearing walls due to uplii as follows One connector at )oint(s) 1,s. 3) A plate fating reduction of 20% has been applied for the grwn lumber members.
LOAD CASE(S) Standard
/ InC.
.. .
psf DESIGN LOAD
..
.. '
. ..-.. . -
.. . 24"O.C:' ''. . 48"Q.C. .. 72".0.C. . Q6",O.C, ..
.. . .. .. . . NIA . . NIA .. NIA;.,'.
.. .. . . . . : _. ' .
IX4lKlL~Dl. .' ' ' . 1500 1x4 STUDISTANDARD D.F. 2000 . 1x4 CONSTRUCTION D.F. 2000 1x4 IND. 45 S.Y.f'. 3000
1x4 ft2 SRB (OF, H.F.. SPI.) saoo
11,600 i1,400 NIA NIA 2x2 #2, STD, CONST, OR 6TR (SW. OF. W, OR SPF)
2x4 12. STD. CONST, OR 8TR 12,000 12.000 11,600 8,900 1 [SYP, OF, HF, OR SPF) *.
I
.. ..
COWRESSlON WEB BRACING RECOMMENDATIONS
--- - MAXIMUM WEB COMPRESSlON FORCE (LBS.)
I TRUSS SPACING BRACING MATERlAL I
.:
18,000 18,000 14,000 I'"""" .
2x6 112. STD. CONST. OR ETR (SYP. OF. HF, OR SPF)
1. AT 20'4" MAX. INTERVAk %" BRACING 1s REQUIRED TO TRANSFER THE CUMULATNE
LATERAL FORCE INTO THE ROOF AND/OR CEILING 0,WHRAGM (TO BE DESIGNED BY A
QUALIFIED BUILDING DESIGNER).
2. CALCULATIONS ARE BASEDON LATERAL BRACING CARRYING 2% OFTHE WEB FORCE.
3. CONNECT LATERAL BRACETO EACH TRUSS Will TWO 160 COMMON WIRE NAILS.
4. U\TERAL BRACING SHOULD EE CONTINUOUS AND SHOULD OVERW AT LEASTONE . TRUSS SPACE FOR CONTINUITY.
5. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,
(THREE 160 NAILS FOR 2x6 UTERAL BRACES.)
CONSULT OS889 TEMPORARY BRACING AF METAL CONNECTED WOOD TRUSSES AND
TRUSS PLATE INSW.
HIE-91 HANDLING, INSTALLATION AND BRAClNG RECOMMENDATIONS FROMTHE
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STANDARD GABLE END DETAIL,
VERT. HEIGHT.
UP TO 7'4'
7-8' - 8'-6'
OVER 8'-6'
WIND SPEED 70 MPH. MEAN WALL HEIGHT 15 FT. EgP.0 fm=m BY nunr OFnCE.
H NAIL AT e END
2 - 16d
3 - 16d
4 - 16d
* DIAGONAL OR L-BRACING TRUSSES AT 24' O.C.
SPACING OF VERTICALS
12 INCH O.C. '
REFER TO
rv4 OR -33 TYP.
WITHOUT BRACE WITH LATERAL BRACE WITH L-BRACE
5-7-2 14-3- 12 10-4- 14
%u VARIES TO COMMON TRUSS
NOTE; TOP CHORD MAY BE NOTCHEO
16 INCH O.C.
24 INCH O.C,
.$&\ END WITH VERTICAL Q 16' ex
5- 1-0 12-4- 12 9-5-8
4-5-4 10-1-7 8-0-3
CONT. BEARING. I - 3x6 SPL. OPT.
SPAN TO MATCH COMMON TRUSS.
TYPICAL 2x4 L-BRACE NAILED TO
2x4 VERTICALS W/8d NAILS, 8' O.C. vERT1crkEE!l
SECTION A-A. , *
~~ I LATERAL BRACING NAILING SCHEOULE. 1
I MAXIMUM VERTICAL STUDS HEIGHT, I
-0AOING (PSF) LO
TOP 16 14 BOTTOM 0 10 SPACING: 3b Inch O.C.
STR. INCR. : 25 %
ORAWN 8Y : JB
CHECKED BY : JAI
REP. STRESS: YES 1 M1Tek Industries Inc. Approved f'
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1998
0.C.
LOADING (PSFI
TOP 12 1: BOTT 0 10
PUTES ARE HITEK @0-186,147 HANUFACNRED FROn ASTH A 'U6 GRD A GALVANIZED STEELCEXCEPT AS SmM() PUT€ llUST BE XNSTAUEO ON UCH FACE OF JOINT, SWlHETRICAUY(MCEPT AS SHOWN)OESIGN CONFORHS WITH NOS DESIGN SPECS, UEC-ICBO,TPI-W THIS DESIGN IS FOR TRUSS FABRICATION 0NLY.FOR PEWANENT AND TMPORARY BRACIMXUHICH IS ALYAYS REQDXONSULT BUG ARCHITECT OR ENGINEER.
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A LOADING (PSF
TOP 16 14 BOTT 0 10
L MINIMUM GRADE OF LUMBER TOP CHORD:2*4 NO.1 91 DF-L BOT CHORD:2*4 NO.1 91 DF-L WEBS :2*4 STANDARD 91 DF-I. .............................................................................. STR.INC.: LUMB = 1.25 PLATE = 1.25 . SPACING 24.0 in. 0. c. REPETITIVE STRESSES NCT LLSEO NO. OF M~MBERS = 1
PLATES ARE RITEK H20-186,147 RANUFACTURED FROM ASTH A ‘446 GRD A GALVANIZED STEELCEXCEPT AS SHOWN)
PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETRICALLY(EXCEPT AS SHOUNIDESIGN CONFORMS WITH NDS DESIGN SPECS, UBC-ICBO,TPI-9l
THIS DESIGN IS FOR TRUSS FABRICATION ONLY-FOR PERMANENT AND TEMPORARY BRACIffi(UH1CH IS ALUAYS REQD)CONSULT BLDG ARCHITECT OR ENGINEER
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USA
FAX PlS] 631 8225
TELcp"E P16) 631 7811
-
VALLEY FRAMING OVER ROOF TRUSSES AT 24" 0.C. REFER TO SC024972, PAGE 2 OF 2 FOR DETAILS
LOADING
TOP CHORD LIVE LOAD
TOP CHORD DEAD LOAD
BOTTOM CHORD DEAD LOAD
psf
30 MIN, 50 MAX
14 MIN, 15 MAX 5 MIN, 10 MAX
LOAD DURATION 0% MIN,. 15% MAX '
WIND LOADING 80 MPH, EXP.B
BLDG. HEIGHT 30'""
VALLEY FRAMING
VALLEY RAFTERS SHALL BE 2x4 No. 2 D.F.L., HEM FIR,, OR BETTER
RIDGE RAFTERS SHALL BE 2x6 No. 2 D.F.L., HEM FIR, OR BETTER
2x4 PLATES SHALL BE No. 2 D.F.L., HEM FIR, OR BETTER
2x6 PLATES SHALL BE PER PLAES SPECIFICATIONS
POSTS SHALL BE 2x4 STUD D.F.L., HEM FIR, OR BETTER
USE SINGLE POST FOR LENGTHS UP TO 6'-3"
USE DOUBLE POST FOR LENGTHS UP TO 6'-3" TO 10'"'' MAX.
POST SPACING SHALL NOT EXCEED 4'-0"
NAILING
PLATES TO .TRUSSES OR VALLEY FRAMING, USE 10d NAILS
POSTS TO PLATES OR RIDGE RAFTER, USE THREE lad TOE-NAILS
VALLEY RAFTER TO RIDGE RAFTER, USE FOUR 10d TOE-NAILS
DOUBLE POSTS, NAIL TOGETHER WITH 10d NAILS AT 12' O.C.
ROOF SHEATHING
NOTE: TRUSS CHORDS BENEATH VALLEY FRAMING MUST BE SHEATHED
VALLEY VENTILATION PER BUILDING DESIGNER
ROOF SHEATHING AND NAILING PER PLAN SPECIFICATIONS (BY OTHERS)
DO NOT CUT CROSS TOP CHORDS
SC024972, PAGE 1 OF 2, REV. 7/24/96
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- NAILS-ON EACH SIDE
MiTek Industries, Inc.
P.O. Box 7359 St. Loult. MO &,m
MVlDE EQUAUY FRONT AND BACK
ATTACH 2x -SCABOF ME SAME sm AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF TRUSS (CENTERED ON BREAK OR SPUCE) W1 CONSmUCTlON QUALITY ADHESNE AND lod COMMON WIRE NAILS mo ROWS K)R W. 4.THREE ROWS FOR W 6) SPACED 3' O.C. STAGEREGAS SHOWN. ( 6" 0 .C - PER FAc
THE LENGTH OFME BREAK (C) SHALL NOT EXCEED-1 2'. (C = PLATE LENGTH FOR SPUCE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (U IS CAlCULATED AS FOLLOWS: - A
THE LOCATION OF A ERW MUST aE GREATER THAN OR EQUALTO ME REQUIRED x DIMENSION RX)M ANY PERlMEiER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOlM (SEE SKETCH ABOM.
DO NOT USETO REPAJR JOIMSPUCES.
U';ll<.VlNC; - I'rrrfi desi I parmncters and MAD NOTES ON THIS ANI) REVERSE SIDE BEFORE USE. Ddgn valid for use only with Mi& connedm. This design is based only upon parameters shown. and is for an individual kryGng corrponent to be installed and baded vertiily. Applicability of design parameters and proper incorporation 01 conponent is responsibility of building designer ~ no( truss designer. Bracing shown is lor lateral wppoct of individual web members only. Additional temporary bracing to insure scabiliity duting construclion is the responsiMlily of the erector. Addlonai
pOnNmnt bracing d Ihe overall slruclure is the responsibi(ifl of the building designer. For general wldancz regarding
(.brlcstbn. quality controi. stotage. delively. erection. and bradng. consuit QSTa Quality Standard. DSB-89 Bracing SpeMkatlon. and HIB-91 Handling hslalling and Bracing Recommendatlon available lrom Truss Plate Institute, 583 D'
OnOMo Drive, Madinon. WI 53719
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4
II
FINAL REPORT OF TESTING
AND OBSERVATION SERVICES
DURING SITE GRADING-
ARROYO LA COSTA
VALLEY CLUB, UNIT 2, LOT NO. 479
CARLSBAD, CALIFORNIA
PREPARED FOR
VILLAGES OF LA COSTA
SOUTHWEST, L. L. C.
CARLSBAD, CALIFORNIA
OCTOBER 1997
Project No. 05871-12-01
October 17, 1997
Villages of La Costa Southwest, L. L. C.
Post Office Box 9000-685
Carlsbad, California 9201 8-9000
Attention: Mr. Tim O'Grady
Subject: ARROYO LA COSTA, VALLEY CLUB, UNIT 2, LOT NO. 479
CARCSBAD, CALIFORNIA
FINAL REPORT OF TESTING AND OBSERVATION
SERVICES DURING SITE GRADING
Gentlemen:
c
In accordance with your request and our proposal dated December 10, 1996, we have provided
compaction testing and observation services during the grading of the subject site. Our services
were performed during the period of February 10, 1997, and October 16, 1997. The scope of our
services included the following:
Observing the grading operation, including the removal and/or processing of loose topsoils,
slopewash, alluvium, and undercutting of expansive claystone.
0 Performing in-place density tests in fill placed and compacted at the site.
c
Performing laboratory tests to aid in evaluating the compaction, soluble sulfate, shear strength,
and expansion characteristics of various soil conditions encountered and/or used for fill.
Preparing an "As-Graded" Geologic Map.
0 Preparing this final report of grading.
GENERAL
c The grading contractor for the project was Signs & Pinnick Incorporated. Grading plans for the
project were prepared by Project Design Consultants and are entitled Grading and Erosion Control
Plans For Arroyo La Costa, Unit No. 2, Sheet Nos. 15, and 18, Carlsbad Tract No. 88-03-2 with
City of Carlsbad approval date November 25, 1996. The grading plans were used as the base map
for our "As-Graded" Geologic Map (Figure 1, map pocket).
6960 Flanders Drive Son Dw, California 92121-2974 Telephone (619) 558-6900 Fax (619) 558-6159
c
c
The project soils report is entitled Preliminary Soil and Geologic Investigation for La Costa Ranch
Southwest Area, Carlsbad, California, prepared by Geocon Incorporated, dated November 11, 1988
(Project No. 04229-HOI). The following reports were also prepared for the project:
Supplemental Soil and Geologic Investigation for La Costa Ranch Southwest Areas I and II,
Carlsbad, California, prepared by Geocon Incorporated, dated Novemb,er 28, 1989 project
NO. 04229-H02).
Addendum to Supplemental Soil and Geologic Investigation Report dated November 28, 1989 for
Arroyo La Costa Southwest, Unit 2, prepared by Geocon Incorporated, dated March 13, 1992
(Project No. 04229-34-08).
References to elevations and locations herein were based on surveyor's or grade checker's stakes in
the field and/or interpolation from the referenced Grading Plans. Geocon Incorporated did not
provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded
elevations or surface geometry with respect to the approved grading pIans or proper surface
drainage.
GRADlNG
The Arroyo La Costa Valley Club is located north of Calle Barcelona, south of Future Village 0, and
west of Unit 3 within the Arroyo La Costa planned residential community. Prior to grading, the site
consisted of a southwest-trending ridge that intersected a larger, west trending canyon along the
southern portion of Unit 2. Grading for the site consisted of daylight cuts and fills to achieve the
finish grade elevations.
The grading of the La Costa Valley Club, Unit 2. Lot No. 479, began with the removal of brush and
vegetation from the area to be graded. The brush was then exported. Topsoils, slopewash and
alluvial soils were removed to expose formational material. Within these areas, and prior to placing
fill, the exposed (overexcavated) ground surface was scarified, moisture conditioned, and
compacted. Fill soils derived from on-site excavations were then placed and compacted in layers
until the design elevations were attained. In addition, fill was placed as a result of undercutting
expansive claystone exposed at grade. The depth of undercut was approximately 3 feet. The on-site
fill materials generally consisted of silty, fine sands, sandy clay, and sandy silts.
During the grading operation, compaction procedures were observed and in-place density tests were
performed to evaluate the relative compaction of the fill material. The in-place density tests were
performed in general conformance with ASTM Test Method D-1556-82 (sand cone) or D-2922-81
(nuclear). The results of the in-place dry density and moisture content tests are summarized on
Table I. Grading for the Valley Club, Lot 479, was performed concurrently with Unit 2 of the Arroyo
Project No. 05871-12-01 -2- October 17, 1997
La Costa development. The results presented on Table I are for the Valley Club, Lot 479, only. As
such, the test numbers are not in consecutive order.
In general, the in-place density test results indicate that the fill soil, at the tested locations, has a
relative compaction of at least 90 percent. The approximate locations of the in-place density tests
are shown on the As-Graded Geologic Map (Figure 1).
Laboratory tests were performed on samples of material used for fill to evaluate moisture-density
relationships, optimum moisture content and maximum dry density (ASTM D- 1557-91), expansion
potential, shear strength, and soluble sulfate. The results of the laboratory tests are summarized in
Tables I1 through V.
Slopes
c The project slopes consisted of cut and fill slopes constructed at inclinations of 2:l
(horizonta1:vertical) or ff atter, with maximum heights of approximately 60 and 25 feet, respectively.
To enhance suficial slope stability, a drained stabilization fill was constructed on the west facing
slope along the eastern boundary of the site. All slopes should be planted, drained and maintained to
reduce erosion. Slope irrigation should be kept to a minimum 'to just support the vegetative cover.
Surface drainage should not be allowed to flow over the top of the slope.
Stability Fill Subdrain
c
c
A subdrain was installed during construction of a stability fill slope on the eastern boundary of the
site. The subdrain was "as-built" for location and elevation by the project civil engineer. The
subdrain generally consisted of a 4- to 6-inch-diameter PVC perforated pipe placed in crushed
aggregate surrounded by Mirafi 140N filter fabric. The drain was typically placed at the heel of the
stability fill keyway and constructed at a gradient of at least 1 percent. In addition, miradrain panels
were placed along the face of the stabilization fill backcut 30 feet on center and were connected to
the subdrain.
The subdrain was outletted on surface grade and a concrete wall was constructed at the outlet point
to protect against blockage or destruction of the subdrain outlet. The subdrain outlet should be
maintained regularly to prevent sediment and debris from obstructing the free flow of water out of
the subdrain system. The subdrain location is shown on the "As-Graded Geologic Map" (Figure 1).
Project No. 05871-12-01 -3- October 17, 1997
Finish Grade Soil Conditions
The cut portion of Lot 479, where claystone was exposed at grade, was undercut. approximately 3
feet and replaced with properly compacted fill. Observations and laboratory test results indicate that
the prevailing soil conditions within the upper approximately 3 feet of finish grade has an Expansion
Index less than 50 and is classified as having a 'Yow" to ''very low" expansion potential as defined by
the 1994 Uniform Building Code (UBC) Table 18-I-B. Table VI presents a summary of the
indicated Expansion Index of the prevailing subgrade soil conditions.
The sample obtained for expansion testing were also subjected to soluble sulfate testing to evaluate
the amount of soluble sulfates within the surficial soils to determine the potential for sulfate attack
on normal Portland Cement Concrete. The test results indicate a very low sulfate content with a
corresponding "negligible" sulfate exposure ratings. Geocon, Incorporated does not practice
corrosion engineering. Therefore, results of these tests should be reviewed by a corrosion consultant
and appropriate recommendations should be implemented during design and construction of
proposed improvements. The results of the soluble sulfate tests are summarized on Table V.
SOIL AND GEOLOGIC CONDITIONS
The soil and geologic conditions encountered during grading were found to be similar to those
' described in the project geotechnical report. Moderately dense to dense, silty, fine sands and sandy
silts of the Torrey Sandstone (Tt), were exposed at grade above approximately 160 feet (MSL) on
the cut slopes. Stiff, sandy claystone of the Delmar Formation (Td) was exposed on the majority of
the pad and lower cut slope (below 160 feet MSL) elevations of the site. Where the claystone was
exposed on the cut slopes, a stability fill was constructed to enhance surficial slope stability.
Compacted fill soil was placed in areas of fill and is designated as Qcf on Figure 1. In addition,
compacted fill soil placed in undercut areas is designated as QUC.
The enclosed "As-Graded" Geologic Map (Figure 1) depicts the general geologic conditions
observed. No soil or geologic conditions were observed during grading which would preclude the
continued development of the property as planned.
CONCLUSIONS AND RECOMMENDATIONS
1 .o. Genera I
1.1. Based on observations and test results, it is the opinion of Geocon Incorporated that the
grading, which is the subject of this report, has been performed in substantial conformance
with the recommendations of the previously referenced project soil report. Soil and
October 17, 1997 Project No. 05571-12-01 -4-
2.0.
2.1.
3.0.
3.1.
3.2.
3.3.
3.4.
geologic conditions encountered during grading which differ from those anticipated by the
project soil report are not uncommon. Where such conditions required a significant
modification to the recommendations of the project soil report, they have been described
herein.
Future Grading
Any additional grading performed at the site should be accomplished in conjunction with
our observation and compaction testing services. Grading plans for any fiture grading
should be reviewed by Geocon Incorporated prior to finalizing. All trench backfill in
excess of 1-foot-thick should be compacted to at least 90 percent relative compaction.
This office should be notified at least 48 hours prior to commencing additional grading or
backfill operations.
Foundations
The foundation recommendations that follow are for the proposed recreation facility and
are separated into categories dependent on the thickness and geometry of the underlying
fill soils as well as the Expansion Index of the prevailing subgrade soils of the building
pad (or lot). The recommended minimum foundation and interior concrete slab design
criteria for each Category is presented on the following page. Table VI1 presents a
Summary of the Recommended Foundation Category for the lot. Preliminary building
plans should be reviewed by the geotechnical consultant prior to completion of building
design.
Based on our understanding of the currently proposed building locations, foundations for
the structures would be assigned as a Category I. As indicated above, Geocon
Incorporated should be provided the opportunity to review the site development plans and
verify the foundation design recommendations prior to finalizing building plans.
Foundations for either Category I, 11, or 111 may be designed for an allowable soil bearing
pressure of 2,000 pounds per square foot (psf) (dead plus live load). This bearing pressure
may be increased by one-third for transient loads such as wind or seismic forces.
The use of isolated footings which are located beyond the perimeter of the building
and support structural elements connected to the building is not recommended for
Category 111. Where this condition cannot be avoided, the isolated footings should be con-
nected to the building foundation system with grade beams.
Project No. 05871-12-01 -5- October 17, I997
3.5. For Foundation Category 111, the structural slab design should consider using interior
stiffening beams and connecting isolated footings and/or increasing the slab thickness. In
addition, consideration should be given to connecting patio slabs, which exceed 5 feet in
width, to the building foundation to reduce the potential for future separation to occur,
3.6. No special subgrade presaturation is deemed necessary prior to placing concrete, however,
the exposed foundation and slab subgrade soils should be sprinkled, as necessaq, to
maintain a moist condition as would be expected in any such concrete placement.
3.7. Where buildings or other improvements are planned near the top of a slope steeper
than 3: 1 (horizontal:vertical), special foundations and/or design considerations are
recommended due to the tendency for lateral soil movement to occur.
For fill slopes less than 20 feet high, building footings should be deepened such that
the bottom outside edge of the footing is at least 7 feet horizontally from the face of
the slope.
0 Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance
should be increased to W3 (where H equals the vertical distance from the top of the
slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H
equals the vertical distance from the top of the slope to the bottom of the fill portion of
the slope. An acceptable alternative to deepening the footings would be the use of a
post-tensioned slab and foundation system or increased footing and slab reinforce-
ment. Specific design parameters or recommendations for either of these alternatives
can be provided once the building location and fill slope geometry has been
determined.
0 For cut slopes in dense formational materials, or fill slopes inclined at 3:l (hori-
zonta1:vertical) or flatter, the bottom outside edge of building footings should be at
least 7 feet horizontally from the face of the slope, regardless of slope height.
Swimming pools located within 7 feet of the top of cut or fill slopes are not
recommended. Where such a condition cannot be avoided, it is recommended that the
portion of the swimming pool wall within 7 feet of the slope face be designed
assuming that the adjacent soil provides no lateral support. This recommendation
applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. For
swimming pools located near the top of fill slopes greater than 30 feet in height,
additional recommendations may be required and Geocon Incorporated should be
contacted for a review of specific site conditions.
0 Although other improvements which are relatively rigid or brittle, such as concrete
flatwork or masonry walls may experience some distress if located near the top of a
slope, it is generally not economical to mitigate this potential. It may be possible,
however, to incorporate design measures which would permit some lateral soil
movement without causing extensive distress. Geocon Incorporated should be
consulted for specific recommendations.
Project No. 05871-12-01 -6- October 17, 1997
TABLE 3.1.
FOUNDATION RECOMMENDATIONS BY CATEGORY
Foundation
Category
Minimum
Footing Depth
(inches)
Continuous Footing Interior Slab
Reinforcement Reinforcement
I ~ ~~~~
6 x 6 - 10/10 welded wire I mesh at slab mid-point
One No. 4 bar top and bottom
Two No. 4 bars top and bottom
I1 I I I No. 3 bars at 24 inches on center, both directions
I11
CATEGORY CRITERIA
Category I:
Category 11:
Maximum fill thickness is less than 20 feet and Expansion Index is less than or equal to 50.
Maximum fill thickness is less than 50 feet and Expansion Index is less than or equal to 90, or
variation in fill thickness is between 10 feet and 20 feet.
Fill thickness exceeds 50 feet, or variation in fill thickness exceeds 20 feet, or Expansion
Index exceeds 90, but is less than 130.
Category 111:
Notes:
24 Two No. 5 bars top and bottom No. 3 bars at 18 inches on
center, both directions
1.
2.
3.
4.
5.
All footings should have a minimum width of 12 inches.
Footing depth measured from lowest adjacent subgrade.
A11 interior living area concrete slabs should be at least four inches thick for Categories I and I1 and 5 inches thick for Category 111.
All interior concrete slabs should be underlain by at least 4 inches (3 inches for Category 111) of clean skd
or crushed rock.
All slabs expected to receive moisture sensitive floor coverings or used to store moisture sensitive materials
should be underlain by a vapor barrier covered with at least 2 inches of the clean sand recommended in
No. 4above.
3.8. As an alternative to the foundation recommendations for each category, consideration
should be given to the use of post-tensioned concrete slab and foundation systems for the
support of the proposed structures. The post-tensioned systems should be designed by a
structural engineer experienced in post-tensioned slab design and design criteria of the
Post-Tensioning Institute (UBC). Although this procedure was developed for expansive
soils, it is understood that it can also be used to reduce the potential for foundation distress
due to differential fill settlement. The post-tensioned design should incorporate the
geotechnical parameters presented on the following table entitled Post-Tensioned
Foundation System Design Parameters for the particular Foundation Category designated.
Project No. 05871-12-01 -7- October 17, 1997
3.9. UBC uses interior stiffener beams in its structural design procedures. If the Structural
Engineer proposes a post-tensioned foundation design method other than UBC, it is
recommended that interior stiffener beams be used for Foundation Categories I1 and 111.
The depth of the perimeter foundation should be at least 12 inches for Foundation
Category I. Where the Expansion Index for a particular building pad exceeds 50 but is less
than 90, the perimeter footing depth should be at least 18 inches; and where it exceeds 90
but is less than 130, the perimeter footing depth should be at least 24 inches. Geocon
Incorporated should be consulted to provide additional design parameters as required by
the Structural Engineer.
Post-Tensioning Institute (PTI) I Design Parameters
3.10. The recommendations of this report are intended to reduce the potential for cracking of
slabs due to expansive soils (if present), differential settlement of deep fills or fills of
varying thicknesses. However, even with the incorporation of the recommendations
presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions
may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of
concrete shrinkage cracks is independent of the supporting soil characteristics. Their
occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper
concrete placement and curing, and by the placement of crack control joints at periodic
intervals, in particular, where re-entry slab corners occur.
Foundation Category
I I I1 I 111 .
TABLE 3.2. POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS
2. Clay Type - Montmorillonite
3. Clay Portion (Maximum)
4.
5. Soil Suction
6. Moisture Velocity
7.
8. Edge Lift
Depth to Constant Soil Suction
Edge Lift Moisture Variation Distance
Yes Yes Yes
3 0% 50% 70%
7.0 ft. 7.0 ft. 7.0 ft.
3.6 ft. 3.6 ft. 3.6 ft.
0.7 in./mo. 0.7 in./mo. 0.7 in./mo.
2.6 ft. 2.6 ft. 2.6 ft.
0.41 in. 0.78 in. 1.15 in.
10. Center Lift 1 2.12 in. I 3.21 in. 4.74 in.
I 9. Center Lift Moisture Variation Distance I 5.3 ft. I 5.3 ft. I 5.3 ft. I
4.0. Swimming Pool
4.1. Claystone soils (Delmar Formation) are present below the 3-fOOt cap of granular soils.
These claystone materials are classified as having a "medium" to "high" expansion
~ Project No. 05871-12-01 -8- October 17, I997
c
potential as defined by UBC Table 18-I-B. Therefore, the pool design should consider this
geologic setting.
4.2. Subgrade soils should be properly moisture-conditioned prior to placement of concrete
flatwork. Jointing for concrete flatwork should be provided in accordance with the
recommendations of the American Concrete Institute. All joints should be sealed with an
approved flexible sealant to reduce the potential for introduction of surface water intb the
subgrade soils.
5.0. Retaining Walls And Lateral Loads
5.1. Retaining walls not restrained at the top and having a level backfill surface should be
designed for an active soil pressure equivalent to the pressure exerted by a fluid density
of 30 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper
than 2.0 to 1.0, an active soil pressure of 40 pcf is recommended. These soil pressures
assume that the backfill materials within an area bounded by the wall and a 1:l plane
extending upward from the base of the wall possess an Expansion Index of less than 50.
For those lots with finish grade soils having an Expansion Index greater than 50 and/or
where backfill materials do not conform to the above criteria, Geocon Incorporated should
be consulted for additional recommendations.
5.2. Unrestrained walls are those that are allowed to rotate more than 0.001H at the top of the
wall. Where walls are restrained from movement at the top, an additional uniform pressure
of 7H psf (where H equals the height of the retaining wall portion of the wall in feet)
should be added to the above active soil pressure.
5.3. All retaining walls should be provided with a drainage system adequate to prevent the
buildup of hydrostatic forces and should be waterproofed as required by the project
architect. The use of drainage openings through the base of the wall (weep holes, etc.) is
not recommended where the seepage could be a nuisance or otherwise adversely impact
the property adjacent to the base of the wall. The above recommendations assume a
properly compacted granular (Expansion Index less than 50) backfill material with no
hydrostatic forces or imposed surcharge load. If conditions different than those described
are anticipated, or if specific drainage details are desired, Geocon Incorporated should be
contacted for additional recommendations.
5.4. In general, wall foundations having a minimum depth and width of one foot may be
designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet
October 17, 1997 Project No. 05871-12-01 -9-
c
below the base of the wall has an Expansion Index of less than 90. The proximity of the
foundation to the top of a slope steeper than 3:l could impact the allowable soil bearing
pressure. Therefore, Geocon Incorporated should be consulted where such a condition is
anticipated.
5.5. For resistance to lateral loads, an allowable passive earth pressure' equivalent to a fluid
density of 300 pcf is recommended for footings or shear keys poured neat against properly
compacted granular fill soils or undisturbed natural soils. The allowable passive pressure
assumes a horizontal surface extending at least 5 feet or three times the surface generating
the passive pressure, whichever is greater. The upper 12 inches of material not protected
by floor slabs or pavement should not be included in the design for lateral resistance. A
friction coefficient of 0.4 may be used for resistance to sliding between soil and concrete.
This friction coefficient may be combined with the allowable passive earth pressure when
determining resistance to lateral loads.
5.6. The recommendations presented above are generally applicable to the design of rigid
concrete or masonry retaining walls having a maximum height of 8 feet. In the event that
walls higher than 8 feet or other types of walls are planned, such as crib-type walls,
Geocon Incorporated should be consulted for additional recommendations. Site specific
foundation recommendations should be provided when building plans become available
for review by the geotechnical engineer of record.
5.7. Where buildings or other improvements are planned near the top of a slope steeper
than 3 : 1 (horizontal:vertical), special foundations and/or design considerations are recom-
mended due to the tendency for lateral soil movement to occur.
0 For fill slopes less than 20 feet high, building footings should be deepened such that
the bottom outside edge of the footing is at least 7 feet horizontally from the face of
the slope.
0 Where the height of the fill slope exceeds 20 feet, the minimum horizontal distance
should be increased to H/3 (where H equals the vertical distance from the top of the
slope to the toe) but need not exceed 40 feet. For composite (fill over cut) slopes, H
equals the vertical distance from the top of the slope to the bottom of the fill portion of
the slope. An acceptable alternative to deepening the footings would be the use of a
post-tensioned slab and foundation system or increased footing and slab reinforce-
ment. Specific design parameters or recommendations for either of these alternatives
can be provided once the building location and fill slope geometry has been
determined. ,
Project No. 05871-12-01 - 10- October 17, 1997
e
c
For cut slopes in dense formational materials, or fill slopes inclined at 3:I (hori-
zonta1:vertical) or flatter, the bottom outside edge of building footings should be at
least 7 feet horizontally from the face of the slope, regardless of slope height.
Swimming pools located within 7 feet of the top of cut or fill slopes are not recom-
mended. Where such a condition cannot be avoided, it is recommended that the
portion of the swimming pool wall within 7 feet of the slope face be designed
assuming that the adjacent soil provides no lateral support. This recommendation
applies to fill slopes up to 30 feet in height, and cut slopes regardless of height. * For
swimming pools located near the top of fill slopes greater than 30 feet in height,
additional recommendations may be required and Geocon Incorporated should be
contacted for a review of specific site conditions.
Although other improvements which are relatively rigid or brittle, such as concrete
flatwork or masonry walls may experience some distress if located near the top of a
slope, it is generally not economical to mitigate this potential. It may be possible,
however, to incorporate design measures which would permit some lateral soil
movement without causing extensive distress. Geocon Incorporated should be
consulted for specific recommendations.
6.0. Slope Maintenance
6.1. Slopes that are steeper than 3 : 1 (horizonta1:vertical) may, under conditions which are both
difficult to prevent and predict, be susceptible to near surface (surficial) slope instability.
The instability is typically limited to the outer three feet of a portion of the slope and
usually does not directly impact the improvements on the pad areas above or below the
slope. The occurrence of surficial instability is more prevalent on fill slopes and is
generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of
subsurface seepage. The disturbance andor loosening of the surficial soils, as might result
from root growth, soil expansion, or excavation for irrigation lines and slope planting, may
also be a significant contributing factor to surficial instability. It is, therefore, recom-
mended that, to the maximum extent practical: (a) disturbed/loosened surf cia1 soils be
either removed or properly recompacted, (b) irrigation systems be periodically inspected
and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and
adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be
noted that although the incorporation of the above recommendations should reduce the
potential for surficial slope instability, it will not eliminate the possibility, and, therefore,
it may be necessary to rebuild or repair a portion of the project's slopes in the fiture.
Project No. 05871-12-01 - 11 - October 17, 1997
7.0. Drainage
7.1. Adequate drainage provisions are imperative. Under no circumstances 'should water be
allowed to pond adjacent to footings. The building pads should be properly finish graded
after the buildings and other improvements are in place so that drainage water is directed
away from foundations, pavements, concrete slabs, and slope tops to controlled drainage
devices.
8.0. Plan Review
8.1. Geocon Incorporated should review the foundation plans prior to final design to determine
if additional analysis andor recommendations are required.
LIMITATIONS
The conclusions and recommendations contained herein apply only to our work with respect to
grading, and represent conditions at the date of our final observation October 16, 1997. Any
subsequent grading should be done in conjunction with our observation and testing services. As
used herein, the term "observation" implies only that we observed the progress of the work with
which we agreed to be involved. Our services did not include the evaluation or identification of the
potential presence of hazardous or corrosive materials.' Our conclusions and opinions as to whether
the work essentially complies with the job specifications are based on our observations, experience,
and test results. Subsurface conditions, and the accuracy of tests used to measure such conditions,
can vary greatly at any time. We make no warranty, expressed or implied, except that our services
were performed in accordance with engineering principles generally accepted at this time and
location.
We will accept no responsibility for any subsequent changes made to the site by others, by the
uncontrolled action of water, or by the failure of others to properly repair damages caused by the
uncontrolled action of water. The findings and recommendations of this report may be invalidated
wholly or partially by changes outside our control. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
October 17, 1997 Project No. 05871-12-01 - 12-
If you have any questions regarding this report, or if we may be of further service, please contact the
undersigned at your convenience.
Very truly yours,
PAT:DFL:dmc
(7/del) Addressee
Patrick A. Thomas
CEG 2024
Project No. 0.5571-12-01 -13- October 17, 1997
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Optimum
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TABLE I1
SUMMARY OF LABORATORY MAXIMUM DRY DENSITY
AND OPTIMUM MOISTURE CONTENT TEST RESULTS
ASTM D1557-91
Light olive brown fine SAND, with silt 113.8 14.5
Light gray-brown CLAY, with sand and silt 1 10.0 17.7
Dark brown clayey fine SAND, with trace silt 119.0 10.9
Sample
No.
5
6
7
Description
Dark yellowish brown silty SAND, with clay 122.9 11.1
Light olive-brown, clayey fine SAND 119.0 13.0
Light brown, clayey, fine SAND, with trace
silt 119.8 13.6
8
9
10
Brown, clayey, fine SAND, with some silt 121.5 12.2
Light brown,
clay 117.5 13.1
Olive green Silty CLAY 115.0 15.8
Silty, fine SAND, with trace
Orange-gray-brown, clayey, fine SAND, with
trace silt I 116.8 1 13.5
12
13
~
Yellow-brown, Silty, fine SAND, with trace 112.5 16.0
clay
Tan, Silty, fine SAND 115.2 14.7
14
15
Yellow-brown, Silty, fine SAND, with. trace I clay 1 120.0 I 13.2
Dark brown, Clayey SAND 120.6 11.0
Yellow-brown, Silty fine SAND, with trace
clav 117.1 13.8
17
18
Dark brown, Sandy CLAY 118.4 12.6
Yellow-brown. fine SAND 115.0 14.5
16 I Olive brown, Silty, fine SAND, with trace clay I 121.2 I 11.8
20
21
22
Yellow-brown, Silty, fine SAND, with trace
clay 115.5 14.3
Yellow-brown, Silty, fine SAND 113.8 15.4
Light olive-brown, Silty, fine SAND 117.2 12.9
19 I Dark gray, Sandy CLAY I 117.8 I 12.3
24 Light gray, fine to medium SAND 133.8 8.8
23 I Yellow-brown, Silty, fine SAND I 113.9 I 14.9
October 17, 1997 Project No. 05871-12-01
Moisture Content
Sample Before Test After Test
No. ("/I ("/.I
1 10.0 20.6
TABLE IV
SUMMARY OF REMOLDED DIRECT SHEAR TEST RESULTS
Dry Density Expansion
(PCO Index
109.6 10
Sample Dry Density
No. (PCO
Angle of Shear
Resistance (degrees) Moisture Content Unit Cohesion
(Yo) (PSO
I 8 I 121.5 I 12.2 I 490 I 27 I
10 115.0 15.8 3 10 . 25
Note: Samples were remolded to approximately 90 percent of maximum dry density at near
optimum moisture content.
I No.
TABLE V
SUMMARY OF WATER SOLUBLE SULFATE LABORATORY TEST RESULTS
CALIFORNIA TEST 417
(TEST PERFORMED BY CLARKSON LABORATORIES)
VALLEY CLUB, LOT NO. 479, UNIT 2, ARROYO LA COSTA
Water Sulfate Exposure Sulfate (YO)
~~
1 0.022
Lots Represented
~~ ~~
Negligible 479
Project No. 05871-12-01 October 17, 1997
TABLE VI
SUMMARY OF FINISH GRADE EXPANSION INDEX TEST RESULTS
VALLEY CLUB, LOT NO. 479, UNIT 2, ARROYO LA COSTA
Lot Numbers I I Classification uBc I Sample No. at Expansion
Finish Grade Index c I I I I
479 1 10
TABLE VI1
VALLEY CLUB, LOT NO. 479, UNIT 2, ARROYO LA COSTA
SUMMARY OF AS-GRADED BUILDING PAD CONDITIONS FOR
1 I Very Low
Project No. 05871-12-01 October 17, 1997
Lot
No.
479
Approx. Approx.
Depth Max.
Remarks Depth of of Fill Depth
Differential of Fill
Approx.
Condition Undercut
Pad
(ft.1 (ft.1
Undercut Undercut due to claystone 3 32 35
(ft.1
NON-RESIDENTIAL CERTIFICATE: Non-Residential tami mer, please read this
op(ioncarefulymd besue you througMy understand the options befwe signins. The oppion you choose will
&fed your payment dthe dwdoped Special Tax assessed on your property. This oplion is avdlable only at
the Ime of the fkst kildng permit issllance. property owner signatwe is required before a brilding permit will
be issued. Your signature is wnfirming the accuracy of all parcel and ownershl 'p informakm * shown.
RD Apf Building Permit Number I
Ascited byOrdinanceN0. NS156andadopted bythe City Council dthe City of Carisbad, California, the City
isauumlzd to levy a spedd Tax in Community Facilities dstrict No. 1. All nowresidentid property, upon the
iswancedtheiirsttnddingpemSt.shall havetheoptwto(1)paytheSPEClALDEVELOPMENTTAXONE-
TIME or (2) assume the MUM SPECIAL TAX - DEVELOPED PROPERTY for a period not bo exceed twenty-
five (25) years. Please indcate your choice by initialii the appropriate line below:
OPTION (1): I eiect to pay the SPECIAL DEVELOPMENT TAX ONE-TIME now. as a one-time payment
me spedd T=: $ /T,.S<Z . owner's /-
e SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed .owner OPTION (2): I el& to
twenty-five (25) years Wmum Annual Sped Tax: $ / 9 - 7) lnilids
I 00 HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WLL COMPLY WITH THE
PROMSONS AS STATED ABOVE.
The City of Carlsbad has not independently verified the information Shawn above. Therefore, we accept no
responsibility as to the accuracy or completeness of this information.
NON-RES IDENTlAL C ERTlFlCATE
LEUCADIA COUNTY WATER DISTRICT
APPLICATION FOR SEWER SERVICE
The application must be signed by the owner (or his representative) of the property to be served. The total charges must be paid to the District at the time the application is submitted. APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS. FAILURE TO MAKE SUCH SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMIT. THE SEWER CONNECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED.
A six-month construction period shall be provided and sewer service charges for the balance of the fiscal year shall be collected at the time of application for sewer permits. Sewer service charges for subsequent fiscal years shall be collected on the tax roll in same manner as property taxes. If the six-month construction period
extends intothe subsequent fiscal year, a prorated sewerservicecharge forthat fiscal yearshall becollected on thetax roll in thesame manneras propertytaxes. The fullsewerservicechargesfor all subsequentyearsshall be collected on the tax roll in the same manner as property taxes. There will be no additional fee or refund if service
actually commences on a different date.
The prorated sewer service charge shall not be required in those application for sewer permits for subdivisions. Such applicants shall be required to notify the District, on forms provided bythe District, of escrow closing on individual properties within the subdivision. Sewer service charges shall commence upon close of escrow and will be the responsibility of the buyer.
If a service lateral is required, it must be installed by the owner/applicant in conformance with
the specifications, rules and regulations of the District and subject to inspection by the District. A DISTRICT INSPECTOR MUST BE ON THE SCENE ATTHE TIME OF CONNECTION. The service lateral is that part of the sewer system that extends from the main collection line in the street (or easement) to the point in the street (at or near the applicant's property line) where the service lateral is connected to the applicant's building sewer. The applicant is also responsible for the construction, at the applicant's expense, of the building of sewer from the applicant's plumbing to the point in the street (or easement) where a connection is made to the service lateral and for construction, maintenance and connection of the service lateral to the main line.
IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE MUST NOTIFY THE DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CON-
SIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNECTIONS MUST BE MADE
WITH AN LCWD INSPECTORATTHESCENE ATTHETIMEOFCONNECTION. IF, FOR ANY REASON,ACON- NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE APPLICANT, AT THE APPLICANTS EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CONNECTION SO THAT AN INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANTS EXPENSE SHALL MAKE ANY CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENT THATTHE APPLICANT, FOR ANY REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE RIGHT TO DIG UP AND INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESSARY, AT THE APPLICANTS
EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE ANY COSTS INCURRED BY LCWD IN TAKING SUCH CORRECTIVE ACTION SHALL BE BILLEDTOTHEAPPLICANTAND MAY BE RECORDED AS A LIEN AGAINST THE APPLICANTS PROPERTY EQUAL IN PRIORITY TO A TAX LIEN.
OWNERS NAME VILLAGES OF LA MAILING ADDRESS 2276
PHONE NUMBER
SERVlCEADDRES76 CALLE (m P-OLJJ)
TRACT NAME/NO. LOT# 484 CONNECTION FEE: $12372.80
ASSESSORS PARCEL NO. 255-273-0900 PRORATED SEWER SERV. FEE: $ 0
TOTAL $ 12372.80
TYPE/BUILDING-I #/UNITS 3.8 PAIDBY: OCASH ElCHECK# 860
The undersigned hereby agrees that the above information given is correct and agrees to the conditions as stated.
Ref: 15B S.PERMIT1 w
Jut-06-98 MON 10: 53 CITY OF CARLSBAD COMM DE FAX NO, 4380894 P, 04
CERflf KATE OF COMPLIANCE
PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City and tne appropriate school districts and returned to the City prior to issuing a building permit. The City wilt not issue any building permit without a completed school fee form.
Project Name:
Building Permit
Plan Check Number:
Project Address:
A.P.N. :
Project Applicant
(Owner'(s') Name(s)
Project Description:
Buildina Tvoe:
Residential:
Second Dwelling Unit:
Res. Additions:
ComercJ Ind.:
City Certification:
LA COSTA VALLEY PRESCHOOL
C8980884
2276 CALLE BAJRCELONA
255-273-0900
- VILLAGES OF LA COSTA SOUTHWEST, L.L.C.
DAY CARE FACILITY
Number of New Dwellinq Units
Square Feet of Living Area in New Dwelling
Square Feet of Living Area in SDU
Net Square Feet New Area
Carisbad Unified School District
801 Pine Ave.
San Marcos Unified School Distrid
215 Mata Way
San Oieguito Union High School District
710 Encinitas BNd.
Encinitas, CA 92024 (753-6491 )
initas Union School-6stnd
101 South Ranch Santa Fe Rd
Encinitas, CA 92024 (944-4300)
Certification of Applicant /Owners. The person executing this eeclararion (.Owner") certifies under penalty of perjury that
(1) the information provided is correct and true 10 the Best of the Owner's knowledge and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be
incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the perron executing
this declaration is authorized to sign on behalf of the wner. &
Signatur
2075 Las Palmas Dr. - Cat-Isbad, CA 32009-1576 (619) 438-1167 I. FAX'(619) 438-0894 @
JUL-06-98 MON 10:53 CITY OF CARLSBAD COMM DE FAX NO, 4380894
F Gov. Code
53080165995
(AB 181)
A -..
Pa 05,
Gov. Code Government Prior Existing Exempt from
65970 Code 5331 1 Mitigation Agreement fee
(SB 201) (Mello - Roos) Note: requirements
t
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED
IN ACCORDANCE WITH ONE OF THE FOLLOWING (Check one ):
-tt)t*
COU.lUGec1& Total amount of (new) floor area within the building
Fee Amount per Square Foot Amount Collected
-Or if subject to Prior Existing Mitigation Agreement:
For Detached Residential Dwelling Units or Attached Dwelling Units > 1600 Square Feet
Total Number of Dwelling Units
Amount per Dwelling Unit
Amount Collected
For Attached and Detached Dwelling Units .C 1600 square feet/ per dwelling (If applicable)
Total Number of Dwelling Units
Amount per Dwelling Unit
Amount Collected
-and/or-
SCHOOL DISTRICT:
This is to certify that the appllcant listed on page 1 has paid all amounts or completed other applicable school
mitigation. determined by the information presented above and due to the School District. The City may issue
building permits for this project.
SIGNATURE OF SCHOOL DISTRICT OFFICIAL
DATE 3-*--7%
TITLE cjZdrbLL-
/hQq r 6
PHONE NUMBER 9 44-430d db3
The Carlsbsd Unified School District has elected to imposed the fees andlor amounts herein upon a finding that those
facilities described in the School impact Mtbgation Fee Justfication Study for Carkbad Unified Schod Dstnd, prepared by
David Taussig & Associates far the District. Section 66020 of the Government Code enacted as Assembly Bill 3081, set
forth as Chapter 549, Statutes of the State of California, requires that all school districts, including the Carlsbad Unified
and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mltigation payments, or other exaction. This notice is to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other
applicable law, commences with such payment or performance of any other requirement as described in Section 66020 of
the Government Code. Additionally, this notice advises that the protest thereof must occur within 90 calendar days
thereafter.
NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES
JUL-06-98 ION 10:52 CITY OF CARLSBAD COMM DE FAX NO, 4380894 P, 02
,. / -%
City of
CERTIFICATE OF COMPLIANCE
PAYMENT OF SCHOOL FEES OR OTHER MITIGATION
This form must be completed by the City and the appropriate school districts and returned to the City prior to
issuing a building permit. The City will not issue any building permit without a completed school fee form.
Project Name:
Building Permit
Plan Check Number:
LA COSTA VALLEY PRESCHOOL
~~980884
Project Address:
A.P.N. :
Project Applicant
( Owner'( s') Name( s)
Project Description:
Building Type:
Residential;
Second Dwelling Unit:
Res. Additions:
ComercJ Ind.:
City Certification:
2276 CALLE BARCELONA .
255-273-0900
VlLLAGES OF LA COSTA SOUTHWEST, L.L.C.
DAY CARE FACILITY
Number of New Dwellina Units
Square Feet of Living Area in New Dwelling
Square Feet of Living Area in SDU
Net Square Feet New Area
Carlsbad Unified School Dislrict
801 Pine Ave.
San Marcos Unified School District
215 Mata Way
Carlsbad CA 92009 (434-0661) San Marcos, CA 92069 (7-
Encinitas Union School District
101 South Ranch Santa Fe Rd
Encinitas. CA 92024 (9444300)
Certification of Applicant /Owners. Tne person executing this declaration ('Ownet') certifies under penalty of perjury that
(1) the information proviaea is coned and true to the best af the Owner's knowledge and that the Owner will file 3n
amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units
or square footage affer the building pennit is issued or if the initial determination of units or square footage is found to be
incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing
this declamtion is authorized to sign on Behalf of the Owner.
-
San Dieguito Union High School District
710 Encinitas Bhrd. Encinitas. CA 92024 (753-6491)
b
@ 2075 Las f almas Dr. - Carlsbad. CA 92009-1576 - (619) 638-1161 - FAX (61 9) 438-0094
JUL-06-98 MON 1O:52
Gov. Code Gov. Code
53060/65995 85970
(AB 181) (SB 201)
CITY OF CARLSBAD COMM DE FAX NO, 4380894
Government Prior Existing Exempt from
Code 5331 1 Mitigation Agreement fee
(Mello - Raos) Note: requirements
P, 03
SCHOOL DISTRICT SCHOOL FEE CERTlf CATION
(To be completed by the school district(s))
SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED
IN ACCORDANCE WITH ONE OF THE FOLLOWING {Check one ):
m.
1/
[(Indicate Date and or name of Agreement)]
Total amount of (new) floor area within the building
Fee Amount per Square Foot
Amount Collected
-Or if subject to Prior Existing Mitigation Agreement:
For Detached Residential DweIling Units or Attached Dwelling Units > 1600 Square Feet
Total Number of Dwelling Units
Amount per Dwelling Unit
Amount Collected
For Attached and Detached Dwelling Units -= 1600 square feet/ per dwelling (If applicatlle)
Total Number of Dwelling Units
Amount per Dwelling Unit
Amount Collected
SCHOOL DISTRICT:
This is to cedify that the applicant listed on page 1 has paid all amounts or completed other apblicabte school
-and/or-
- I e-' LI R
mitigation determined by the information presented above
building penits for this project,
The'City may issue 1
t
. SIGNATURE OF SCHOOL DISTRICT OFFICIP~L 1 DATE &- - 9- . ..?
TITLE RssrstrLn -I SLIpP. r,ntendtn t R~JS fuss
PHONE NUMBER 753- (,Yq(
NOTICE OF 90 DAY PERIOD FOR PROTEST Of FEES
The Carlsbad Unified School Distrlct has elected to imposed the fees andlor amounts herein upon a finding that those
facilities described in the School Impact MRigatim Fee Justification Study for Carisbad Unified Schod District, prepared by
David Taussig 8 Associates for the District. Section 66026 of the Government Code enaded as Assembly Bill 3081, Set
forth as Chapter 549, Statutes of the State of California, requires that all school districts. including the Carlsbad Unified and the Encinitas Union School Districts, provide a written notice to the project applicant at the time of payment of the school fees, mitigation payments, or otner exaction. This notice is to advise the project applicant that the protest period regard to such amounts or the validity thereof in accordance with Section 66020 of the Government Code and other
applicable law, commences with such payment or monnance of any other requirement as described in Section 66020 of
the Government Code. Additionally, this notice advises that the protest thereof must occur within 90 calendar days
thereafter.
Room No.
I01
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
- Use
Entry Foyer
Office
Kitchen
Adult Restroom
Uti I ity/Laundry Room
Toddler Restroom
Telephone Closet
Reception Area
Conference Room
Staff Storage
Activity Room
Preschool Classroom
Preschool Classroom
Children’s Restroom
Janitor’s Room
Playground Storage
Preschool Classroom
Preschool Classroom
Hallway
Preschool Classroom
Chi Idren’s Restroom
Utility Room
Preschool Classroom
Playground Storage
Fire Sprinkler Riser
Classroom Storage
Classroom Storage
Electrical Room
Adult Restroom
a\
f
B U It. D I PI G P E I? M I T F'CK Na: PCR913i.25
Ot1/'03/'98 16~31 Project No: Q9801165
Page 1 of 1 Dcue 1 oprnent Na :
Permit Type: PLQN CHECK REVISION
Parcel No: 255-273-09-00 Lot#: 484
Va 1 i~at i on: 0 Construct ion Type: UN
(3CClJF'aFtCy Gr OIJp: Keference#r %m ~/w~~:o~Is~ED
' Jut1 Hddrezas: 2276 CCILLE BRRCELONH SIJ i te:
. Drscription: KEUISION-POST TENSION SLCIB Rppl Cc€MMT07/16~800
: LCI COSTR UQLLEY DHYCRRE FRCILXTY R p r / I ssue : 0 8 /O 3/ 9 8
ErlterctJ By: JH
App 1/"[3wnr 8 TIM DGRRDY 7 6 0 ? 2 9 I.- 2 SO 1
PO BOX POOO
descr i pt io
heck Reuirs
----------
SB
re --
'n --
ia
.00
IO0
1O9.00
Ext fee Data
1O9,OO
I CLEARANCE - - ---- -7-
CITY OF CARLSBAD
2075 Las Palmas Dr., Carl~bad, CA 92009 (619) 438-1161
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760) 438-1 161
FOR OFFICE USE ONLY
PLAN CHECK NO. Po?%/=
EST. VAL.
Plan Ck. Deposit
Validated By
Date
Total t of units Phase No. Legal Description Lot No. Subdivision NamalNumber Unit No.
Assessor's Parcel I Existing Use Proposed Use
ShWF * A% \\ IE Name Address City StateEip Telephone t
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, pnor to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Codel or that he is exempt therefrom, and the basts 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 [$5001).
Name Address City State/Zip Telephone X
State License t License Class City Business License t
Designer Name Address City State/Zip Telephone
State License X msmu n Declarati
0 of the work for which this permit is issued.
0 issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy No. Expiration Date
ITHIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLIARS [$lo01 OR LESS)
0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNINO: Failure to 8acum w0rll.n' compe4nrnth covW8W b unl.wful. .nd .h.lwbi.cl M NnpI0y.r to dmkul panaltbr and clvil finas up to one hundred
thousand dollar8 ($100.000). In addltlon to the coat of COmpe4n8atltlon. &mgM M provided for in Section 3706 of the labor code. lnterert and attonmy'r fws.
I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation. will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Profasdons Code: The Contractor's License Law does not apply to en owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements 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 the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (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 contracts for such projects with contractor(s) licensed pursuent to the Contractor's License Law).
0
1.
2.
3.
I am exempt under Section
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ON0
I (have /hew not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide tho proposed construction (include name / address I phone number / contractors license number):
Business and Professions Code for this reson:
4.
number / contractors license number):
5.
of work):
PROPERTY OWNER SIGNATURE DATE
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone
I will provide some of the work, but I have contracted (hired) tha following persons to provide the work indicated (include name / address / phone number / type
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materiels registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tenner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1 ,OOO feet of the outer boundary of e school site?
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
0 YES 0 NO
LENDER'S NAME LENDER'S ADDRESS
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurete. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize rapresentatives of the City of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT,
OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null end void if the building or
work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended
or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE DATE
WHITE: File YELLOW: Applicant PINK: Finance
EsGii Corporation
In Partnership with ~uverruncnt for BuiG€iy Safq
DATE: July 31, 1998 iwTUc&T
JURISDICTION: Carlsbad VIEWER
PLAN CHECK NO.: 98-884 (PCR98125) SET: I
PROJECT ADDRESS: 2276 Calle Barcelona
0 FILE
PROJECT NAME: La Costa Valley Pre-School
0 The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
The plans transmitted herewith will substantially comply with the jurisdiction’s building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
0 The check list transmitted herewith is for your information. The plans are being held at Esgil
0 The applicant’s copy of the check list is enclosed for the jurisdiction to forward to the applicant
and should be corrected and resubmitted for a complete recheck.
Corporation until corrected plans are submitted for recheck.
contact person.
0 The applicant‘s copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS: The architect or engineer of record shall prepare an inspection program which shall
be submitted to the building official for approval prior to issuance of the building permit.
By: Abe Doliente Enclosures:
REVISION NO. 7.
Esgil Corporation
0 GA 0 CM 0 EJ 0 PC 7120198 tmsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576
h., P Carlsbad 98-884 (PCR98125)
July 31,1998
VALUATION AND PLAN CHECK FEE
~~
JURISDICTION: Carlsbad
(PCR98 125)
PREPARED BY: Abe Doliente
PLAN CHECK NO.: 98-884
DATE: July 31,1998
BUILDING ADDRESS: 2276 Calle Barcelona
BUILDING OCCUPANCY: E-3/B TYPE OF CONSTRUCTION: V-N
I I I REVISION NO. I TO I THE ORIGINAL SET I OFAPPROVED I PLANS I
~~ I I I
Air Conditioning
Fire SDrinklers
TOTAL VALUE
0 199 UBC Building Permit Fee 0 Bldg. Permit Fee by ordinance: $
0 199 UBC Plan Check Fee 0 Plan Check Fee by ordinance: $ 108.94
Type of Review: 0 Complete Review 0 Structural Only Hourly
0 Repetitive Fee Applicable 0 Other:
Esgil Plan Review Fee: $ 87.15
Comments: 1 hour @ 87.15 X 1.25 = $1 08.94
Sheet? of 1
rnacvalue.doc 51 96
*
PTlSlab Windows version 1.01
Geostructural Tool Kit, Inc.
Re@sterd To : *n R. Waddell. P.E. .Serial Number: 100- 10-028
Project Title : La Costa Valley Preschool / Villages of La Costa Design Rectangle : 1 Project Number : 98-428
Project Engineer : IRW Project Date : July 15, 1998
GeoTechnical Report : Geocon, Inc. / 05871 -1 2-1 4 Report Date : 06-10-98
DESIGN SUMMARY
Slab Dimensions 28.00 FT x 84.33 TT x 5.00 Inches
Jacking Force
Material Promrties
Concrete Strength, fc
Tendon Strength, Fpu Tendon Diameter
Material Quantities
Concrete
Prestessing Tendon
Number of End Anchorages
In the LONG direction ...
Number of Type I Beams Type I Beam Dimensions Tendons Per Type I Beam
Number of Type I1 Beams
Type II Beam Dimensions
Tendons Per Type II Beam
33.05 KIPS
2,500 PSI
270 KSI
1/2 Inch
63.4 Cubic Yards
1,287 Linear Feet
52
2 12.0 Inches x 27.0 Inches
0.0
1
0.0
12.0 Inches x 21 .O Inches
Number of Type I Beams
Type 1 Beam Dimensions
Tendons Per Type I Beam
Number of Type I1 Beams Type II Beam Dimensions
Tendons Per Type ll Beam
Slab Tendons
I
Slab Tendons 9 Tendons at 3.25 Feet O.C.
In the SHORT direction ...
2
0.0
12.0 inches x 27.0 Inches
6
0.0
12.0 Inches x 21 .O Inches
17 Tendons at 5.1 5 Feet O.C.
PTlSlab Windows version 1.01
Geostructural Tool Kit, Inc. Regirtsred To Ian R w.ddell. P E ScnslNumbec lOO-lOO-Cne
Project Title : La Costa Valley Preschool / Villages of La Costa Design Rectangle : 1 Project Number : 98-428 Project Engineer : IRW Project Date : July 15, 1998
GeoTechnical Report : Geocon, Inc. / 05871-12-14 Report Date : 06-10-98
SUMMARY OF UNSAFE CONDITIONS
ALL VALUES WITHIN ALLOWABLE LIMITS.
Page 2 of 6
\
PTlSlab Windows version 1.01
GeOstNdUral Tool Kit, Inc. Registered To : Ian R. Waddell. P.E. Ssripl Numbec 100 - 100- 028
Project Title : La Costa Valley Preschool / Villages of La Costa
Design Rectangle : 1 Project Number : 98428
Project Engineer : IRW Project Date : July 15, 1998
GeoTechnical Report : Geocon, Inc. / 05871-12-14 Report Date : 06-10-98
Soil Bearincl Anavlsis
Applied Pressure on Soil
Soil Pressure Safety Factor
Prestress Summary
Subgrade Friction calculated by method prescribed in PTI Manual
Minimum Effective Prestress (PSI)
Mid-Slab Effective Prestress (PSI)
Beta Distance Effective Prestress
Eccentricity of Prestressing
Number of Slab Tendons Number of Beam Tendons
Moment Analvsis - Center Lift Mode
Calculated Moment, Short Direction Calculated Moment, Long Direction
1,253 PSF
1.6
Short Long Direction Direction
53 61 53 61
56 91
2.90 3.86
17 9 0 0
12.01 Ft-KFt 11.39 Ft-KFt
Bending Stresses (KSI)
Tension in Top Fiber
Short Long Short Long
Direction Direction Direction Direction
Allowable Stress -0.300 -0.300 Allowable Stress 1.125 1.125 Actual Stress -0.21 0 -0.080 Actual Stress 0.91 7 0.60
Compression in Bottom Fiber
Differential Deflection Analvsis - Center Lift Mode Based on an Allowable Deflection of L / 360
Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches)
Short Long Direction Direction
0.93 1.90
0.63 0.82
Shear Stress Analvsis - Center Lift Mode
Short Long Direction Direction
Allowable Shear Stress (PSI) Actual Shear Stress (PSI)
Page 3 of 6
96 97
68 73
PTlSlab Windows version 1.01
Geostructural Tool Kit, Inc. R.gPtsndTo:IanR.W&&U.P.E. Sed& Number : 100 - 100- 028
Project Title : La Costa Valley Preschool / Villages of La Costa
Project Date : July 15, 1998 Project Number : 98-428
Project Engineer : IRW
GeoTechnical Report : Geocon, Inc. / 05871-12-14 Report Date : 06-10-98
RESULTS OF SLAB ANALYSIS continued
Moment Analvsis - Edae Lift Mode
Calculated Moment, Short Direction
Calculated Moment, Long Direction
Bending Stresses (KSI)
Tension in Bottom Fiber
Short Long Direction Direction
3.33 Ft-WFt 2.97 Ft-WFt
Compression in Top Fiber Short Long Direction Direction
Allowable Stress -0.300 -0.300
Actual Stress -0.292 -0.224
Differential Deflection Analvsis - Edae Lift Mode
Based on an Allowable Deflection of L / 720
Allowable Differential Deflections (Inches)
Actual Differential Deflections (Inches)
Shear Stress Analvsis - Edae Lift Mode
Allowable Shear Stress (PSI)
Actual Shear Stress (PSI)
Allowable Stress
Actual Stress
1.125 1.125
0.163 0.196
Short Long
Direction Direction
0.47 0.95
0.23 0.34
Short Long
96 97
66 59
Diredion Diredion
Pme 4 of 6
PTlSlab Windows version 1.01
Geostrudural Tool Kit, Inc.
R-To IsnR Wsdddl,PE SbnslNUmbsr 100-100-0
Project Title : La Costa Valley Preschool / Villages of La Costa
Design Rectangle : 1 Project Number : 98-428
Project Engineer : IRW Project Date : July 15, 1998
GeoTechnical Report : Geocon, Inc. / 05871-12-14 Report Date : 06-10-98
Recap of Selected Variables
Cross Sectional Area of Foundation (Inches2)
Moment of inertia (Inches4)
Section MMUIUS. TOP (Inches?
Section Modulus, Bottom (Inches5
Center of Gravity of Concrete-from top (Inches)
Center of Gravity of Prestressing Tendons-from top (inches)
Eccentricity of Prestress (Inches)
Beta Distances (Relative Stiffness Lengths) (Feet)
Effective Prestress Force at Beta (KIPS)
Effediie Prestress at Beta (PSI)
Equivalent Beam Depth (Inches)
Short Long Direction Direction
6,778.92
224,816.44
41,596.89
12,844.56
5.40
2.50
2.90
11.3
377.46
55.68
22.91
2,414.56
11 1,449.36
1731 1.63
5,853.37
6.36
2.50
3.86
9.5
21 8.67
90.56
25.40
Note: All Calculations above and other reported values which
depend on depths use the equivalent depths as shown above.
Page 5 of 6
. ..
PTlSlab Windows version 1.01
Geostructural Tool Kit, Inc.
RegtstetudTo IanR Wsddall.PE SmalNumber 1M)-lOO-O28
Project Title : La Costa Valley Preschool / Villages of La Costa
Design Rectangle : 1 Project Number : 98-428 Project Engineer : IRW Project Date : July 15, 1998
GeoTechnical Report : Geocon, Inc. / 05871-1 2-1 4 Report Date : 06-10-98
Soil Promties
Allowable Bearing Pressure 2,000.0 PSF
Center Lift Edge Lift
Edge Moisture Variation Distance, em 5.30 Feet 2.60 Feet
Differential Soil Movement, ym 3.210 Inches 0.780 Inches
SubGrade Friction Coefficient, u
Soil Modulus of Elasticity, Es
Material ProDerties
Concrete Strength, fc
Concrete Creep Modulus, Ec
Concrete Unit Weight
Tendon Strength, Fpu
Tendon Diameter
Slab Parameters
Slab Dimensions Minimum Permissible Prestress Short Direction Long Direction
0.75
1,000.0 PSI
2,500.0 PSI
1,500,000.0 PSI
145.0 PCF
270.0 KSI
1 /2 Inch
28.00 FT x 84.33 FT x 5.00 Inches
50.00 PSI
50.00 PSI
6eam Parameters Short Direction Long Direction
Quantity 2 6 2 1
Depth 27.0 21 .o 27.0 21.0 Inches Width 12.0 12.0 12.0 12.0 Inches
Tendons 0 0 0 0
Cover 0.0 0.0 0.0 0.0 Inches
Type 11 Type I Type I1 Type I
Slab Loadinq
Uniform Superimposed Load
Perimeter Load
Deflection Limits
Center Lift
Edge Lift
Prestress Calculation
Subgrade Friction calculated by method prescribed in PTI Manual
40.00 PSF
1,000.00 PLF
u360
Ln20
Prestress Loss 15.0 KSI Page 6 of 6