HomeMy WebLinkAbout1911 PALOMAR OAKS WAY; ; CB962375; Permit-- -
8 U.1 L-D I N'G PERMIT .,Permit, -No: CB96375
03/13/9:7 14:59 -. - .. Project No: A9603384,-
Page 1 of 1 - Devëlopm'e No':
Job Address.5: 1911..PALOMAROAKS WY Suite:
Permit Type INDUSTRIAL TENANT IMPROVEMENT 20 03/13/97 0001 01 02 Parcel,No:.212-091-08-00 .Lot# . •C-P-NT 27896.00
Valuation 582,530 Construction Type NEW
Occupancy Group Reference# Status:''ISSUED,
-Description:.22,405 SF TI-6190 OFFICE,12610 Applied 12/1/96
: R&D,7605 WAREHOUSE-CALIAWAY. GOLF Apr/Issue: -03/13/97-
Er'tered By RMA
ppl/Own± : SMITH CONSULTING ARCHITECTS 519 452-3188.
'5355 MIRA SQRRENTO PL STE 650
SAN .DIEGO CA 92008
Fees' Required .** ' . Collected & Credits
Feds: _29 ,731. 0
A : 73 rn 29, 0 ,835 00
R E-: 27,6.00
U S.
Ext
_
Fee
2_ - -
. __.f!! .5.
Building Permit . 229.00
Plan Checks. . -. l48.00,,
Strorig Motion-Fee,
En'Y' t Autoca se lax j2
.10602 .00
T 9787.00.
TIECF '4\ 1637.00
* BUILDING TOTAL; . 27698 00
Enter "Y 9 for PlumbirL Issue ee > . . 20.001
Each Plumbing Fixture r >INIJPORA1LD .25 7.0 175.00
Each Install/Repair Wat r( 1 52 . b 7.00.
Each Water Heater add/or Ve . - 7 0 7.00,
Eáf Vacuuni Breaker // 0 0 .00 14.00 -
*'PLUMBING TOTAL
•- .,
' U Q . . 223.00.
Enter 41Y for,Electric Issue F >. 1000 Y
'Three Phase Per AMP', . > 600. . .50 :' 1890.00
* ELECTRICAL TOTAL . . . . . .' 181.0.00
,Enter '1' for Mechanical Issue Fee>.' . . •' N
I .
-
FINAL APPROVAL I
-TT E DA
\
- CLEARAN0E_ -4
-.
i______ . - •-:-
.
- CITY OF CARLSBAD . . :
- 2075 Us Palmas Dr:, Carlsbad, CA 92009. (619) 438-1161
PERMIT APPUCAnON --
City of Carlsbad Building Department
2075 Las Palmas Dr., CarLsbad, CA 92009 (619) 438-1161
I. PERIIIUT 1YPE
From List I (see back) give code of Permit-Type: ('7Z
---------------------------------------------------------
- For Residential Projects Only: From List 2 (see back) give *
PLAN CHECK NO.
ESTVAL_______
PLAN CK DEPOSIT
vuD. BY_________
DATE •1
Code of Structure-Type:
Net Loss/Gain of Dwelling Units
- - 1531 12/16/96 0001 01 02 2. PROJECT INFORMATION .. - '. FOR OFFICEUSE.ONLY
- Address Building or Suite No.
Nearest dvitreretwim fg:1 ñ/
LEGAL DESCRIPTION Lot No. Subdivision Name/Number Unit No. Phase No.
/ 7/7 ,1sp 91;4&/ iMp W.
.- Ct{ECK BELOW IF SUB 'I FED: -
Energy Caics • 2 Structural Caics ,'2 Soils Report DI Addressed Envelope .
IJESCR1PT1N OF' Wç4{K 7/7 /4/p f 19W' R6g1
2/ti- OF 1ESk.' # OF BEDROOMS -1it -. # OF BATHROOMS (SiN lAG! P (II different from applicant) - NAME (last name first) ADDRESS
CITY STATE ZIP CODE DA' TLEPHONE :-r( L1
APPLICANT D CON 'I'RACTOR DAGEN! FOR CONTHACIUR -DOWNER }AGENT FOR OWNER - - NAME (last name first 577 ADDRESS 6,z'6fl' pcze1
CITY A 7 STATE O4 ZIP CODE '/2/2- / DAY. TELEPHONE PROPI{TY OWNER ' .... . - .
NAME (last name first) c ADDRESS
CITY STATI 4-T ZIP CODE g2t7 DAY TELEPHONE
NAME (last name first) htt7 ADDRESS 3(2.7 si-
CITY 1~~Lv STATE Q TELEPHONE -2—,91
STATE LIC. I9i-f,S'j LICENSE CLASS i CITY BUSINESS UC. # 2i ICPO
DESIGNER NAME (last name lirst)6&.171y c 7A.16 rn#1?fbkthSs 56 -;r p1VfC
CITY Jf)/62 STATE ZIP CODE g-fz / DAY TELEPH9' %/,g,STATE uC:#,— 1101
WORIERS' C4PENSA11ON
Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of Industrial
Relations, or a certificate of ,Workers' Compensation Insurnce by an admitted insurer, or an exact copy or duplicate thereof certified
by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. Q.
INSURANCE COMPANY POLICY NO. EXPIRATIONDATE
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.
..
.. -
SIGNATURE DATE
OWNER-BU IU)ER DECLARATION
Owner-Uuilder Declaration: I hereby affirm that I am exempt from the Contractors 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 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 fo1 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.). q1J 1, 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 I with contractor(s) licensed pursuant to the Contractor's License Law).
. C3 I am exempt under Section Business and Professions Code for this reason:
- 4. .-• -
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair
any structure, prior 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, commencing with Section 7000 of Division 3 of the Business and Professions Code)
or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fdr a permit -
subjects the applicant to a civil penalty of not more than five hundred dollars [$500]).
- -.
SIGNATURE . DATE
- . COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
- Is the applicant or futjre building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention prograij4nder Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? . • $YES 0 NO . . - - . - 'i,. L. Is the applicant r ure building occupant required to obtain a permit from the air pollution control district or air quality management district? YES 0 N .. . .... . - . -• - Is the facility to constructed within ID00 feet of the outer boundary of a school site? , ,•,,, .
DYES ANO'
. IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF CXXUPANCY MAY NOT BE ISSUED AFTER JULY 1 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CX)N1I1OL 0151111Cr.
WNSIRUCHUN LENDING AGENCY . . . - ... • -
I hereby affirm that ther is a construction lending agency for the performance of the work for which this permit is issued (Sec 30970) Civil Code).
LENDER'S NAME LENDER'S ADDRESS •
. 4.
APPLICANT CEK'I11$.I1 N - - - - ' • . -
I certify that I have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws
relating to building construction. I hereby authorize representatives 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 (DNSEQUENCE OF li-fE GRANTING OF THIS PERMIT.
. ,rr i-r • . • ' - 4 ' .
OSHA. An OSHA permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stones in height
Expiration. 'Every permit issued by the Building Official under the pro sionsof this Code shall expire by limitation and become null and void if the
building or work authorized by such pe it is not comenced within 65 days from the date of such permit or if the building or work authorized by, such permit is suspended or abnone t an tim
m
fter the wor i commenced for a period of 180 days (Section 303(d) Uniform Buildingode) APPLICANTS SIGNATURE . - • DATE:j J/ f
TE: File, W: Applicant PINK: Finance
SEWER P.ERMIT
03/13/97 2.4 59 Permit No 5E970001
Page -;''l- of .1 .. Bldg PlanCk#: CB962375
j.JobAddress: 1911 PALOMAR OAKS.WY Suite.: ;
Permit Type: SEWER,- OFFICE/WAREHOUSE 3320 03/.13/97000101 0
Parcel No: 212-091-08-00
. . .523160
I Description 22,405 SF 11-6190 OFF10E,12610 Status ISSUED
R&D,76O5WAREHOUSE-CALLAWAY GOLF . Applied: 01/03/97
. . Apr/Issue: 03/13/9,7
.Pèrmi.tee:. SMITH COSULTING ARCHITECTS 619 452-3188 Expired:
53.55 MIRA SORRENTO PL;'sTE 650 Piepáred By: DR
SAr%J DIEGO CA 92cJ0&
Fees RequLre' *** * Collected & Credits -------------------------------------------:::11:
Adjustments:,'.
0
'Fee description
..'j .
. U s \ 6a1 , Ext'fe Da'ta,
Enter. Office Square o t e > . 6190
E _q
Enter;tDbs not ~ment one ove 3'. 3.15
,
000 NONE
SEWER TOTAL
0
INCORPORATED.
1952
•
. .4 , - , •-
4 . , •, ;• .,-,
•
. --,
CITY OF CARLSBAD
, 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 -.
. . • - S ' , . . .• - . '
. S. ¶ - , .
5- . .
, - 5_ tO •
TYPE
SWOW
ASC
FIXSYS
FADD
FADD
SWOW
PLUM
ASC
FADD
STATUS
ISSUED
ISSUED
ISSUED
ISSUED
ISSUED
ISSUED
ISSUED
ISSUED
ISSUED
ACT COMMENTS
CITY OF CARLSBAD
INSPECTION REQUEST
PERMIT# CB962375 I FOR 09/02/97
DESCRIPTION: 22,405 SF TI-6190 OFFICE,12610
R&D,7605 WAREHOUSE-CALLAWAY GOLF
TYPE: ITI
JOB ADDRESS: 1911 PALOMAR OAKS WY
APPLICANT: SMITH CONSULTING ARCHITECTS
CONTRACTOR:
OWNER:
REMARKS: C/NIKE/603-8711
SPECIAL INSTRUCT:
INSPECTOR AREA TP
PLANCK# CB962375
0CC GRP
CONSTR. TYPE NEW
STE: LOT:
PHONE: 619 452-3188
PHONE:
PHONE:
INSPECTOR ___________________ IV
TOTAL TIME:
---RELATED PERMITS-- PERMIT#
SE950014
AS950053
FS9500l4
FAD95027
FAD9503l
SE97000l
CB970225
AS 970019
FAD97O1O
CD LVL DESCRIPTION
19 ST Final Structural, ,L 29 PL Final Plumbing
39 EL Final Electrical
49 ME Final Mechanical
***** INSPECTION HISTORY *****
DATE DESCRIPTION ACT INSP COMMENTS
052897 Grout AP TP 1ST LIFT FRNT BLAST FURN
052097 Gas/Test/Repairs AP TP
051697 Final Combo PA TP OFFICES/GRINDING/POLISH RN (2
051597 Final Combo P1 TP SPCL OCCP INSP
051297 Final Combo P1 TP NOT COMPLETE
050897 Ftg/Foundation/Piers AP TP SEC CAN POLG -
050897 Frame/Steel/Bolting/Welding AP TP CElL GRID
050897 Rough Electric AP TP CElL LITES
050897 Rough/Ducts/Dampers AP TP DUCTS,PLMNS
050797 Gas/Test/Repairs P1 TP
050797 Rough Combo P1 TP
050597 Rough Combo CO TP 1 HR STR COORD CElL
050297 Frame/Steel/Bolting/Welding AP TP T-BAR 1ST FLR OFFICES
050297 Rough Electric AP TP CElL LITES 1ST FLR OFFICES
050297 Rough/Ducts/Dampers AP TP DUCTS 1ST FLR OFFICES
042997 Rough Electric AP TP MAIN/SUB PNLS,TRANS(TEST MTR)
042897 Rough Electric NR PK SEE INSP NOTES
042597 Ftg/Foundation/Piers AP TP BLAST FURN SLAB & TROUGH
DISAPPROVED
DISAPPROVED
APPROVED DISAPPROVED
DATE ci INSPECTED: ) APPROVED
DATE
INSPECTED: APPROVED
DATE
INSPECTED:
INSPECTE 7
\
BY:
INSPECTED
BY:
INSPECTED
BY:
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING (.RE PLANNING U/M
PLAN CHECK#: CB962375
PERNIT#: CB962375
PROJECT NAME: 22,405 SF TI-6190 OFFICE,12610
R&D,7605 WAREHOUSE-CALLAWAY GOLF
ADDRESS: 1911 PALOMAR OAKS WY
CONTACT PERSON/PHONE#: C/MIKE/603-8711
SEWER DIST.: CA WATER DIST: CA
WATER
DATE: 09/02/97
PERMIT TYPE: ITI
sEP 041997.
COMMENTS: .
FINAL BUILDING INSPECTION 04
DEPT: BUILDING ENGINEERING PI1 PLANNING U/M WATER
PLAN CHECK#: CB962375 DATE: 05/12/97
PERMIT#: CB962375 PERMIT TYPE: ITI
PROJECT NAME: 22,405 SF TI-6190 OFFICE,12610
R&D,7605 WAREHOUSE-CALLAWAY GOLF
ADDRESS: ii V FE
CONTACT PERSON/PHONE#: BJN/MIKE/603-8711
SEWER DIST: CA WATER DIST: CA Rn, MAY 12 1997
INSPECTED DATE JBY
_____________
BY: (. f&kc.L INSPECTED: 161 APPROVED DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED DISAPPROVED -
COMMENTS:
q
07/27/98 INSPECTION HISTORY LISTING
FOR PERMIT# CB962375
,,, 1PJ
1,-ti
DATE INSPECTION TYPE INSP ACT COMMENTS
09/03/97 Final Combo TP PA NEED FINAL REPORTS SEE FOLDER
09/02/97 Final Combo TP P1 ND FIRE SIGN OFF
05/28/97 Grout TP AP 1ST LIFT FRNT BLAST FURN
05/20/97 Gas/Test/Repairs TP AP
05/16/97 Final Combo TP PA OFFICES/GRINDING/POLISH RN (2)
05/15/97 Final Combo TP P1 SPCL OCCP INSP
05/12/97 Final Combo TP P1 NOT COMPLETE
05/08/97 Ftg/Foundation/Piers TP AP SEC CAN POLG
05/08/97 Frame/Steel/Bolting/Wel TP AP CElL GRID
05/08/97 Rough Electric TP AP CElL LITES
05/08/97 Rough/Ducts/Dampers TP AP DUCTS,PLMNS
05/07/97 Gas/Test/Repairs TP P1
05/07/97 Rough Combo TP P1
05/05/97 Rough Combo TP CO 1 HR STR COORD CElL
05/02/97 Frame/Steel/Bolting/Wel TP AP T-BAR 1ST FLR OFFICES
05/02/97 Rough Electric TP AP CElL LITES 1ST FLR OFFICES
05/02/97 Rough/Ducts/Dampers TP AP DUCTS 1ST FLR OFFICES
04/29/97 Rough Electric TP AP MAIN/SUB PNLS,TRANS (TEST MTR)
04/28/97 Rough Electric PK NR SEE INSP NOTES
04/25/97 Ftg/Foundation/Piers TP AP BLAST FURN SLAB & TROUGH
04/24/97 Rough Combo TP AP SEE INSP NOTES
04/23/97 Rough Combo TP CO
04/21/97 Grout TP AP 3RD LIFT
04/21/97 Rough Combo TP CO CElL NOT COMPLETE/T-GRID
04/17/97 Ftg/Foundation/Piers TP AP BASE PL FOR ROBOT ARM
04/17/97 Ftg/Foundation/Piers TP AP FURN PIT REINF
04/17/97 Grout TP AP 2ND LIFT BLAST WALL
04/16/97 Ftg/Foundation/Piers TP AP P.S. CONTROL RN
04/16/97 Grout TP AP 1ST LIFT BLAST WALL
04/11/97 Ftg/Foundation/Piers TP AP P.S ADDED HUR BAR BEHIND WALL
04/10/97 Ftg/Foundation/Piers TP AP RE-ESTB POUR STRP@FRN WALL CMU
04/10/97 Interior Lath/Drywall TP AP 2ND FLOOR
04/09/97 Grout TP AP 1211 CMtJ 3 CRSE @ FURN PIT
04/08/97 Interior Lath/Drywall PD AP @ SHR WALLS & 6" 18GA WALLS
04/08/97 Underground/Under Floor PD AP FLOOR SINK
04/07/97 Frame/Steel/Bolting/Wel TP AP WALLS 2ND FLR
04/07/97 Rough/Topout TP AP 2ND FLR T/O
04/07/97 Rough/Topout TP AP WALLS 2ND FLR
04/07/97 Rough Electric TP AP EXHAUST @ 2ND FLR REST
04/04/97 Frame/Steel/Bolting/Wel TP P1 RATED CORR DISCUSSION
04/03/97 Underground/Under Floor TP AP @ BLAST FURN AREA
04/03/97 Footing TP AP CMR WALL INT @ BLAST FURN
04/02/97 Frame/Steel/Bolting/Wel TP AP 6" WOOD FRN
04/02/97 Frame/Steel/Bolting/Wel TP P1 QUESTIONS @ RATED LOBBY
04/02/97 Const. Service/Agricult TP CO
04/02/97 Const. Service/Agricult TP CO SEQ REQUEST PER SDGE
04/01/97 Frame/Steel/Bolting/Wel TP CO TRAN NAILING
04/01/97 Rough Electric TP AP 1ST LOR WALLS & CElL
03/31/97 Frame/Steel/Bolting/Wel TP CO MEZ WALLS & FLR 1ST FLR
03/31/97 Rough/Topout TP AP MEZ WALLS & FLR 1ST FLR
03/31/97 Rough Electric TP P1 MEZ WALLS & FLR 1ST FLR
03/28/97 Ftg/Foundation/Piers TP AP SLAB@EQUPT YARD
03/28/97 Frame/Steel/Bolting/Wel TP P1 QUEST ON MEZ FRN
HIT <RETURN> TO CONTINUE...
07/27/98 INSPECTION HISTORY LISTING
FOR PERMIT# CB962375
DATE INSPECTION TYPE INSP ACT COMMENTS
03/26/97 Frame/Steel/Bolting/Wel TP P1
03/26/97 Interior Lath/Drywall TP AP
03/25/97 Interior Lath/Drywall TP NR
03/24/97 Ftg/Foundation/Piers TP CO
03/24/97 Ftg/Foundation/Piers TP CO
03/24/97 Frame/Steel/Bolting/Wel TP AP
03/24/97, Frame/Steel/Bolting/Wel TP AP.
03/24/97 Interior Lath/Drywall TP AP
03/24/97 Interior Lath/Drywall TP AP
03/24/97 Interior Lath/Drywall TP AP
03/24/97 Interior Lath/Drywall TP AP
03/24/97 Grout TP AP
03/24/97 Grout TP AP
03/20/97 Grout TP AP
03/20/97 Grout TP AP
03/19/97 ,Frame/Steel/Bolting/Wel TP AP
03/19/97 Frame/Steel/Bolting/Wel TP AP
03/19/97 Rough/Topout TP .AP
03/19/97 Rough/Topout TP AP
03/19/97 Rough Electric TP AP
03/19/97 Rough Electric TP AP
03/19/97 Retaining Walls TP P1
03/19/97 Retaining Walls TP P1
03/18/97 Frame/Steel/Bolting/Wel TP AP
03/18/97 Rough/Ducts/Dampers TP P1
03/17/97 Ftg/Foundation/Piers TP AP
03/17/97 Frame/Steel/Bolting/Wel TP CO
03/17/97 Rough/Topout TP CO
03/14/97 Ftg/Foundation/Piers TP CO
MEZ FRN
PROD,2ND FLR OFF,l HR CORD TNL
ND REV @ POUR STRIP REMOVE
ND REV @ POUR STRIP REMOVE
2ND FLR NEZ SHT EXTNSN
WND FLR.NEZ SHT EXTNSN
1ST LAY SOUND RN
1 HR CORR WALLS AND TOP OF LID
1ST LAY SOUND RN *
1 HR CORR WALLS & TOP OF LID
EQUPT ENCL & PIT WALLS,
EQtJPT ENCL & PIT WALLS
1ST LIFT EQUIP YARD
1ST LIFT FURNACE PIT
HIGH WALLS OFFICE WALLS 1 & 2
HIGH WALLS OFFICE WALLS 1&2 FL
CLAIRF &EYE WASH
CLAIR & EYE WASH
WALLS
WALLS
NOT COMPLETE 1ST LIFT
NOT COMPLETE 1ST LIFT
REINF ROOF STRtJCT FOR MTN EQPT
DISCUSSION ON 1HR CONST.
WATER TEST
HIT <RETURN> TO CONTINUE...
Mar-28-97 10:27 . P_01
PRIME STRUCTURAL ENGINEERS
.9 16980 ViaTazon, Suite 260
San Diego, California 92127
Tel (619) 487-0311
Fax (619) 487-0206
TELECOPIER TRANSMITTAL
Date: Time:
, // J 3 v >-r1
Attn:
Company: C
From:
S
Subject:
•
-
Total number of pages (including this cover sheet) :
Remark:
J If there are any questions regarding the reception of the number of pages listed above,
S please call at (619) 487-0311
Mar-28-97 10:27
PRIME STRUCTURAL ENGINEERS
16980 Via Tazon Suite 260
San Diego, California 92127
Tel (619) 487-0311
Fax (619) 487-0206
March 26, 1997
TELECONFERENCE REPORT
DATE : March 26, 1997 f2 PROJECT Callaway : Callaway Golf - Lot 18 T.I.
PLAN FILE # : 96-2375
PRESENT : Mr. Mike Peterson, City of Carlsbad Building Inspection Department
Mr. Sergio Azuela, Esgil -
Mr. Andy Seidlinger, Prime Structural Engineers
The gypsum board shear walls on line 3.6 of the Callaway Lot 18 tenant improvement
project were designed according to the provisions of Chapters 19 & 25 of the
1994 UBC. Specifically, allowable shear values per Table 25-I were reduced 50%
as per footnote #1 of the table. Also note that the design loads at this location
include no load imposed by masonry or concrete construction.
According to Mr. Mike Peterson at the City of Carlsbad, we are in full compliance with the current
Uniform Building Code adopted and amended by City of Carlsbad. We were informed by both
Mr. Peterson and Mr. Sergio Azuela of Esgil that the city has no addendum to the code outlawing
the use of gypsum board shear walls. The original plan checker, Mr. Kurt Culver, was not
available as he was on vacation.
This conference report is our understanding of the meeting related to the structural
design. If there are any comments or discrepancies concerning this report, please
contact our office immediately. Otherwise, the above items will be noted as correct.
Prepared By: Andy Seidlinger
PRIME STRUCTURAL ENGINEERS
CC: Pete Bussett, Smith Consulting Architects
Mike Govern, Nielsen Dillingham
eo Aiut1i, Esj.L
SOUTHERN CALIFORNIA -
SOIL & TESTING, INC.
6280 Riverdale Street, San Diego, CA 92120
P.O. Box 600627, San Diego, CA 92160-0627
619-280-4321, FAX 619-280-4717
September 10, 1997
Nielsen Construction Co
Attn: Mike Govern
P.O. Box 80367
San Diego, CA 92138
SCS&T 9712133
Report No. 1
Reference: Callaway Golf- Lot #18, 1911 Palomar Oaks Way'
Permit Numbers: 96-2375 and 97-225
Subject: Verification of Special Inspection
Ladies/Gentlemen:
Special 1n5pect1ons ;ofwelding, Reinforced Masonry, Epoxy Anchors, were performed at the
referenced project by Inspectors employed by Southern California Soil & Testing, Inc as
detailed in Special Inspection Reports No. 1 through 6. The work requiring special:
inspection was performed in conformance with the approved plans and specifications, and
the applicable workmanship provisions of the Uniform Building Code.
We appreciate the opportunity to provide our Special Inspection services.
RespectJy. submitted, = -
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Michael B. Wheeler, R.C.E. 445358
IIl C045358
t Exp. 913J1'I.Y 1 ij mD
MBW:jms . . .
cc: (3.) Nielsen Dillingham.....................
. .
'...-(city.ofCarlsbad.,.,:.:. -::..............; .:.: ..::: . ;.:: ..:...T
Smith
Consulting
Architects
Architecture and Planning
TRANSMITTAL
To: 11MPMILL.IP.5 Date:
M.OV)1A
Project No: c(p1j'2.
Project: Cs# I. LA YVA'(
I.oT I 19
44IC$ CAKY ATTACHED:
No. Copies Date Description
EA. L*!E,S TRU eR42M ¶ j-I. cai F,&URAT,qci
TRANSMITTED VIA: ACTION El FAX (Sheet 1 of ) Fax No. For your approval
Mail El For your review and comment
El Messenger As requested El Overnight Delivery For your use / files 0 Other El Reviewed as noted
El No exceptions taken
El Revise / Resubmit
REMARKS:
TW O Pt& \(UAR 1ZQu07 AR JcosO PSUIS104S. QVITE M U9DR ON TIH S EeT c,4*vl reP
Company: C11l( DFCAP4..SP
2071 LA'i r14L-t41A PR
CLtAi71 c1. 912-0 09 -17(,
With End. W/O End.
El
El El
El El
0 El
DISTRIBUTION:
SCA File
BY: UAU 112 lotTK4AS
5355 Mira Sorrento Place • Suite 650 • San Diego, California 92121 • (619) 452-3188 • Fax (619) 452-3907
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NOTES: I. PROVIDE SEISMIC ANCHOR FER MFCIS RECOMMENDATION.
IT SHALL eE THE RESPONSIBILITY OF THE EQUIPMENT MANUFACTURER
TO PROVIDE ISOLATION A'-40/OR DAMPING SYSTEMS NI-ICI4 IIILL PREVENT
A RESONANT 0Th4r110 RESPONSE HIT14 EXISTING ROC.
LEAD HOLES SHALL BE DRILLED ø'. OF NOIINAL' SCREN DIAMETER
FOR TI-4READ PORTION AND EQUAL 10 NOMINAL DIAMETER FOR THE
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MAY-16-97 FRI 14:51 CARLSBAD FIRE DEPT FAX NO. 6199290256 P.01
May 16, 1997
TO: CIP:RIN~:C~IFAL ~~YIL
FROM: Fire Prevention Officer II
RE: 1911 PALOMAR OAKSTWAY
The fire department has conducted an inspection of the building and is
satisfied that the areas Callaway wants to occupy are in substantial
compliance with the applicable codes, providing the following conditions are
followed.
Rated doors with magnetic hold open devices on the first floor and
second floor be kept in the closed position until the proper smoke
detectors have been installed and tested by the fire department.
All physical barricades between the areas of construction and
occupied areas remain intact.
ei&
Colleen Balch
F P.O. II
EsGil Corporation
Professional Pfan Review Engineers
DATE: February 25, 1997
JURISDICTION: Carlsbad
PLAN CHECK NO.: 96-2375 SET: III
PROJECT ADDRESS: 1911 Palomar Oaks Way
PROJECT NAME: Callaway Golf TI & Mezzanine Addition
I APPLICANT
O PLAN REVIEWER
O FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's ***** codes.
The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAAAAA 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.
El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
LII 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: As discussed with the architect and engineer, Esgil Corporation is awaiting revised
plans, showing the installation of ties for the concrete walls to the floor diaphragm.
By: Kurt Culver Enclosures:
Esgil Corporation
El GA 0 CM El EJ 0 PC 2/20/97 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax(619)560-1576
EsGil Corporation
Professiona[P[an Review Engineers
DATE: January 27, 1997
JURISDICTION: Carlsbad
PLAN CHECK NO.: 96-2375
PROJECT ADDRESS: 1911 Palomar Oaks Way
SET: II
UAP .! NT
JURISi
U LAN REVIEWER
U FILE
PROJECT NAME: Callaway Golf TI & Mezzanine Addition
El The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
El The plans transmitted herewith will substantially comply with the jurisdiction's AAAAAAALAA codes
when minor deficiencies identified below are resolved and checked by building department
staff.
LI 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
LII 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:
Smith Consulting Architects 5355 Mira Sorrento Place, Suite 650
San Diego 92121
Esgil Corporatlon staff did not advise the applicant that the plancheck has been completed.
LI 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
F-1 REMARKS:
By: Kurt Culver Enclosures:
Esgil Corporation
0 GA 0 CM 0 EJ 0 Pc. 1/16/97 . tmsmtl.dot
9320 Chesapeake Drive, Suite 208 6 San Diego, California 92123 6 (619) 560-1468 6 Fax (619) 560-1576
Carlsbad 96-2375 II
January 27, 1997
RECHECK PLAN CORRECTION LIST
JURISDICTIONiT Carlsbad PLAN CHECK NO.: 96-2375
PROJECT ADDRESS: 1911 Palomar Oaks Way SET: II
DATE PLAN RECEIVED BY DATE RECHECK COMPLETED:
ESGIL CORPORATION: 1/16/97 January 27, 1997
REVIEWED BY: Kurt Culver
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, as requested in the correction
list. Submit three sets of plans for commercial/industrial projects (two sets of plans
for residential projects). For expeditious processing, corrected sets can be
submitted in one of two ways:
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).
438-1161. The City will route the plans to EsGil Corporation and the. Carlsbad
.
1.... Planning, Engineering and Fire Departments. .
. .
Bring one corrected set of plans and calculations/reports to EsGil Corporation,
9320 Chésapéake 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.
.
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. Please make all corrections on the original tracings
and submit two new sets of prints to: ESGIL CORPORATION.
Carlsbad 96-2375 II
January 27, 1997
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.
The following items have not been resolved, from the previous plan reviews. The
original correction number has been given for your reference. Please contact me if
you have any questions regarding these items.
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?
UYes UNo
14. The LU's have been removed from detail 7/S4! Please justify this. If they are
put back, check for the need for special inspection.
PLUMBING, MECHANICAL AND ENERGY CORRECTIONS
PLAN REVIEWER: Glen Adamek
PLUMBING (1994 UNIFORM PLUMBING CODE)
3. Sheet P-2 shows 4 gas fixtures on the medium pressure gas system, # 3.3 13,0..
Ovën,# 3.4 Pie-Heat Oven, '# 4.1 B.O; Furnace, and # 4.2 'B:O. Furnace. .Sheet
P-3, detail 2, Gas Riser Diagram shows only 3 gas fixtures on the medium
pressure gas system. Please correct the gas line plans.
. MECHANICAL (1994 UNIFORM MECHANICAL CODE)
Detail the flue (vent) termination's as per UMC, Section 806. Minimum 8 feet
from the parapet or screen walls or above the level of the top of the walls within
8 feet of the flue. .
Detail the flue (vent) offsets, length, pitch, and clearances as per UMC, Section
805.
Carlsbad 96-2375 II
January 27, 1997
12. Provide the listing data and installation data for the proposed Ovens, Furnaces
and other heating equipment (The Casting Furnace, #.3.3 B.O. Oven, # 3.4 Pre-
Heat Oven, #4.1 B.O. Furnace, #4.2 B.O. Furnace,,# 4.4 Induction Melting, and
# 4.5 Autoclave). If not listed a third party installation report will be required for
the approval of the construction and installation of the proposed Ovens,
Furnaces and other heating equipment to approved standards. UMC, Section
302.2
13. Clearly note: "No, Class I, II, or Ill-A liquids are used (in any amount) in this
building." Or, provide mechanical exhaust ventilation in rooms or areas where
Class I, II, or Ill-A liquids are used, sufficient to produce six air changes per
hour. Such mechanical exhaust shall be taken from a point at or near the floor.
UBC, Section 1207.5
14. Provide data to show the dust collector may be installed inside the building
without being an H-2 occupancy. UBC, Section 307.1.1 Division 2. and
footnote 14 of UBC, Table 3-D. Provide data on proposed hazardous material
to be stored and used. Clearly show types of material, amounts of materials,
required ventilation, containment requirements, drainage requirements, and ....
detail required-spill controls: UBC, Section 307and UFC.
Clearly show the amounts of each type of hazardous material to be stored
and in use.
Clearly show where in the buildings each type of hazardous material is
being stored or used.
Provide calculations for required containment in each area of the
buildings, as per UBC, 307.2.5.
Provide a written response to show how Spill Control and Drainage are
being handled as required in UBC, Sections 307.2.3 & 307.2.4.
Provide the required manual shutoff control for ventilation equipment. as
per.UBC, Section .1202.2.3. . .•
For fumes or vapors that are heavier than air, exhaust shall be taken from
a point within 12 inches of the floor. UFC section 8003:18.2-5.---
15. Detail the dust collection systems compliance with UMC Chapters 5 & 6.
Clearly show the type of dust material being collected for each system.
Detail the required make-up air as per UMC, Section 505.6.
C) Clearly show the duct material thickness as per UMC, Table 5-13.
Detail ducts conveying explosives or flammable dusts shall extend directly
to the exterior of the building without entering other spaces. UMC, Section
505.1. Please correct. .
Detail minimum duct conveying velocities as per UMC, Section 505.4 and
Table 5-A. For the aluminum and titanium dust the velocities shall not be less
Carlsbad 96-2375 II
January 27, 1997
than 4,000 feet per minute. Provide data on each Dust Collector Unit. Please
correct.
h) Detail required explosion venting of dust collections systems as per UMC,
Section 609.5
j) Detail clearances from combustibles as per UMC, Section 609.8.
16. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6.
Clearly show what is being exhausted from each system.
Detail the required make-up air as per UMC, Section 505.6.
Detail the exhaust outlet clearances as per UMC, Section 609.10.
Detail ducts conveying explosives or flammable vapors, fumes or dusts
shall extend directly to the exterior of the building without entering other
spaces. UMC, Section 505.1.
Detail minimum duct conveying velocities as per UMC, Section 505.4 and•
Table 5-A.
Detail duct cleanouts as per UMC, Section 609.4. Ducts conveying fumes -
are product conveying ducts.
Detail duct support as per UMC, Section 609.6.
Detail fire protection as per UMC, Section 609.7.
Detail clearances from combustibles as per UMC, Section 609.8.
Detail protection from physical damage as per UMC, Section 609:9.
17. Provide plans, details and calculations to show the refrigeration system complies
with UMC Chapter 11. The requirements of-this chapter applies to all .. ......
refrigeration systems not just space conditioning systems:. .. .. . . .
Clearly show the Classification and amount of each refrigerant used.
Provide calculations and show the required ventilation of refrigeration
machinery room. (The Mechanical Enclosure.)
Provide exits as required per UBC, Chapter 10 for special hazards. UMC,
Section 1106.2. (The Mechanical Enclosure.) ...
Show the required emergency controls for the refrigeration machinery
room equipment. (At the Mechanical Enclosure.)
0 ENERGY CONSERVATION
Carlsbad 96-2375 H
January 27, 1997
Provide corrected plans, calculations and worksheets to show compliance with
current energy standards.
Provide the complete new energy packages to show compliance with the
changes on the ENV-1 and MECH-1 forms on sheet T-24. Provide the new ENV-
2, ENV-3, MECH-2, MECH-3, and MECH-4 forms for the larger floor area.
Please correct.
On the plans clearly show the wall and roof insulation locations, thickness, and
R-values, as per the energy design.
The Values shown on the new ENV-3 from do not match the plans and Table B-5
in the energy design manual. Please correct. The existing 7-1/2 inch thick,
uninsulated concrete tilt-up walls do not comply with the Envelope
Component Method. As per Table B-5 the R-value of 1.35 is correct, the
corrected U-value is 0.74 (not 0.67) and the corrected wall heat capacity is
about 18.0 (not 15.7). Please correct. -
Provide automatic shut-off controls for lighting in the conditioned areas without
Motion Sensors, as per Title 24, Part 6, Section 131(d).
The corrected, and completed ENV-1 part 2 of 2 form must be imprinted on the
plans.
The Documentation Author must sign LTG-1 forms on sheet E-10.
Note: If you have any questions regarding this plan review list please contact
Glen Adamek at (619) 560-1468. To speed the review process, note on this list
(ora copy) where the corrected items have been addressed on the plans..
Carlsbad 96-2375 II
January 27, 1997
ELECTRICAL PLAN REVIEW
1993 NEC
PLAN REVIEWER: Eric Jensen
4. This facility, because of the processes involved, grinding and polishing various
metals and different chemical processes, may have electrically classified
(hazardous) locations. Detail these classified locations (if any): the classification
and total area of the particular classification. A report has been included with
the plan sheets from Consolidated Fireprotection Inc. that identifies the
use and existence of titanium and titanium mixture dusts. Review page 8 &
9 of the report and identify and Class II locations on the electrical sheets.
(If none exist, please note on the plans) (The report appears to have been
completed after the electrical responses were made)
Note: If you have any questions regarding this electrical plan review list please
contact the plan reviewer listed above at (619) 560-1468. To speed the review
process, note on this list ( or a copy) where the corrected items have been
addressed on the plans.
End of Document
EsGil Corporation
Professional P(an Review Engineers
DATE: December 31, 1996 0 APPLICANT
U FIRE
JURISDICTION: Carlsbad U PLAN REVIEWER
U FILE
PLAN CHECK NO.: 96-2375 SET: I
PROJECT ADDRESS: 1911 Palomar Oaks Way
PROJECT NAME: Callaway Golf TI & Mezzanine Addition
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
The plans transmitted herewith will substantially comply with the jurisdiction's AA*AAAAAA codes
when minor deficiencies identified below are resolved and checked by building department
staff.
El 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.
LI The applicant's copy of thecheck list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy f the check list has been sent to:
Smith Consulting Architects 5355 Mira Sorrento Place, Suite 650
San Diego 92121
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:
Date contacted: (by: ) Telephone #:
L REMARKS:
By: Kurt Culver - Enclosures:
Esgil Corporation
El GA ' El CM El EJ fl Pc 12/19/96 . trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619)560-1468 • Fax (619) 560-1576
Carlsbad 96-2375 .7.
December 31, 1996
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK NO.: 96-2375
OCCUPANCY: B/Fl/Si
(potential H)
TYPE OF CONSTRUCTION: ?
ALLOWABLE FLOOR AREA: to be
determined
SPRINKLERS?: ?
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION: 12/16/96
DATE INITIAL PLAN REVIEW
COMPLETED: December 31, 1996
JURISDICTION: Carlsbad
USE: Office/R&D/Warehouse
ACTUAL AREA: +960 at Mezz.
+576 at End.
STORIES: 2
HEIGHT: n/c
OCCUPANT LOAD: -200
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 12/19/96
PLAN REVIEWER: Kurt Culver
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 copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot
Carlsbad 96-2375
December 31, 1996
GENERAL
Please make all corrections on the original tracings and submit two new sets of
prints, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California
92123, (619) 560-1468.
. 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.
Provide a Building Code Data Legend on the Title Sheet. Include the following
- code information for each building proposed:
Occupancy Group
Type of Construction
Sprinklers: Yes or No
Floor Area (added)
Justification to exceed allowable area in Table 5-B.
Provide a note on the plans indicating if any hazardous materials will be stored
and/or used within the building which exceed the quantities listed in UBC Tables
3-D and 3-E.
A comniete description of the activities and processes that will occur in this
tenant space should be provided. A listing of all hazardous materials should
be included. The materials listing should be stated in a form that would make
classification inTables 3-D and 3-E possible. The building official may require a
technical report to identify and develop methods of protection from hazardous
materials. Section 307.1.6.
Provide a fully dimensioned floor plan showing the size and use of all rooms or
areas within the space being improved or altered. Draw the plans to scale and
indicate the scale on the plan. Section 106.3.3. THE DIMENSIONS OF THE
EXTERIOR ADDITION ARE NOT SHOWN.
Carlsbad 96-2375
December 31, 1996
. CORRIDORS
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
713.2. 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. SEE DOOR 206.
Duct penetrations of fire-rated corridor construction shall have smoke and fire
dampers per Sections 713.10 and 713.11. LOBBY 101.
GLASS AND GLAZING
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. NO WINDOW SCHEDULE WAS
PROVIDED.
. ROOFS
Specify roof slope. SHOW THE NEW ROOF AREA ON SHEET AS AND SHOW
ITS SLOPE.
. FOUNDATION
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. ONLY PAGES 1 AND 3 OF THE 12/13/96 REPORT WERE
PROVIDED.
Provide a letter from the soils engineer confirming that the foundation plan,
grading plan and specifications have been reviewed and that it has been
determined that the recommendations in the soil report are properly incorporated
into the plans. (required by the soil report).
Show size, embedment and location of hold down anchors on foundation plan.
Section 106.3.3. THE CALCULATIONS REQUIRE HOLD DOWN ANCHORS.
Carlsbad 96-2375
December 31, 1996
FRAMING
14. 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
FIELD WELDING 6/S4'
EXPANSION/EPDXY ANCHORS YES
STRUCTURAL MASONRY PER CALCULATIONS
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.
. ADDITIONAL
Sheet A9 was missing from. the set submitted. Please provide it.
Fill in all the empty reference bubbles and, in general, complete the plans.
Provide complete structural calculations and plans to justify the roof system to
support the equipment shown on sheet A5.
Show on the cross section (sheet A6) the exterior addition.
Provide calculations to justify the existing walls/footings that will be receiving
new loads.
Justify the bolted connection to the wall at detail 7/S4.
Show additional ties in the pilaster of detail 14/S4, per Ch. 21.
Regarding the structural calculations:
Show on the plans a drag connection into the wall on Line D.2 (see sheet
I of the calculations).
Show on the plans the shear wall designated for Line 3.6.
Carlsbad 96-2375
December 31, 1996
See the following sheets for PME corrections.
To speed up the review process, note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
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:
DYes 0 No
The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number
of 619/560-1468, to perform the plan review for your project. If you have any
questions regarding these plan review items, please contact Kurt Culver at
Esgil Corporation. Thank you.
PLUMBING, MECHANICAL AND ENERGY CORRECTIONS
PLAN REVIEWER: Glen Adamek
Each sheet of the plans must be signed by the licensed designer.
. PLUMBING (1994 UNIFORM PLUMBING CODE)
Provide complete water line sizing calculations, including a table of maximum
fixture units, GPM, and the maximum velocities for each pipe size. Clearly show
the total water demand. UPC Section 610.0
The plans show The Casting Furnace, # 3.3 B.O. Oven, # 3.4 Pre-Heat Oven, #
4.1 B.O. Furnace, # 4.2 B.O. Furnace, # 4.4 Induction Melting, and # 4.5
Autoclave. Seven large heating type of equipment. The plans show gas to only
# 3.3 B.O. Oven, # 3.4 Pre-Heat Oven, and # 4.4 Induction Melting. Sheet M-3
shows vents (High Temperature Flues) for only # 3.3 B.O. Oven, # 4.1 B.O.
Furnace, and # 4.2 B.O. Furnace. Please correct the gas line plans and
mechanical plans.
Provide combustion air for fuel burning water heaters in accordance with the
Uniform Plumbing Code, Section 507.0
Carlsbad 96-2375
December 31, 1996
Detail the water heater flue (vent) termination's as per UPC, Section 517.0.
Minimum 8 feet from the wall or above the wall.
New urinals and associated flushometer valves, if any, shall use no more than
one gallon per flush and shall meet performance standards established by the
American National Standards Institute Standard Al 12.19.2. H & S Code, Section
17921.3(b).
. MECHANICAL (1994 UNIFORM MECHANICAL CODE)
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
Provide smoke detection in supply air duct of 'air-moving system' for required
shut-off for smoke control as per UMC, Section 608 and also see Section 203.
Show the required smoke and fire dampers at all duct openings into fire rated
corridors.
Detail the flue (vent) termination's as per UMC, Section 806.
Detail the flue (vent) offsets, length, pitch, and clearances as per UMC, Section
805.
Provide the listing data and installation data for the proposed Ovens, Furnaces
and other heating equipment (The Casting Furnace, # 3.3 B.O. Oven, # 3.4 Pre-
Heat Oven, # 4.1 B.O. Furnace, # 4.2 B.O. Furnace, # 4.4 Induction Melting, and
# 4.5 Autoclave). If not listed a third party installation report will be required for
the approval of the construction and installation of the proposed Ovens,
Furnaces and other heating equipment to approved standards. UMC, Section
302.2
In Groups B, F, M, and S Occupancies, or portions thereof, where Class I, II, or
Ill-A liquids are used (in any amount), mechanical exhaust shall be provided
sufficient to produce six air changes per hour. Such mechanical exhaust shall be
taken from a point at or near the floor. UBC, Section 1207.5
Provide data on proposed hazardous material to be stored and used. Clearly
show types of material, amounts of materials, required ventilation, containment
requirements, drainage requirements, and detail required spill controls. UBC,
Section 307 and UFC.
Clearly show the amounts of each type of hazardous material to be stored
and in use.
Clearly show where in the buildings each type of hazardous material is
being stored or used.
Carlsbad 96-2375
December 31, 1996
C) Provide calculations for required containment in each area of the
buildings, as per UBC, 307.2.5.
Provide a written response to show how Spill Control and Drainage are
being handled as required in UBC, Sections 307.2.3 & 307.2.4.
Provide the required manual shutoff control for ventilation equipment as
per UBC, Section 1202.2.3.
For fumes or vapors that are heavier than air, exhaust shall be taken from
a point within 12 inches of the floor. UFC, section 8003.18.2-5.
15. Detail the dust collection systems compliance with UMC Chapters 5 & 6.
Clearly show the type of dust material being collected.
Detail the required make-up air as per UMC, Section 505.6.
Clearly show the type of dust material being collected.
Detail the exhaust outlet clearances as per UMC, Section 609.10.
Detail ducts conveying explosives or flammable dusts shall extend directly
to the exterior of the building without entering other spaces. UMC,
Section 505.1.
Detail minimum duct conveying velocities as per UMC, Section 505.4 and
Table 5-A.
Detail duct cleanouts as per UMC, Section 609.4.
Detail required explosion venting of dust collections systems as per UMC,
Section 609.5
Detail duct support as per UMC, Section 609.6.
Detail clearances from combustibles as per UMC, Section 609.8.
Detail protection from physical damage as per UMC, Section 609.9.
16. Detail exhaust ventilation system compliance with UMC Chapters 5 & 6.
Clearly show what is being exhausted from each system.
Detail the required make-up air as per UMC, Section 505.6.
C) Detail the exhaust outlet clearances' as per UMC, Section 609.10.
Detail ducts conveying explosives or flammable vapors, fumes or dusts
shall extend directly to the exterior of the building without entering other
spaces. UMC, Section 505.1.
Detail minimum duct conveying velocities as per UMC, Section 505.4 and
Table 5-A.
Detail duct cleanouts as per UMC, Section 609.4.
Detail duct support as per UMC, Section 609.6.
Carlsbad 96-2375
December 31, 1996
Detail fire protection as per UMC, Section 609.7.
Detail clearances from combustibles as per UMC, Section 609.8.
Detail protection from physical damage as per UMC, Section 609.9.
17. Provide plans, details and calculations to show the refrigeration system complies
with UMC Chapter 11.
a) Clearly show the Classification and amount of each refrigerant used.
b) Provide calculations and show the required ventilation of refrigeration
machinery room.
C) Provide exits as required per UBC, Chapter 10 for special hazards. UMC,
Section 1106.2
d) Show the required emergency controls for the refrigeration machinery
room equipment.
. ENERGY CONSERVATION
Provide plans, calculations and worksheets to show compliance with current
energy standards.
The ENV-1 and MECH-1 forms show the conditioned floor area to be only
15,541 square feet. The LTG-1 and LTG-2 forms show the conditioned floor
area to be 22,636 square feet. Please correct.
On the plans clearly show the wall and roof insulation locations, thickness, and
R-values, as per the energy design.
The Values shown on the ENV-3 from do not match the plans and Table B-5 in
the energy design manual. Please correct. The existing 7-1/2 inch thick,
uninsulated concrete tilt-up walls do not comply with the Envelope Component
Method. Please correct.
Provide automatic shut-off controls for lighting in the conditioned areas without
Motion Sensors, as per Title 24, Part 6, Section 131(d).
Show bi-level lighting cbntrols in the conditioned areas without Motion Sensors,
as per Title 24, Part 6, Section 131(b).
Show the daylit areas and required daylit area lighting controls for lighting in
daylit areas. Title 24, Part 6, Section 131(c).
Detail required exterior lighting controls. "Exterior lighting controlled from a
lighting panel within the building shall be controlled by a directional photocell or
astronomical time switch that automatically turns off exterior lighting when
daylight is available."
Carlsbad 96-2375
December 31, 1996
Correct the LTG-2 form for the Watts Per Square Foot Allowed as per Table No.
1-N. Warehouse (Industrial and Commercial Storage) is allowed only 0.6 Watts
Per Square Foot (not 1.3).
Clearly show on the LTG-2 form The Manufacturing is Precision Commercial
and/or Industrial Work, or use only 1.3 Watts Per Square Foot, for General
Commercial and Industrial Work as per Table No. 1-N (not 2.0 Watts Per Square
Foot).
The corrected, completed and signed ENV-1 forms must be imprinted on the
plans.
Use the July 1995 LTG-1 forms not the December 1991 LTG-1 forms on sheet
E-10.
Use the July 1995 MECH-1 forms not the December 1991 MECH-1 forms used
on sheet T-24 and the MECH-1 forms on sheet T-24 are not signed.
Note: If you have any questions regarding this plan review list please contact
Glen Adamek at (619) 560-1468. 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
1993 NEC,
PLAN REVIEWER: Eric Jensen
GFCI protected convenience receptacles are required to be installed within 25'
of roof mounted HVAC equipment.
Revise the panel schedule for Panelboard LD so that the bussing and main
breaker coincide.
All of the transformer grounding electrode conductors are undersized. Specify
the transformer grounding electrode that will be used for the transformers.
Carlsbad 96-2375
December 31, 1996
4. This facility, because of the processes involved, grinding and polishing various
metals and different chemical processes, may have electrically classified
(hazardous) locations. Detail these classified locations (if any): the classification
and total area of the particular classification.
5. The water service to the building appears to conflict vith the transformer location
(in the electrical service room). Additionally, two different requirements must be
met by the water service: NEC 384-4 (dedicated spaces) and SDG&E (foreign
equipment in a service room).
Note: If you have any questions regarding this electrical plan review list please
contact the plan reviewer listed above at (619) 560-1468. To speed the review
process, note on this list ( or a copy) where the corrected items have been
addressed on the plans. •
End of document
Carlsbad 96-2375
December 31, 1996
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad .PLAN CHECK NO.: 96-2375
PREPARED BY: Kurt Culver DATE: December 31, 1996
BUILDING ADDRESS: 1911 Palomar Oaks Way
BUILDING OCCUPANCY: B/Si/Fl TYPE OF CONSTRUCTION: V-N?
BUILDING PORTION BUILDING AREA VALUATION
MULTIPLIER
VALUE
($)
TI & Addition +1536 582,530
(per applic.)
Air Conditioning
Fire Sprinklers
TOTAL- VALUE 582,530
1991 UBC Building Permit Fee LII Bldg. Permit Fee by ordinance: $ 2288.50
1991 UBC Plan Check Fee E Plan Check Fee by ordinance: $ 1487.53
Type of Review: Complete Review LII Structural Only fl Hourly
fl Repetitive Fee Applicable fi Other:
Esgil Plan Review Fee: $ 1190.02
Comments:
------------------------------------------------------------------------------------------------------------
Fire Services Review: fi Complete Review fi Suppression System
fi Fire Alarm fi Other:
Esgil Fire Services Review Fee: $
Comments:
Sheet of I
macvaluedoc 5196
U of Carlsbad
BUILDING PLANCHECK CHECKLIST
DATE: PLANCHECK NO.:
BUILDINGADDRESS: j7// ?p/ot'.it.v Oak) W,
PROJECT DESCRIPTION:
CB %-237S
ASSESSOR'S PARCEL NUMBER: 211- (DC?) — EST. VALUE: S"30
ENGINEERING DEPARTMENT
.1zI.)YLiI
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
construction of the following improvements:
DENIAL
Please see e attached report of deficiencies
marked wit D Make necessary corrections to plans
or specifications for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
By: pate:113117
By: Date:
By: Date:
FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:
B7fl 77 2VL_ . Date:
ATTACHMENTS
Dedication Application
Dedication Checklist
Improvement Application
Improvement Checklist
Future Improvement Agreement
Grading Permit Application
Grading Submittal Checklist
Right-of-Way Permit Application
Right-of-Way Permit Submittal Checklist
and Information Sheet
Sewer Fee Information Sheet
ENGINEERING DEPT. CONTACT PERSON
Name: David Rick
City of Carlsbad
Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Phone: (619)438-1161, ext. 4324
A-4
Ufl9OflcOeC kIS W4U1 IOflfl H\woRD6\. Las aimas tar. - rIsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 4.94
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1 STJDI 3RD/
1 Provide a fully dimensioned site plan d2wn to scale Show
%/North Arrow Property Lines
Existing & Proposed Structures, E. Easements
C. Existing Street lmprovenients fr( Right-of-Way Width & Adjacent Streets
G. Driveway widths
2. Show on site plan:
Drainage Patterns
Existing & Proposed Slopes
Existing Topography
LI LI 3. Include note: 'Surface water to be directed away from the building foundation at a
2% gradient for no less than 5' or 2/3 the distance to the property line (whichever
is less)." [Per 1985 UBC 2907(d)5]
On graded sites, the top of any exterior foundation shall extend above the
elevation of the street gutter at point of discharge or the inlet of an approved
drainage device a minimum of 12 inches plus two percent." [Per 1990 UBC
2907(d)5]
U/ LI LI 4. Include On title sheet:
Site address
Assessors Parcel Number
Legal Description
For commercial/industrial 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
Page 1 of 4
H:\WORO\DOCS\CHKLST\9uild in9 Plancliecn Mist BP000I Form ORdoc Ren. 12/26/96
BUILbING PLANCHECK CHECKLIST
DISCRETIONARY APPROVAL COMPLIANCE 1STJ 2ND/ 3R01
LI LI 5. Project does not comply with the following Engineering Conditions of approval for
ProjectNo.__________________________________________________________
LI LI LI 6. All conditions are in compliance. Date:
DEDICATION REQUIREMENTS
LI LI LI 7. Dedication for all street Rights-of-Way adjacent to the building site and any storm
drain or utility easements on the building site is requiredfor 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 1/2 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
LI LI LI 8a. 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:
Page 2 of 4
G:\LIBRARY\ENG\WORD\DOCS\CHKLST\Building Plantheck Cktst 8P000I Pony DR.doc Rev. 12/26198
BUILDING PLANCHECK CHECKLIST
1 sul 2nd/ 3rd/
8b. Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal Code Section 18.40. Please submit a recent property title report or
current grant deed on the property and processing fee of $_________________ so
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:
Li 8c. Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future ImprOvement Agreement completed by:
Date:
. .
Li U 8d: No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adiacent to building site must be repaired to the satisfaction
of the City 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.
Li Li Li 9a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
Li Li Li 9b. 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 rough grading
approval obtained prior to issuance of a Building Permit.
Grading Inspector sign off by: Date:
9c. No Grading Permit required.
Page 3 of 4
G:eJBRARYENG\WORD\DOCS\CHKLSn2uUd leg Planthece CkIst BP000I Form DR.doc Rev. 12/26/96
BUILDING PLANCHECK CHECKLIST
MISCELLANEOUS PERMITS
2ndl 31d/
'U 10. 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:
Li 0 A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial
Waste Permit Application Form and submit for City approval prior t issuance of a
Permit.
Industrial Waste permit accepted by:
Date:
NPDES PERMIT
• 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
/U Li 14.
occurs first.
ZRequired fees are attached
Li No fees required
Li Li Li 15. Additional Comments:
Page 4of4
G:\LIBRARYENGWORD\DOCSCHKLST\BUQdng Pantheck Cklst BP000I FO,m DR.doc - Re 12/26/98
5131
ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION
FEE CALCULATION WORKSHEET
Estimate based on unconfirmed information from applicant.
0 Calculation based on building plancheck plan submittal.
Address: ,qj Aqbev r (> k5 L'Jv Bldg. Permit No.Cie 176 -237c
Prepared by: D1 Date: 1/2-)1 Checked by: Date:___________________
EDUCALCULATIONS: List types and square footages for all uses.
Types of Use: Sq. Ft/Units: EDU's
)I t4 lcs. Total ECU's:'
ACT CALCULATIONS: List types and square footages for all uses.
Types of Use: Sq. Ft./Units:__________
ç k PrcEj.
ADTs:
Total ACT's 1c
FEES REQUIRED: / V
PUBLIC FACIUT E5 REQUIRED &'YES 0 NO (S.. Building Department for amount)
WITHIN CFD: Li'YES (no bridge & thoroughfare fee, 0 NO
reduced Traffic Impact Fee)
1PARK-lN-UEU FEE PARK AREA:_________
FEE/UNIT: X NO. UNITS:______
2.TRAFF1C IMPACT FEE
ACT's/UNITS: /56 X FEE/AOl:
iff3. BRIDGE AND THOROUGHFARE FEE 1 4 Cf/)
ADTs/UNITS: X FEE/ADT:________
FACILITIES MANAGEMENT FEE ZONE:________
SOFT.: X FEE/SQ.FT.:V
5. SEWER FEE
V
V
PERMIT No. J-' cc '-01 V
EDU's: _________ X FEE/ECU:
BENEFIT AREA: AbArC DRAINAGE BASIN:______
EDU's: X FEE/ECU:-
/6. DRAINAGE FEES PLDA : HIGH /LOW
ACRES: X FEE/AC:________
SEWER LATERAL ($2,500 DEPOSIT)
0 8. WATER FEE
EDU's: X FEE/ECU:________
=s
=S
TOTAL OF ABOVE FEES*: $ _L//
*NOTE: This calculation sheet I. NOT a complete list of all fees which may b. du.. /
Dedications and Improvements may also be required with Building Permits.
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB 9I - 23 73 Address /// Oc
Planner LI/Jaf 4"v e4_ Phone (619) 438-1161, extension
APN:
Type of Project and Use: /A1'9fl7 ZZ
Zone: Facilities Management Zone:
C F D (in/,6i#
Cirdle-4311e (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building
Department.)
Legend
Item Complete
Item Incomplete - Needs your action
E Environmental Review Required: YES NO )K TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval , _V
t V__
E Discretionary Action Required: - YES NO J< TYPE
-APPROVAL/RESO. NO. V
. DATE._________
PROJECT NO.
C V
OTHER RELATED CASES:
Compliance with conditions or approval?. lfnot, state onditions which require action.
Conditions of Approval
TT Coastal Zone Asse1shient/Compliance
Project site located in Coastal Zone? YES NO7(
If NO, proceed with checklist; if YES, proceed below.
Determine status (Exempt or Coastal Permit. Required):
If Exempt, proceed with checklist; if Coastal Permit required, hold building permit until C'oastai
Permit issued.
Coastal Permit Determination Form already completed? YES NO____ If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
Follow-Up Actions:
V 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum
V Floor Plans).
Attach completed Coastal Permit Determination Form to this Checklist.
Complete Coastal Permit Determination Log as needed. V
LV'EJ Inclusionary Housing Fee required: YES NO iX
(Effective date of Inclusionary Housing Ordinance - May 21, 1993.)
Site Plan
El 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
LI 2 Provide legal description of property and assessor's parcel number.
/ Zoning:
izf LI LI 1. Setbacks:
Front: Required Shown
(3'' jçflVC' Int. Side: Required Shown
Street Side: Required Shown
Rear: Required Shown
LI 2. Lot C overage: PV/(— Required Shown
LI 3. Height: Required Shown
4. Parking: Spaces Required J6J O Shown 60
Guest Spaces Required' Shown /
Li Additional Comments 270 416- A 5 /j1f iC-
iz -m ,/z.sv, 1v ca' & wrnu.
DSf gw6i /.'
, (.ii &Zg c) WrT AivD "V 66r.
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
V f&,f cs- P,o1I,o8 -
c (7tf &i' W, c 4,60Jm
STRUCTURAL
CALCULATIONS
14CIC#t4l4E
PRIME STRUCTURAL ENGINEERS
16980 Via Tazon, Suite 260
San Diego, California 92127
Tel (619) 487-0311
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Joint Locations
0- 0- 0 8) 24- 1- 6 15) 42- 5- 1
3- 1-12 9) 21-10- 7 16) 35- 1-I5
1- :i- 8 10) 31- 6- 3 ifl 21-10- 7
10-I1- 4 11) 35- I-IS 18) 24- 1- 6
14- 1- 0 12) 38- 9-I1 19) 18- 2-12
18- 2-12 I)) 42- 5- 7 20) 10-1I- 4
1) 21- 5- I 14) 46- 1- 3 21) 3- 7-12
Chord mothers over 20 - O are continous.
Finger joint and tension test performed by
1RU1RLJS. Inc. prior to truss manufacture.
Double mother webs shall have two(2) naj.tl'2
placed in center for buckling calilat$ajL
iYdV -
IC 03913o
Exp: 9-30-9 )
2 3J
Eel t&
6140# 3.50 0-4-8
Scale = 0.1250
Eng. Job: LOT 18
Dwg: T151.053
Dsgnr: EL Chic:
TC Live 16.0 psI
TC Dead 10.0 psi
BC Live 0.0 psI
BC Bend 2:0
- -
psi
10TAL 28.0 j;I
WO: 4509
Truss ID: PIA
Dale: 8-24-95
DurFac - Lbr: 1.25
DurFac - Pit: 1.25
O.C. SpoclilO: 96.0
fleslfill Ciliorla: (JBC
V:10.10.94 421037-
IC FORCE AX BND Cs! 1
3141'
. 0 0. 63 0. 69 2 63 . 0. 56 0. 6 3-[5? . 0.370.? 4 57 . 0. 35 0. 70 S 07 . 0. 30 0. 88 6 - 60.31 0. 91 0.6 .23 0.88 8- .6 . 40.95 - §. . 8
11 1 9.N.0 607! 12. •132L0.0 0.56 0.61
13 6371 0. 06 0.63 0.69
BC FORCE AXL BND C 1 0 0.00 0.03 0.03
0 2 1517 0.46 0.12 0.57 3 8481 0. 73 0. 13 . 86 4 1469 0. 83 0.15 0.97 5 1284 0.84 0.08 0.92
6 8671 0. 74 0.14 0.88 7 11595 0.46 0.11 0.57 8 0 0.00 0.03 0.03
B FORCE 1(8 FORC 1 8467 11 -368 2 -1473 12 -1628
3 -6961 13 -1174
4 5659 14 2885
5 .1235 15 -4361
6. •z4293 16 -1243
7 2988 17 5640
8 -1107 18 -6998
9 -1503 19 -1473
10 607 20 8535
R*-1.O0
IF at IL T 1 73
LI
fFLECAON
T18 Kh"SO9 (J;LOT 1
!12 IN 1011011: T1 It. 053
34
1,1
4200
44 61 46
66
17, ER
67 30/
77 7 V LC 99 201 020 100 0 101 0 10
6 0 108 0 0
ust:RID
11 OSEL
I"
F
(7r1/\
CUTTING Co
1'-
11
,
IF
K R.1 h1h,
M
REEP 2
END
61O)
F--
1.50-
PLATES:TEE-LOK,TRIJSWA
4n0tIi. 1.QLi
6F_iiqn By
IF-afruff
Jim,4 Tm,, (msnnls.f An.eHc,,
Ilils design Is valid only if the truss is
fabricated by IRUIRUS INC.
SE 1.20 PHOENIX. ARIZONA 85043
4 d 3.4.6.15.17 f 18 All Chords are (PER) Machine Stress Rated.
i is the All luther used In this design, has a
ple}loads. maximum of 19% moisture content at Lite
IF time of fabicatiun.
ssmed to be
riotçd otherwise. * Use 1" dia. 209a. (A.36 Steel) standard knee
• brace. Attach to Sub-purlth W4-10d nails.
and attach to bottom chord W/ 4- lod nails.
4 Max. unbraced bottom chord segment -23' - 4
318" Is larger la screws or bolts
NO! ALIO1(I3 IN CQORD MEMBERS. U.N.O.
i3i-344.4 20 ga. connector plate on the
top face of the top chord.
Typical where wall anchor strap or
beam strap has nail spacing less than 1"
o.c. This is designed to reduce splitting
do to wall or beam tie strap nail ing.
'U
CAMBER: lop and bottom chord J._. at mid span between tliisupports.
• This truss has not been designed for roof
0i
poiidin!J'. Building designer mist provide
adequate drainage to prevent pondinq.
(0. 25"/1t mm slope to drain).
Ii 46-10-3
2.5X4
Note - Total Deflection - - I. 13"
42-0-0
46-1-3
;NO LABEL= 2096,ST1S= I89a,XTLS- 1696 DESIGN: NOS-91
WA I-I N I N i: I1EJLP S%LL ru., I '..II I 11I I.
A COPY OF TIllS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING
bmchll on Ih1. 4,awinR I, .ini g,tcdon t'nuleig. n'Mdb,.clng, ,'m*al b.b.g a, sh..ilae brmi'.j
which 1. a pn,5 .t/ .h, lolhling deal get and ..-IskI. n.ml Sc coneldemi Sy .h, io&Lhag .ksig..,.. IS,nri,s
sSu,w,, St fit lateml .I.,ron of ins,, nu,'nilv,a iw'Jy is. trdeu bsr&Sis,g len4lh.
stink ii. mu Sn.. Iase.,Ii.easlsug as en4, and sgnl/Sed larath,na dtsnnS,se.I by she I.,S,lh,4 ,le,,
451,ljil,t,td Stash.1 sf she ,'vn,IJ ,snsets,r "n.y S.- .eq..isvJ. 5Su 15115 VI of 755) y
in,,, Sian.,g .vep..tv.n,nss, ,,,ngai$ i,,iIdi,,g deng..ce. (7...., tIn,, l,,nis,sse, )I'!. •. ion,! a
PI'S,,o,si. •S.i 7 5cs
4x2 4x2
MULTIPLE LOADS -- This desi
coaposite result of nulti
All COMPRESSION Chords are
continuously braced unless
o i97 13 14
MT1B-12X14.4 2.5X4 2.5X4 MT*8-12X14.4
.6 MT18-8X 13.6 2.5X4 MT1 8-OX 1 3.6 MT 18- 12.IX 14.4
.20 2X5.6 2X5.6 6X56 6X5.8 2X5.6 2X5.6 2X5.6
- 45O9..
PiA - LUST WORK OROER. 4509 - --
,.sE:194-l23o37 DEsI t.OT 18 WO EXTIb 461003 PIA
Load '# - 1 DURFAC. LBR - 1.250-'-' OURFP. PIT - 1.2SO I. . STRt1UR( APPLIED DISTRIBUTED LOADS... \ F. OTHER LOADS. . .OIR •LPlf-•L. Lioc- - LPlf-. -. R.Loc ...TYPE... MAGNITUDE .Xl.00... 1 it. V -208. Or-- 0 4. 8 r.- 2080- 46- 5-11 2 !C.V -16.0 0- 4- 8 -16.0 46- 5-11 Reactions - 5190.89 5190.95-
Load # - 2 DURFAC.LBR- 1.250 DURFAC.PL.T - 1.250 . CUTTING COPY
/.. STRUC11JRE APPLIED DISTRIBUTED LOADS... /........OTHER LOADS.........
.DIR L.P1f Lloc R.P1f R.loc ...TYPE... MAGNITUDE .XLOC...
1 IC. V -333.0 . 0- 4 8 -333.0 8- 4- 8
2 TC.V -208.0 8- 4- 8 -208.0 46- 5-11 3 BC. V -16.0 0- 4- 8 -16.0 46- 5-11 Reactions - 6139.91 5278.38
Load # - 3 DURFAC. LBR - 1.250 DURFAC. PLT - 1.260 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I........ OTHER LOADS.........
DIR 1. P1 f L. bc R. P1 f P. L.oc ... TYPE... MAGNITUDE . XLOC...
1 IC. V -208.0 0- 4- 8 -208. 0 8- 4- 8 TC. V -333.0 8- 4- 8 -333.0 16- 4- 8 T, -208.0 16- 4- 8 -208.0 46- 5-11 4 BC.V -16.0 0- 4- 8 -16.0 46- 5-11
Reactions - 5930.14 5451.69
-.. ----'-,.--
Loac :r - i ---- L'UKtAL.LbK -.
777~ /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS......... DIR 1. P1 f 1. Loc P. P1 f P. Loc TYPE... MAGNI TUDE XLOC... . . . -
1 IC. V -208.0 0- 4- 8 -208.0 16- 4- 8
2 IC. V -333.0 16- 4- 8 -333.0 24- 4- 8 / 3 TC. V -208.0 24- 4- 8 -208.0 46- 5-11 4
Reactions
SC. V -15.0 0- 4- 8
- $756.92 5624.91
-16.0 46- 5-11
. . o
Load # - 5 DURFAC. LBR - 1.250 DIJRFAC. PLT - 1.250 /. . STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS......... DI L. P1 f L. be P. P1 f P. Loc ... TYPE... MAGNITUDE - XLOC... 1 IC. V -208.0 0- 4- 8 -208. 0 24- 4 8 2 IC. V -333.0 24- 4- 8 -333.0 32- 4- 8 3 IC. V -208.0 32- 4- 8 -208.0 46- 5-11
4 BC.V . -16.0 0- 4- 8 -16.0 46- 5-11
Reactions - 5583.70 5798.14
-Load # - 6 'DURFAC. LBR - 1.250 DURFAC. PLI - 1.50
/..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.........
DIR L. P1 f L. Loc P. P1 f P. bc . . . TYPE... MAGNI TUDE . XLOC... 1 IC. V -208. 0 0- 4- 8 -208.0 32- 4- 8 2 IC. V -333.0 32- 4 8 -333.0 40- 4- 8 3 TC. V -208.0 40- 4- 8 -208.0 46- 5-11
BC. V -16.0 0- 4- 8 -16.0 46- 5-11 Reactions - 5410.47 5971.37
bc-ac il - 7- DURFAC.LBR - 1.250 DURFAC.PLT - 1.250
!..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I........OTHER LOADS .........\
DIR L. Pi f- L. bc P. PI R. Loc ... TYPE... MAGNITUDE . XLOC. I IC. V -208.0 0- 4- 8 -208.0 38- 5-11
2 TC.V -333.0 38- 5-11 -333.0 46- 5-11 3 SC. V -15.0 0- 4- 8 -16.0 46- 5-11 Reactions - 5278.32 6135.97
lend -- (SA. NA. MA) - (Structure. Node. Member) Applied
(Pb. DL) - (Point Load. Distributed Load)
(H. V. M) - (Horizontal. Vertical. Moment)
() r
CUTTING Co
PLATES:TEE-LOK,
VO 7
C039130 J'
Exp: 9-30-91 / )
6840# 3 0.
.8-4-8
(flT73)
scale = 0.1250
Eng. Job: LOT $8
Dwg: T151.053
Dsgnr: EL Chic
IC Live $60
TC Dead $0.0
BC Live 00
DC Dead 2.0
101 AL 28(1
WO: 4509
Truss ID: PlO
Dale: 8-24-95
Pat Dinfnc - Lbr: 1.25
Pat Duifac - Pit: 1.25
psI O.C. Spacing: 108.9'
I PSI Design Criteria: UOC
!± IV:1?.!__I
TC FORC(
1 -7174
Alt.
0.05
BND CS!
.74 0.
2 r7174
3-17847 4 • 7847
0.04
0.29 0. 29
.52 0.
.50 0. 9
. 49 0.79 S - 3484 .47 0.95
8 • 3 86 9- 386 10. 703
8448 1.48
0.4 .49 29
.44 0.980.54 .41 0.9
. 45 0. 92
. 60.95
. 00.79 U - 7 03. 12 -1242 .29 .04
1.-05
. 00.79
. 9 0.63 13 -1242 . 1 0.76
BC 1
2
3
FORCE
AX 0 0.00 3085 0.43
1018 0.10
BND C .03 0.03 .11 0.55
.13 0.83 4
5
6
7
8
4365 0.83 .15 0.96 4180 0.800.080.88
1 120 . 9 070 0.14 0.85
13160 0.44 0.11 0.55
0 0.00 0.03 0.03
b&B FORCE WEB F(RC
11
12
-357
-1794
3 -7861 -1221
4 6325 1 3182
5 -1289 15 -4899 16 .1301
Il 6320
8 t6 5 -7860 9 .l -1585
1 613 20 9620
RI -1.00
I
0ffL(CT1Cl 9 •t JOINT fIB
1.05" D-0.19 1-1.83" 1:LOT 18 WIk 4509 (b LOT I
I? Yl:PIBW(:4610030W: T) 51. 053
33 PC4Z 461003 STO 16 10 2 Sr
9.08 34 ISO 308 18.4200
44 3 0 461003
45 2 0 461003
66 0 2 0 2 LEE RE 67 L810702 P81070
77OC1UADFLC
99201020201000101010 6 0i08.34 0
11 US; EL
S/not uaL
-!i
7VW
Slit,1 7.,.., ('dutIes1 t/ .i,,.enco
3/I1" 8 Iarqer is screws or bolts
,ior no:D IN cilofln luIwRS. U.N.O.
cl3x14.4 20 Ia. connector plate on the
top race of the top chord.
Typical bibere wall anchor strap or
beam strap has nail spacing less than 4"
o.c. ibis is designed to reduce splitting
do to wall or beam tie strap nailing. I to
CAIIWR: lop and bottom chord . __ILL at and span between the supports.
This truss has not been designed for 'roof
ponding - Building designer mist provide
adequate drainage to prevent ponding. (0.25,ft min slope to drain).
46-10-3
Note - Total Deflection - -1.83"
42-0-0
46-1-3
;NO LAOEL209a,STI8m I8ga.XTLS- lags DESIGN: NDS-91
WAMN I NU ti.L. ii'-' u .. . . .• ..
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
COUTflACTOR.
BRACING WARMING Bracing shown on this dsnwlng Is not trrad..n bnscliig. .rind bracing, pralal bracIng as shallot b,a. lag
which is a pass of the building dulgn and which muss be craulderod by the building deal8...,. Bracing
sl,own to jot lateral nippon oJ ins,, nwmbrn goody I. ,,dece buckling kngth. Pro.lsios., -18 be
mink it, nnel,o, lao, rat bmch,g as tad, and .prrl/lrd&'saotl'.0 d.ieo,uord by the twildi,,g des.çtirs. l,i ,.,4 the -T-11,in.ri..,. dna 4, .vq.a.ed. (See /till Vl,. 7I'I l S'udi •... ..t ii'.
Slugs Situ tug •rquh.esnhl.ld. ..,u,,a,t lsc.p iw.. l'&t l,siiid.nt. ll'l. • . 0. t .ti,,l a.
11)4 0,,ofo.. jt,,,, Alad..o,,, llis,',.n.,,, ill IPI.
3-4x2 SP #2
MULTIPLE LOADS This desióri
corposite result of nia)t.Ii
All COIPRESSIOW Chords are
continuously braced unless mi
PE This design Is valid only If the truss is
fabricated by 1RUIRUS INC.
.( I PIIIHI X. ARIZONA 85043
h 3.4.6.15.17
t 18 All Chords are (PER) Machine Stress hated.
l 20
All lunlser used In this design, has a
is the maxinasm of 19% moisture content at the
loads, time or fabication.
turned to he * Use 1" dia. 209&.(A36 Steel) standard knee
tell otherwise, brace. Attach to Sub- purl In W/4-1041 nails.
and attach to bottom chord W/ 4-10d nails.
Max. unbraced bottom chord segment -3' -4"
Joint Locations 0- 0- 0 8) 24- 7- 6 15) 42- 5- 7
3- 7-12 9) 27-30- 1 16) 35- 1-15
7- 3' 8 10) 31- 6- 3 17) 27-10- 7
10-I1- 4 ii) 35- I-IS 18) 24- 7- 6
14- 1- 0 12) 38- 9-1I 19) 18- 2-12
18- 2-12 13) 42- 5- 1 20) 10-I1- 4
21- 5- 1 14) 46- 1- 3 21) 3- 7-12
Chord menbers over ?0' - 0 are continous.
Fill ger joint and tells I on test pci formed by
lIwIRUS. Inc. prior to truss nuntil
Lure. Double nenber webs shall havA I. 2 nails
placed In center for lk1 Ii cic4 atlons.
XTLS-12X17.5 08 08 MTI8-12X14.4
4 MTI8-10X13.6 4X8 4X8 MT1O-10X13.6 XTLS-12X17.5
70 3X6.4 3X6.4 7X84Xp 7X8 3X6.4 3X6.4 3X6.4
0 2-
"• TITI TE[0
CUTTING COPY
4509..
DAT24-9S:: - LABEU P18 t: ST. : WORK ORDER 4509: -... --- -.--
SEG I.,10 94' 423038 0(51 (ER El. JC* LOT 18 WO EXT*. 461003 P1 B
Load # - 1 DURFAC.LBR - 1.250 DIJRFAC.PLT - 1.250 1.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR 1. P1 f .- L R. P1 f R. Joe . . . TYPE... MAGNITUDE . XLOC... I it V 236.O- 0' 4- 8 -236.0 46- 5-11
2 8C.V -18.2 0- 4- 8 -18.2 46- 5-11
Reactions - 5890.39 5890.44
Load # - 2 DURFAC. LBR - 1.260 DURFAC. PLT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR 1.. P1 f L. toe R. P1 f R. toe ... TYPE... MAGNI TUDE . XLOC...
I TC.V -361.0 0- 4- 8 . 3fl 0 8- 4- 8
2 TC.V -236.0 8- 4• 8 -236.0 46- 511
3 BC.V -18.2 0- 4- 8 -18.2 46- 5-11
Reactions - 6839.61 5978.06
Load # - 3 DURFAC. LBR - 1.250 DURFAC. PLI - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR L. PI 1. bc R. Pif R. toe ... TYPE... MAGNITUDE . XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 8- 4- 8
2 TC.V -361.0 8- 4- 8 -361.0 16- 4- 8
3 TC.V -236.0 16- 4- 8 -236.0 46- 5-11
4 BC.V -18.2 0- 4- 8 -18.2 46- 5711
Reactions - 6629.84 6151.36
........- ..-. r-----
I.. STRUCT1JRE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
.DIR L.Plf L.boc . R.P1f R.boc ...TYPE... MAGNITUDE .XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 16- 4- 8
2 TC.V -361.0 16- 4- 8 -361.0 24- 4 B
3 TC.V -236.0 24- 4- 8 -236.0 46- 5-11
4 BC.V -18.2 0- 4- 8 -18.2 46-
Reactions - 6456.61 6324.58
Load # - S DURFAC.LBR - 1.250 DURFAC.PLT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR L. P1 f L. Loc R. P1 f R. Loc ... TYPE... MAGNITUDE . XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 24- 4
2 TC.V -361.0 24- 4 8 361.0 32- 4- 8
3 TC.V -236.0 32- 4- 8 -236.0 46- 5-11
4 BC.V -18.2 0- 4 8 -18.2 46- 5-11
Reactions - 6283.38 6497.81
Load # - 6 DURFAC. LBR - 1.250 DURFAC. P1.1 - 1.260 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR L. P1 f L. boa R. P1 f R. boa . . - TYPE... MAGNITUDE . XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 32- 4- 8
2 TC.V. -361.0 32- 4- 8 -361.0 40- 4- 8
3 TC.V -236.0 40- 4- 8 -236.0 46- 5-11 4 BC.V -lB. 2 0- 4- 8 -18.2 46- 5-11
Reactions - 5110.15 6671.04
Load il - 7 DURFAC. LBR - 1.250 DURFAC. PL 1.250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS...' /........OTHER LOADS
.DIR t.P1f L.Loc R.P1f R.Lc ...TYPE. .. MAGNITUDE .XLOC...
I TC.V -236.0 0- 4- 8 -235.0 38- 5-11
2 TC.V -361.0 38- 5-11 -361.0 46- 511
3 BC.V -18.2 0- 4- 8 -18. 2 46- 5-11
Reactions - 5978.02 6839.65
1 eend - - (SA. NA. MA) - (Structure. Node. Ment'er) Applied
(L. DL) - Point Load, Distributed Load)
.(N.V.M) - (Horizontal. Vertical, Moment)
.4 0.90
4 - I 4. • 0.4 0.94
5- .5 .29 0.89
31 ': 11 4 08 73081
BC FORCE AXI. BND C
1 0 .00 0.03 0.03
2 2030 .48 0.13 0.60 3 •7 A•$ 0.89
4 .77 6.12 0.89 5 8279 .72 0.17 0.89
6 2100 .480.130.60
7 0 0.00 0.03 0.03
B FORCE bB rORc
1 8275 10 -1080
2-1162 11 1716
3 -6498 12 -3383
4 5017 13 -1286
5 •1270 14 4926
6 -3314 15 -6553
7 1862 16 -1462
8 -1101 17 8277
9. -- 503
RMB - 1.00
MAX!0(FLECTION :
1/535 at JOINT fl5
11440.ar D-O.65 T-'-1.S3
11 JB:LOT 18 WIk 4509 EJ:LOT I
8
12 fl:P2A:39O602DW:T151.053
33 PC4Z I!Ioi 0602 STO 16 10 2
34 BS 400
442 6
452. 6
660
hid
67180
771 AI
99 201 0 100 0 101 0 IC
6 0 108 0 3 0
II 05US1ERID
:1
RED
END
PLATES:TEE-LOK,1
XTLS-8X12.5 2.5X4 2.5X4 MT18-10X13.6
2X5.6 MT18-0X13.6 2.04 MTI8-8X13.6 XTLS-8X12.6
7`I8-10Xl3.6 2X5.6 5X5.6 2X5.6 2X5.6 2X5.6
210 2-10-0
5
So
2-3-1 5P0415D 2-3-1
Note - Total Deflection - - 1.53"
35-0-0
'I to 17 16 is 14 13 1
50" 5304#
30-9-2
USWA4,PTEK;NO LABELni2Oga,STIO= 18ga,XTLS= leg. DESIGN: NDS-91 scale = 0.1250
VY tiP1I liii: rII'.IJ tiLL Ill.' I CO '.1,1 I 1110 0,1CC
A COPY OF TillS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING BmetiI .hown an this drav4n,le nod effeckm br..M& o4ndt.nidn*. poflol l',acMg a, similar h,artn
,.l1ch I. • pan of the Inildlng design and ehich n.m I.e condd,s.dhp the I.uildlng designe.. Dearing
is for lateral nippon of to.,, rnemhe,, aid,, to ,edl.sre l'ac&llng length. Pnnuio,,, oasis he
made to anchor lateral l.raclng as endt and s,wi/.rd loraliays. daennlned I.y the I.iUi,,g den g,.,,.
ASIIU anal I. racin$ of the overall am ..,ay he reqaired. (Sec hID 91 of 17 I I. For specific
oat hrae*ng rrqsnfll(flhi, (o,,SOCI tuildi,, Jest gun. (inn, Plain IntUit..,. 7,P1 . l,.rao,l a:
.1R I lW),. (to. H.i.v. M,,du,on. II i:ro,up,,
Eng. Job: LOT 18 WO: 4509
Dwg: T151.053 Truss ID: P2A
Dsgnr: EL Chk: Dale: 8-24-95
IC Live 16.0 psi DurFac - Lbr: 1.25
IC Dead 10.0 PSI DurFac - Pit: 1.25
BC Live 0.0 psi O.C. Spacing: 96.0'
BC Dead 2.0 psi Design Criteria: UBC
TOTAL 28.0 nsf V:10.10.94-423039- 3
qnot/E'[ uad
6eii9 n By
7I7VW
Hind Ton Cn,nrilpf A,,,efl,a
-Joint Locations
0- 0- 0 7) 21- 0' 0 13) 35- 1- 6
3- 7-12 8) 24- 2- 2 14) 27- 9-14
7- 3- 8 9) 2/- 9-14 15) 21- 0- 0
10-I1- 4 10) 31- 5-10 16) 17- 9- 2
14- 7- 0 II) 35- I- 6 17) 10-I1- 4
Il- 9- 2 12) 38- 9- 2 III) 3- 7-12
Chord menhers over 20' - 0 are corili,ious.
I luger Joint and tension test performed by
TRUIRUS. Inc. prior to truss manufacture.
I)ouble member webs shall have two(?) gdfls
placed lit center for buck lAng FAl Cu 1 f i yis
r i..nA.i%u; c'.c
01 CHORDS: 2- 4x2
rL SPF cnuurr. 4O0E-,.0E n. This design Is valid only if the truss Is
AS 4*2
2-4*2
SP
SIF
12 l6501-1.5( . 1.17
fabricated by JIWIRIJS JNC.
PHOENIX. ARIZONA 85043
2-4x2 SP 02 1 3. 4. II. IF,
4*2 SPF 16501-3. SE 6.12 All Chords are (ICR) Machine Stress Rated.
MULTIPLE LOAI)S -- This desin s the All lumber used In this design, has a
coaposi te result of mul ti 14 loads. maxleiim or 192 moisture (:Ufltent at the
time of labication.
All COII'RESSION Chords are assumed to be
continuously braced unless o14d otherwise. * Use 1" dia. 209a.(A36 Steel) standard knee
brace. Attach toSub-pur)iii W/4-10d ,iails,
and attach to bottom chord W/ 4- lOd nails.
Max. imbraced bottom chord segment -23 - 4"
3/8' P. )or oer lao screws or bolts
HOE ALIOMTI IN CIIOIlO KIllERS. U.N.O.
oD) r72'I c 1-3x14.4 20 go. connector plate on the
top face of the top chord.
Typical where wall anchor strap or
beam strap has nail spacing less than 4
cc. Ibis is designed to reduce splitting
do to wall or bean tie strap nailing.
CUTTING co CAJI)(R: lop and bottom chord
at mid span between thippor[
- -
This truss has not been designed for 'root
pondiiio. Building designer trust provide
adenuate drainaoe to prevent ponding.
.00. (0.25°/ft mm slope to .fraiii).
39-6-2
UCJ'03912
-V
3
' I
Exp:9-30-91 I)
CIV
)F C
4509 DA 1 8-24-9S-- 1A8E1. PZA - QJST- WORK CRDER. 4509 -
SE( 10.10.94-423039 DESIGNER. EL JOB:- LOT 18 WO EXTN 390602 P2A
Load # - 1 OURF?. IJR . 1.250 OIWFSC. PIT - 1.250 I.. STRUCTURE APPU ED DISTRIBUTED IOADS... I I ..... ....OTHER LOADS. .DIR L.PIf t..Loc R.P1f R.Loc ... TYPE... MAGNITUDE . XLOC... I TC.V -208.0 0- 4- 8 •208.0 39- 1-10
2 BC.Y -16.0 0- 4- 8 -16.0 39- 1-10
Reactions - 4371.74 4371.77
Load # - 2 DURFAC.LBR - 1.250 DURFAC. PLI - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
.DIR 1. P1 f L toe R. P1 f P. toe . . .TYPE... MAGNITUDE . XIOC...
1 TC. V -333.0 0- 4 8 -333.0 8- 4- 8
2 TC. V -208.0 8- 4• 8 -208.0 39- 1-10
3 BC.V -16.0 0- 4- 8 -16.0 39- 1-10 Reacti ons - 5304.24 4475.72
Load 9- 3 DURFAC.LBR - 1.250 DURFAC.PLT - 1.250 CUTTING COPY I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.........
DIR L. 'If L. Lx P.. Plf R. lx . . . TYPE... MAGNI TUDE . XLOC... 1 IC. V -208. 0 0- 4- 8 -208. 0 8- 4- 8
2 TC. V -333.0 8- 4- 8 -333.0 16- 4- 8
3 TC. V - 209. 0 16- 4- B -208.0 39- 1-10 4 BC.V -16.0 0- 4- 8 -16.0 39- 1-10 Reactions - 5061.73 4681.77
.-==---.-------- ...--.-..-------.------..
LOBO If - a tJUIfA1.. LW( - i. ZDU
/--STRUCTURE APPLIED DISTRIBUTED UU4JAL. PL I - 1. ZbU - LOADS... \ /........OTHER LOADS.........\ DIR L. P1 f L. Lx P.. P1 f R. bc . . . TYPE... MAGNITUDE . XLOC... 1 IC. V -208.0 0- 4- 8 -208.0 16- 4- 8 2 IC. V -333.0 16- 4- B -333.0 24- 4 B
3 IC. V -208.0 24- 4 8 -208.0 39- 1-10 4 BC.V -16.0 0- 4- 8 -16.0 39- 1-10 Reactions - 4855.77 4887.73
Load 9- 5 . DURFAC.LBR - 1.250 OURFAC. PIT - 1.250 !-STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OIlIER LOADS......... .DIR L. P1 f 1.. toe R. P1 f R. toe ... TYPE... MAGNITUDE . XLOC... I IC. V -208. 0 0- 4- 8 -208.0 24- 4- 8
2 IC. V -333.0 24- 4- 8 -333.0 32- 4- 8 3 IC. V -208.0 32- 4- 8 -208.0 39- 1-10 4 BC.V -16.0 0- 4- 8 -16.0 39- 1-10 Reactions - 4649.83 5093.68
Load 9 - 6 DURFAC.LBR - 1.250 DURFAC. PLT - 1.250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ I ........ OTHER LOADS
- DIR 1. P1 f 1. toe P.. P1 f P.. Loc ... TYPE... MAGNITUDE - XLOC... I IC. V -208.0 O- 4- 8 -208:0 31- 1-10 2 TC. V -333. 0 31- 1-10 -333.0 39- 1-10
3 BC.V -16.0 0- 4- 8 -16.0 39- 1-10 Reactions - 475.68 5304.28
(SA. NA. MA) - (Structure. Node. Member) Applied (PL.DL) - (Point Load. Distributed Load) (H. ..M) - (Horizontal. Vertical. Moment)
11
24*2 SPF E650FIE 1.17 2-4*2 SP 12 34.12.14
U
4*2 srr 16501 I!E I
ho,'d mqders over 20'-0
nyer Joint and tension I
UIRUS. Inc. prior to tru
Double menber webs shall It
placed in center for buckl
This design Is valid only U the truss is
fabricated by TRUJ1WS INC.
PHOENIX. ARIZONA 85043
All Chords are (I6R) Machine Stress Rated.
All lwther used in this design, has a
maximum of 19% nv)isture content at the
time of fabicatlon.
* Use 1" dia. 20ge, (A36 Steel) standard knee
brace. Attach to Sub- purl in 104-10d nails.
and attach to bottom chord W/ 4- 10d ikii is.
Max. unbraced bottom chord segment -23' - 4
-Joint Locations
I) 0- 0- 0 7) 21- 0- 0 13) 35- 1- 6
3- 7-12 8) 24- 2- 2 14) 27- 9-14
7- 3- 8 9) 27 - 9-14 15) 21- 0- 0
10-11- 4 10) 31- 5-10 16) 17- 9- 2
14- 7- 0 ii) 35- 1- 6 Il) 10-I1- 4
11- 9- 2 I?) 38- 9- 2 18) 3- 1-12
PIJLTIPI.( LOADS -- ibis design is the
coiposi te result of intl tiple loads.
All COMPRESSION Chords are assumed to
continuously braced unles noted oth,p Wi se.
SI
t I notis.
formed by
(ac Lure.
eta(2) nails
gcalculatioils.
3/8' I larger lag screws or bolts
I) 801 Al LOWI IN CHURl) PIJliLUS. II. 8.0. }
c,1-3x14.4 20 ga. connector plate on the
top face of the top chord.
Typical where wall anchor strap or
beam strap has utal I spacing less than 4"
a. c. ibis is designed to reduce suI I fling
do to wall or beam tie strap nailing.
Ii
CA)1I[R: Top and bottom chord
at mid span between ttiistnports.
This truss has not been designed for 'roof
pending'. Building designer Psist provide
4300 • adequate drainage to prevent ponding.
to (0.5"/fL milk slope drain).
39-6-2
Z031 1
13D
): 9-30-97 ) ,
l /
F Cf'i CUTTING CO
A COPY OF TIllS OflAWING TO HE GIVEN TO EflECTING
CONTHACTOR.
BRACING WARNING an.ing shmm an thi. dan1ng S. nw erection buacing, ndnJhcIag, pnnal ing .Ini$Ia, bracü,8
whkli is a pan of ii.. I.sdMng Jul jn and which mote I'. wn,ldrui p she b.dUSng dulg.we. Jn.dng
.hown I./*, laserai iwj'pafl of a.se n.embera only veJue bo.*kng Iengli. Pn.OS,,w ,anss he
ma.l . 00(1.0? S.irsaII.rSn1 as n.4i and q..4/led L.oaiMn, b.emu,iv.II' she h..i&Ih,g sledn. "
a,, ..n.n.a ..n...n. ....,t ,,...n.a. .cn. slip-va ..Jrru. iu
tun b.nS,. .ep.lr.n.nu. roman Ia.ildsop Jenvw.. (in... Pit", lo,ssluse. T.N. S.
.j81 t)0nofn.. I)nog, *Swhwn, il'uco.isin 337 0).
Eng. Job: LOT 10 WO: 409
Dwg: T151.053 Truss ID: P70
Dsgnr: EL CIA: Ditto: 8-24-95
1C Live 16.0 PSI Duifac - Un: 1.25
TC Dead 10.0 psi DurFac - Pit: 1.25
BC Live 0.0 psI O.C. Spacing: 108.9'
BC Dead 2.0 PSI Design Criteria: LJIIC
rOTAL 26.0 psi V:10.I0.94-423040- 4
4notIvt uctLj
f7) J,)E4tt9fl J/
frUff"Liff
IE0..d In.,, C.*u.ril of Anwñ.,
TC F RCE XL 81W CSI
I - 523 0.09 .67 0.76
2 • 523 0.07 .59 0.66
3• 906 0.46 .4 0. 4 • 906 0.47 .4 0. 5 • 7Pl 0.6' .3 0.
6. 8bi .6 .3 0.
7 • 805 .67 .2 0. 9
818 .47 .4 0.94 818 .46 .44 10 • 525 07 .59 11 525 1.-. .67 0. 6
BC FORCE AXL (IND C .1 0 0.000.040.04
3K 5 0.14 0.67
11![H
1 0 0. .040.04
B FORCE WEB FORC 1 9220 10 -1160 2 -1588 11 1865
3 -7205 12 -3744
4 5572 13 -1380
5 -1389 14 5458
6 -3632 . 15 -7261
7 2023 16 -1585
8 -1201 17 9222
494
RP- 1.00
FLECY ON
1.59w
11 :Ll)T 18 W()4509 EJ:LOT 1
TI: P2BWE: 390602DW T151.053
PC42 390602 510 16 10 2 SP 08 108 II 3400
44i- 9060 452 90602 660 0 2 LEE RE 67!LB 0903 RBIO9O
77 OC 2 UA OF LC 99 201 0 202 0 100 0 101 0 10
60.1080340
USER ID 11 OSiEL
2.5X4 2.5~X411
w5pr
X24 IOX18.4 24
1(.eck
RED Note - Total Deflection - -1.59" I
I
A 35-0-0
17 15
IT
5893*' 3,50' 5893# 3.80'
38-9-2 0-4-8 II
- , fl(JSW4,FiTEK;NO LADEL=2Oga,STI8 I89e,XTLS. lege DESIGN: NDS-91 scale = 0.1250
4509
LOATE 8±-gSEE.- L#EL P28 CUST W= tI(R. 45O9 .SEO 10.10.94-4 40 OESIQ(R: EL .. J LOT 18 WOEXTH 390602
• - . -•--- --- - . - • . •--. - --: __n I --=_- :.'
ioeo v - i - - s.0 . .r'... - /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I. OTHER LOADS. DiR 1. P1 f L bc - R. P1 f R. bc ... TYPE... MAGNITUDE . XIOC... 1 TC.Y -236.0 0- 4- 8 -236.0 39- 1-10
2 BC.V -18.2 0- 4• 8 -18.2 39- 1-10
Reactions - 4960.72 4960.74
Load # - 2 OURFAC. LBR - 1.250 DURF AC. PLT - 1.50
I. . STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS;
DIR 1. P1 f 1. bc R. P1 f R. bc ... TYPE... MAGNI TUDE . XLOC...
I TC.V -361.0 0- 4- 8 -361.0 8- 4- 8
2 TC.V -236.0 8- 4 8 2360 39- 1-10
3 BC. V -18.2 0- 4- 8 -18.2 39- 1-10
Reactions - 5893.37 5064.83
Load # - 3 DURFAC. LBR - 1.250 DURFAC. PLI - 1.260 I. . STRUCTURE APPLIED DISTRIBUTED LOADS . \ /........OTHER LOADS.........
- DIR L. P1 f 1. Loc R. P1 f R. Loc . . - TYPE... MAGNITUDE - XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 8- 4- 8 ' TC.V -361.0 -8- 4- 8 -361.0 16- 4- 8
3 TC.V -236.0 16- 4 8 -236.0 39- 1-10 4 BC. V -18.2 0- 4 8 -18.2 39- 1-10
Reactions - 5650. 84 6270.87
______ . .--•.- -..---.... ---..- ........ -..-.-.-..-. .
- Load # -. 4 DURFAC'L8R i[25DDURFTAtPtT TZ0 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.........
DIR 1. P1 f L. Loc R. P1 f R. Loc . . . TYPE... MAGNITUDE . XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 16- 4- 8
2 TC.V -361.0 16- 4- 8 -361.0 24- 4- 8
3 TC.V -236.0 24- 4- 8 -236.0 39- 1-10 4 BC. V -18.2 0- 4- 8 -18. 2 39- 1-10
Reactions - 5444.89 5476.82
Load # - S DURFAC.LBR - 1.250 DLJRFAC.PLT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I ........ OTHER LOADS.........
.DIR L.Plf L.Loc R.P1f R.Loc ...TYPE... MAGNITUDE .XLOC...
1 TC.V -2-36.0 0- 4- 8 -236.0 24- 4- 8
2 TC.V -361.0 24- 4- 8 -361.0 32- 4- 8
3 TC.V -236.0 .32- 4- 8 -236.0 39- 1-10
4 BC. V -18.2 0- 4- 8 -18.2 39- 1-10
Reactions - 5238.95 5682.78
Load # - 6 DURFAC.IBR - 1.250 DURFAC.PLT - 1.250
/..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR L. P1 f L. boc R. P1 f R. Loc .. TYPE... MAGNITUDE - XLOC...
1 TC.V -236.0 0- 4- 8 -236.0 31- 1-10
2 TC.V -361.0 31- 1-10 -361.0 39- 1-10 3 BC.V -18.2 0- 4- 8 -18.2 39- 1-10
Reacti ons - 5064.81 5893.39
1 e9end - - (5k NA. MA) - (Structure. Node. Metiber) Aopl I ed.
(PL. DL) - (Point Load. Distributed Load)
(H. V. H) - (Horizontal. Vertical. Moment)
CUTTING Co
MAX IWFLEC11ON:
1/549 .t JOINT 15
11440. 84 0-0. 63 1-1. 470
11 :LOT 18 WQ 4509 EJ:LOT 1
12 T1sP3Ait:3901110W:TISI.053
33 PC4Z 390111 STO 16 10 2
34 BS 308 111.3400
44 2, 3901J
LRI
45 2 3901
660 02R
61 LB 1106 1 85
77 9 UA IC
99 201 0 202 0 100 0 101 0 10
6 0 lOB 0 34 0
USE RID 11 DS:LL RED
END
PLATES:TEE-LOK,
- TC• F CE MI BND CS!
1 - 96 0.080.730.
2- • 960.07 0.65 0.
3 -1 31 0.44 0.45 0.8
4 1 17 0.44 0.49 0.93 5.-I I7Q • 0.31 0.93
6-I . 0.330.
7 •1 275 .6 0.23 0.
:1m :2 &S:
10 - 730 .0 0.65 0.7
11 - 710 .08 0.73 0.81
BC FORCE #JU. BND
1 0 .00 0.04 0.0
2 11887
I
.12 0.59
3 7986 !16 0.87
4'. 9179 6 .11 0.81
5 8071 2 .17 0.88
6 1997 .41
1-.04
12 0.60
7 0 .00 0.04
WEB FORC( WEB ORC
.1 8206 10-103
2 -3461 11 157
3 -6420 12 -3315
4 4939
S -1273 14 4
6 -3230 15 -6479
1 1772 16 -1461
8-1073 17 8224
RP- 1. 00
01 euoR0 -4x~ SPE Z4OOFA. Ot This design is valid oniy if the truss is
(85: 4x2 SP 12 fabricated by IRIJiRUS INC.
2-42 SPI 16501- S( 1.17 PHOENIX. MIZIltA 85043
2-4x2 SP 02 3.4.14.15
4x2 srr 16501- . S( 6.12 All Chords are (16k) Machine Stress Rated.
I11JLT1PI( LOADS -- This desigi Is the All lumber used in this design, has a
composite result of nail till maxlaum of 19% moisture content at the Ilands.
time of fabication.
All COMPRESSION Chords are a med to be
continuously braced unless iipted otherwise. ' Use 1" dia. 20ga. (A36 Steel) standard knee
brace. I Attach to Sub-purlin W/4-10d nails,
and attach to bottom chord WI 4-10d .iai Is.
1 Max. unbraced bottom chord segment -2Y -4"
3/0" 7, larger lag screws or bolts
HO! ALLOWED IN CHORD PIi'Il[RS. It. N. 0.
3x14. 4 20 ga. connector plate on the
top face of the top chord.
Typical i4iere wall anchor strap or
beam strap has nail spacing less than 4"
o. c. This is designed to reduce splitting
do to wall or beam tie strap nailing.
7,, s
CA To and bottom chord _..j at. mid span between the supports.
ibis truss has not been designed for 'roof
pending'. Ruilding designer nust provide
adequate drainage to prevent pondluug.
0. /.5/ft miii slope to (irain) 41.00
Jo)flL Locations
0- 0- 0 7) 20- 9- 1 13) 34- 8-15
3- 7-12 8) 23- 9-11 14) 21- 5- 7
1- 3- 8 9) 21- 5- 7 15) 20- 9- 1
10-1I- 4 10) 31- 1- 3 16) Il- 7-10
14- 1- 0 11) 34- 8-15 11) 10-11- 4
17- 7-10 12) 38- 4-1I ID) 3- 7-12
Chord menbers over 20'-0" are continous.
linger joint and tension test performed by
1RUIIWS. Inc. prior to truss manufactury,
Double neither webs shall have two(2) q44s
placed in center for buckling calcul.tyois.
N5.0 039130
Exp: 9-30-91 )
dvi'- '
c
El
c4noiIrJ7 CAtali
y
- . II,,nj 7n.,.C..,.nc ilpf A,,,,dr,
39-1-Il
4
XTLS-SX 12.5 2.5X4 MT1 8-1 OXI 3.6
2X5.6 MT1B-8X13.6 2.5X4 MT*8-8X13.6 XTLS-8X12.5
8-10X 2.0 2X6.6 5X5.6 2X5.6 2X6.6 2X5.6 )
'ITW
sprjta~ )C 6'f/(pO 2-0-I3
Note - Total Deflection - -1.4/" '
35-0-0 I, 8
ia 17 16 15 14
50" 5265# 3.O
38-4-I1 Ii irinii-i
scale = 0.1250
Eng. Job: LOT 18 WO: 4509
flwg: T151.053 Truss ID: P3A
Dsgm: EL Chk: Dale: 8-24-95
IC Live 16.0 psi Durfac - Lbf: 1.25
TC Dead 10.0 psi DuirFac - P11: 1.25
DC Live 0.0 PSI O.C. Spacing: 96.0
DC Dead 2.0 PSI Design Criteria: hOC
TOTAL 28.0 PSI V:10.I0.94-423041- 5 -
K;NO LABEL= 209a,ST1 8 189a,XTLS 169a DESIGN: 1405-91
VV AI-iI'IINU: IUZ?II ?LL n.j U .110 I III 'IIUU.
A COPY OF Tills OflAWING TO BE GIVEN TO EflECTl1JG
CONTflACTOR.
BRACING WARNING awrl.sa .lw..iu an thu. d.a.4..g I. new ,,gcikn Imelag, ..lnd I'caclnj, g.ve.l I..a,l.. a. .M,iL.. #--b.
wlukh l.a pan a/ the building .Je.Sgn and .1.1.1. mats j, eo.uldugd 1p she 4alSJ,,, 1i,.eS..g
.h..n is Jo. leu,,al supp0510/ inn. .ugmi'en. .nlj, it. resà.ce l'ackUng 1n8th. In,eiaw.,, ,t.u,g Is
.nade to ansi.,.. lafr,alh.aciflS amends and ernst/led loca&io,u Jest nni.wdt'y she building J.sinu.
Additional l',ndn of the ,a'e,afl ,,svc.....v ...a Ia vqui.ed. ((vs I1llI-Qlt.J' IT/).
flint #(fliflf .equ.ltnw,.u. fl,,,IatS I,UiSdi,,g Jeiig.,n. (inn. I'M., lnn,s.js,, III. is torns,d as
PI'Isv,,n,i,, $J?it').
- - -• --. -- - - -••- 45O9..-- -
tU1té ELAGaP3A IST WORK ORDER:- 4509
-,SE1' 1010.94-423041 DESIGNER El. J08 LOT 18 WO ETN: 20111 P3A
Load # 1 OURFg.UR - 1.250 - - OI1C.PLT - 1.250 I. . STRUCTURE APPLI ED DI STR1BU1tD LOADS... \ I. OTHER
DIR LP1f Lloc LP1f ILLoc ...TYPE... MAGNITUDE .XLOC...
ITC.V- -20&00-4-8 -208.038-9-3
2 BC. V -16.0 0- 4- 8. -16.0 38- 9- 3
Reactions - 4333.25 4333.33
Load # - 2 DURFAC. LBR - 1.250 DURFAC. PLT - 1.250 I. - STRUCTURE APPLIED DISTRIBUTED LOADS... \ I ........ OTHER LOADS
DIR I. P1 f L. Loc R. P1 f R. Loc ... TYPE... MACNI TUDE . XLOC...
I IC. V -333.0 0- 4- 8 -333.0 8- 4- 8
2 TC. V -208. 0 8- 4- 8 - 208. 0 38- 9- 3
3 BC. V -16.0 0- 4- 8 -16.0 38- 9- 3
Reactions - $264.75 4438.28 CUTTING COPY
Load # - 3 DURFAC. LBR - 1.250 DURFAC. PLI - 1.250
/..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I......... OTHER LOADS.........
DIR L. P1 f L- Loc R. P1 f P.. Loc ... TYPE... MAGNITUDE . XLOC...
1 IC. V -208.0 0- 4 8 -208.0 8- 4- 8
2 IC V -333.0 8- 4- 8 -333.0 16- 4- 8
1 IC: V -208.0 16- 4- 8 -208.0 38- 9- 3
4 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3
Reactions - 5020.27 4646.31
-- --- --- --- ________
Load # k-- DURF AC. LBR -. 1. 250 -[3U. AC. PLT -. 1. 5U .......
I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.........
DIR 1. P1 f L. Loc R. P1 f R. Loc . . . TYPE... MAGNITUDE . XLOC...
1 IC. V -208.0 0- 4- 8 -208.0 16- 4- 8
2 IC. V -333.0 16- 4- 8 -333.0 24- B 3 IC. V -208.0 24- 4- 8 -208.0 38- 9- 3
4 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3
Reactions - 4812.32 4854.24
Load il - 5 OURFAC.LBR - .1.250 DURFAC.PLT - 1.250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.........
DIR L. P1 f L. Loc R. P1 f R. bc ... TYPE... MAGNITUDE - XLOC...
I TC. V -208. 0 0- 4- 8 -208. 0 24- 4- 8
2 IC. V -333.0 24- 4- 8 -333.0 32- 4 8
3 TC. V -208.0 32- 4- 8 -208.0 38- 9- 3
4 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3
Reactions - 4604.40 5062.17
Load # - 6 DURFAC. LBR - 1.250 DWFAC. PLT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR 1. P1 f 1. Loc R. P1 f R. Loc ... TYPE... MAGNITUDE . XLOC...
1 IC. V -208.0 0- 4- 8 -208.0 30- 9- 3
2 IC. V -333.0 -30- 9- 3 -333.0 38- 9 3 -
3 BC. V -16.0 0- 4- 8 --16.0 38- 9- 3
Reactions - 4438.20 5264.63 -
le:end -. (SA. NA. MA) - (Structure. Node. eer) Aol1ed
PL. DL) - (Point Load. 01strouted Load)
- (Horizontal. Vert:a1. Moment)
TCFcEI AXI. 8110 C
1 • 659 0, 10 0. 69 0.
2 -'659 0.08 0.84 0.9
3 .1431 0.48 0.44 0.
4 -1431 0.39 0.41 0.
S •)477 0.47 0.45 0.91
6 -14190 0.42 0.380.
7 -14190 0.43 0.50 0.
-6590 0.08 0.84 0.9
0 90 :0.11 0.69 0.80
BC FORCE AL 8110 C
1 0.0.000.030.03
2 11165 :0.54 0.17 0.71
3 15114 0.73 0.18 0.91
4 14777 0.71 0.12 0.84
5 11367 0.55 0.19 0.74
6 I. I 0! 0.00 0.03 0.03
11EII FOR( WI FCRC
1 7591 8 -319
2 -1438L 9 -1656
3 -5454 10 -1091
4 3629 11 3462
5. -1084' 12 -5555
6 •1472 33 -1432
7,598:, 14 7589
Rh - 1.00
8
-1 05"
[JILOT I
TISI. 052
10 2
301 0 10
1 USERID
2111 05:11.
OP Ch ORDS: 2-4x2 FL IBOOF- 1.61
01 CHORDS: 2-4x2 SPF ZIOOF- . 8 This design is valid WWI` the truss is
(IS: 4x2 SP 12 . fabricated by IRUlBUS INC.
2-4x2 SP 12 1.3.4.12. 14 PHOENIX. ARIZONA 85043
MULTIPLE LOADS -. This desig I the All Chords are (IISR) Machine Stress Rated.
coaposlte result or imiltiple'oads. i. All lusiier used in this design, has a
All COMPRESSION Chords are asI4ped to be maxismi. of 19% moisture content at the
continuously braced unless 09ted otherwise. time of fabication.
* Use 1" dia. 209a.(A36 Steel) standard knee
brace. Attach to Sub-purl InW/4- 1041 nails.
and attach to bottom chord W/ 4 hId nails.
Max. unbraced bottom chord segment -23' 4
3/8" & larger lag screws or bolts
1101 ALLOWED IN CHORD P(PIWRS. (3.11.0.
3*14. 4 20 ga. connector plate on the
top face of the top chord.
Typical 4tere wall anchor strap or
beam strap has nail spacing less than 4
o.c. This is designed to reduce splitting
do to wall or beam tie strap nailing.
CA)11[R: lop and bottom chord
at mid span between the supports.
This truss has not been designed for 'roof
ponding'. Building designer mist. provide
adequate drainage to prevent pondiiiq.
0. p5/ft miii slope to drain).
30-10-3
LABEL= 2098,STIB lega,XTLS 1698 DESIGN: NDS-91
vv Ahipi i ?UI. I,',, 'Jr. , rii , ,xi , -
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
SLICING PI'ARNING
bracing ,I.o'ewn on this d,awln1 I, not tpeei.'., bnuing, wind t.'acin. po.iai Iracing a, ,bnjla, i'ainR
which l.a pan of the building 4"r' and ..hkli .w* be consids.vd by the b..ildi..8 den gne,. braeSnl
shown is Jot lend nlppofl of i.ii.a snmb,r, only so .Tdisce buckling length. Pn.,aiioo. ..81 he
... ad, so a,,cho, mu, 'at I.-acIng as ..ds and qvcilled lo.aU.wss daen,iln.d by ha S...iiding .Seilgner.
the .ne,all macA,,, n.a, I, required. fur lllli-Vloj 7.111. .'... .,-.-..Jir
11W,, Ita.ltig ,equl.r...rl.s.. (I,,•I.I(I l.i.iI.in 4ltftigllf I. I tu.. 11'",in,iinuii, lii. n I,,
lS,ire. 1.11101.
-Joint Locations
0- 0- 0 6) 16- 4- 9 II) 26- 5- 7
3- 1-12 7) 19- 1-15 12) 19- 1-I5
7- 3- 8 8) 22- 9-11 13) 16- 4- 9
10-11- 4 9) 26- 5- 1 14) 10-1I- 4
13- 1-14 10) 30- 1- 3 15) 3- 7-12
Chord mothers over 20' - 0" are continous.
Finger joint and tension test performed by
111018135. Inc. prior to truss monufacLure.
Double mother webs shall have two(2) na
placed in center For buckling calAulat n
ii
scale = 0.1875
Eng. Job: LOT 18
Dwg: T151.053
Dsgnr: EL Chic:
IC Live 16.0 psi
IC Dead 10.0 psi
BC Uve 0.0 psi
DC Dead 20 psi
rOTAl. 711.0 list V:I0.10.94423042-G - I
(7) r4A
CUTTING Co
43.00j
--
RE1Y52.
END
043R2*2 350'
PLATES:TEE-IOK,TRUSWAI
c4notIp QuaLzt
2X6.6 2.6X4 2.5X4 MT18-I0XW
6 MTI8-0X13.8 2X6.6 6X5.6 5X5.6 2X5.6 MTI8-8X13.6 2X5.6 2.5X4
2-5-1
Note - Total Deflection - -1.05" 1
26-0-0 ,
4302#
30-1-3
WO: 4509
Truss ID: P4A
Date: 8-24-95
Duriac - ilir: 1.25
DurFac - Pit: 1.25
O.C. Spacing: 96.0
Design Criteria: UDC
-. =- - - -- ---- - - - --- -. - 4509 DAM 8-249S U8EL P4k CUST": WORK ORCER. 4509
SE(ft 10.10:94-423042 0E51Q1ER a J LOT 18. W0E301003 NA
Loed# - 1 OI*Fl.LBR- 130 CIFfr.Pt.T- 1.250 I.. STRUCTE APPLIED DI STRI b6TED1 1.OADS.. . \ I. OTHER LOADS .
1 TC.V -208.0 0-8. -b 3011
PI f IL joc
" 2 BC.Y -16.0 .0- 4- 8 -16.0 30- 5-11
Reactions - 3398. 92 3399.01 (ED
Load # - 2 OURFAC. IBR - 1.250 DURFAC. PIT - 1. 250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... /........OTHER LOADS
.DIR L.P1f Lioc R.P1f R.Loc ... TYPE... MAGNITUDE .XIOC... 1 TC. V -333.0 0- 4 8 -333.0 8- 4- 8
2 TC.V -208.0 8- 4 8 -208.0 3D- 5-11
3 BC.V -16.0 O 4- 8 -16.0 30- 5-11 Reactions - 4301.60 3532.79 CUlliNG COPY
Load # - 3 DURFAC. LBR - 1.250 DURFAC. PLT - 1.250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ I........OTHER LOADS......... DIR 1. P1 f I. bc R. P1 f R. be .. . TYPE... MAGNITUDE . XLOC... 1 IC. V -208.0 0- 4- 8 -208. 0 8- 4 8
2 IC. V -333.0 8- 4- 8 -333.0 16- 4- 8 3 TC. V -208.0 16- a- 8 -208.0 30- 5-11 4 BC. V -16.0 0- 4- 8 -16.0 30- 5-11
Reactions - 3999.96 3797.98
-.- -. . ..-____r.-- -- -•-.--'.'----. •__.
- - . IOaO 1 - 4- UU AL. L - 1. I.. STRUCTURE APPLIED DISTRI
.DIR L.P1f L.Loc i IC. V 0 0- 4- 8 -2
2 IC. V -333-.0 16- 4 8
3 IC. V -208. 0 24- 4- 8 2
4 9C.V -16.0 0- 4- 8 - Reactions - 3734.90 4063.03
uun, nt.. r 6 I - I. C.JV - t LOADS... \ /........OTHER LOADS .........\
R. Loc ... TYPE... MAGNITUDE - XLOC... 16- 4- 8
24- 4- 8
30- 511
30- 5-11
Load 0 - 5 DURFAC.LBR - 1.250 DURFAC. PIT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
- DIR L. P1 f L. be R. P1 f R. Loc ... TYPE... MAGNITUDE . XLOC... 1 TC.V - -208.0 0- 4- 8 -208.0 22- 5-11 2 IC. V -333.0 22- 5-11- -333.0 30- 5-11
3 BC. V -16.0 0- 4- 8 -16.0 30- 5-11 Reactions - 3532.71 4301.69
legend -- (SA. NA.MA) - (Structure. Node. Member) Applied (PL, DL) - (Point Load. Distributed Load) (H. V. - (Horizontal. Vertical. Moment)
rc FORCE 'AXI. mID C
I 313 0.1 7
1
0.
.i L11 :&8t
4 - 85 0.3 .34 0.71
5• 40 . .4
BC FORCE All. 8110 C
I 0 0.00 0.04 0.04
2 2375 S. 0.18 0. 78
3 6736 .0.77 0.18 0.95
4 6405 0.79 0.13 0.92
5 2568 0.63 0.19 0.80
6 0 0.00 0.04 0.04
KB FORCE $ FORC
1 8423 8 -326
2 •1561 9 -1744
3 -6034 10 -1217
4 4011 II 3873
5 -1194 12 .6102
6 -1575 13 -1562
7 603 .. 14 8423
MAX V(FLECTION
at JOINT
440. 60W 0- ii. 45 - I. 05"
I J8: LOT 184509 EJ:IOT 1
A42 IM 3199I6Tj
p4BS 11 .2800
i Ji
PB
I
so 3
rt,ic
99 2 30 202 0 100 0 1010 10
_0 103 0 34 0
F USERID
111 OSiEL
-'l.!ftEvi
_1g51 .1 4
.3.4.IL.12
PIJLTIPL( LOADS -- This designifl
coaposite result of ns.ltipl
All CGI'RCSSIDII Chords are esu
continuously braced unless nose
d to be
otherwise.
CUTTING COPY
4760W 84-8
}'Rr73)
scale = 0.1875
Eng. Job: LOT 18
Dwg: T151.053
Dsgnr: EL Chk:
IC Live 16.0 psi
TC Dead $0.0 psi
tic uvo 0.0 psi
BC Dead 2.0 PSI
JOtAL 28.0 Psi
WO: 4509
Truss ID: P48
Dale: 8-24-95
DurFac - Lbr: 1.25
flurFac - P11: 1.25
O.C. Spacing: $08.9'
Design CIIIOF)a: LJflC
V:10.10.94-423044 7
Joint Locations
This design Is valid ofllv if the truss Is 1) 0- 0- 0 6) 16- 4- 9 11) 26- 5- 1
fabricated b TRUIRUS INC. 2) 3- 7-12 1) 19- 1-15 12) 19- 1-15
P11111111. ARI ZONA 85043 3) 7- 3 8 8) 22- 9-11 13) 16- 4- 9
4) IOn- 4 9) 26- 5- 7 14) 10-11- 4
All Chords are (MSR) Machine Stress Rated. 5) 13- 1-34 10) 30- 3- 3 15) 3- 7-12
All lunlier used in this design, has a Chord meithers over 20' -0" are continous.
maximum or 192 moisture content at the finger joint and tension test performed by
time of fahication. iRUIRUS. Inc. prior to truss manufacture.
* Use I" dia. 20ea.(A36 Steel) standard knee Double meither webs shall have two(2)
to Subpurlin brace. Attach W/4-10d nails, placed In center for buckling calculatli S.
and attach to bottom chord W/ 4- 10d nails.
Max. unbraced bottom chord segment -23'-4" .1
3/8" & larger isa screws or bolts
NOT ALLOWED IN Cfl0f30 Ptpll[RS. U.IL().
1-344. 4 20 a. connector plate on the ?he top face of top chord. ,4.
Typical where wall anchor strap or
beam strap has nail spacing less than 4" U_I
o.c. lhis Is designed to reduce splitting 39130'
do to wall or beam tie strap nailing.
CAflhER: Top and bottom chord -XP: 9-30-91
at mid span between tIsiipiior(
lliis truss has not been designed for 'roof t
pmidiiig'. Building designer most provide
to adei hate dreinaae prevent ponding.
(OJ5"/rt min slope to drain).
30.10-3
a 0 itJ'1
2X6.6 2.5X4 2.5X4 MTIU-121ZO
TIB-I2Xl4.4 XTLS-8X12.5 2X5.6 mI5.6 5X5.6 2X5.8 XTLS-8X12.5 216.6 4P
J- r.4 Inux X- MT1 5.6 3.6
END 'I Note - Iota] Deflection - -3.05"
26'O-O I
14700W 350
(Ri.,) i r-
PLATES:TEE.LOK,TRUSWAL4iITEK;NO
- ______ 1 it
30-1-3
LAflEL 209a,ST1O = logs,XTLS = 169a DESIGN: NDS-91
c.4not/.&'t -C.t.iaLll,j , WARNING: READ ALL NOTES ON TIllS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
By i y' SPACING WARNING
linuln .l.,.it,i in, 41,4. j,a1n1 4. nn .,.-c*l.,n Icacing. wh,db,..-ln - po.sal S'.arl..g 0. .h..l&it b.a.Mg
l.a slit I ..ddlng .k.ogn and ..hkh ,,su,s by yons,4.t,l h141,. b..ildi,,g .kug.,i-.. SI,..d,,1 ..hfrls pa,i of ,1.(
1
(ugjc ,lO,.lS It Jn lain aS sup,.o.l 0/ Slit.. nwml't,i naIl 4.. VVI*IC1 Iaa*Si,ig i,.,1tb. l'.o.i.&,.,,. ,,ao, I'.
n.a,t.- a. auth... &,s,rol D'uaing a, ,ndi and .yrI/u,S .1,.. Sor,alnn-. &it,,uin.,S 1,51.. l.aiU...g
.,,., .vq...d, 51n IllilVi "I I'M l .'.a 'r''' t..1 II.. -wall n..ula,. p1.
ii Inns C..,.,., o/ A.sinua inn. 1'ruti..g .vq.,I.t.ut.iS1 £ ,UIIIUi I'"'d". de..pws. I ,w.. Plait S,,juuar, 1,11, a. I,.cnini as
ISi,ro.,.h, 3 1710J. VS I 110,,. f.. • Sins.,-. Mali.-...
4509 OATE 82495 -LAWL.-48- CUST : WORK. Om 4509 - SEW 10.10.94-423044 DES1((k JC* LOT 18 WO EXTL 301003 P4B
toed#- 1-U(.LBR ---12S0--0URFACP1.T- 1250 I -. S1UCTURE APPtIEO DISTRJBUTEO /........OTHER LOADS.........
i .236. I*i-L. E- ....o-i TYPE IllJD€ .XI.00...
2 BC.Y -18.2 0- 4- 8 -18.2 30- V-11 Reactions - 3856.98 3857.03 &KI
Load 0 - 2 DURFAC. LBR - 1.250 DURFAC. P1.1 - 1.250 I.. STRUCTURE APPLIED DISTRiBUTED LOADS... \ /........OTHER LOADS DIR 1. P1 f L.Loc: R. P1 f R. bc ... TYPE... MAGNI TUDE . XLOC... 1 TC.V -361.0 0- 4 8 -361.0 8- 4- 8 2 TC.V -236.0 8- 4- 8 -236.0 30- 5-11 3 BC.V -18.2 0- 4- 8 -18.2 30- 5-11
. CUTTING copy Reactions - 4759.75 3990.90
Load # - 3 DURFAC. LBR - 1.250 OURFAC. PIT - 1.250 I. . STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS......... DIR 1. P1 f L.Loc R. P1 f R. bc ... TYPE... 'MAGNITUDE . XLOC... 1 TC.V -236.0 0 4- 8 -236.0 8- 4- 8 2 TC.V -361.0 8- 4- 8 -361.0 16- 4- 8 3 TC.V -236.0 16- 4- 8 -236.0 30- 5-11 4 BC.V -18.2 0- 4- 8 -18.2 30- 5-11 Reactions - 4458.11 4256.08
d: 4DURFAtBR-I-.2&O-DURFAC-PL4
- I.. STRUCTURE APPLIED DISTRIBUTED LOADS..'. .DIR L.P1f L.Loc R.P1f R.Loc 1 TC.V -236.0 0- 4- 8 -236.0 16- 4- 8 2 TC.V -361.0 16- 4- 8 -361.0 24- 4- 8 3 TC.V -236.0 24- 4- 8 -236.0 30- 5-11 4 BC.V -18.2 0- 4- 8 -18.2 30- 5-11 Reactions - 4193.05 4521.14
/........OTHER LOADS......... TYPE... MAGNITUDE .XLOC...
Load 0 - S DURFAC. LBR - 1.250 DURFAC. PIT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I........OTHER LOADS .DIR L.Plf L.Loc R.P1f R.Loc ...TYPE... MAGNITUDE .XLOC... 1 TC.V -236.0 0- 4- 8 -236.0 22- 5-11
2 TC.V -361.0 22- 5-11 -361.0 30- 5-11 3 BC.V •18.2 0- 4- 8 -18.2 30- 5-11 Reactions - 3990.86 4759.79
legend -- (SA. NA. MA) - (Structure. Node. Mentier) Applied (PL DL) - (Point Load. Distributed Load)
(H. l. P1) - (Horizontal. Vertical. Moapnt)
TC TOP CHORDS: 24x2 IL 28501' : This design Is valid univ If the truss is 1) 0- 0- 0 7) 20- 5- 6 13) 34- 3- 7
Joint Locations
0. 77 801 CHORDS: 2-4x2 SPF 2400E- 2 p 71 6
797 fabricated by TRUTRUS INC. 2) 3- 7-12 8) 23- 4- 3 14) 26-11-15 48 0. 29 0. 78 8S: 4x2 SP l!2 .IJ .49 0.31 0.79 2-4x2 51W 16501- 1.17 PHOENIX. ARIZONA 85043 3) 7- 3- 8 9) 26-11-15 15) 20- 5- 6
S 21751 .65 0.27 0.92 2-4x2 SP 112 3'4.6.12,I4 4) 10-11- 4 10) 30- 7-11 16) 11- 5-13
6 -21945' .68 0.25 0.93 i! Mi Chords are (11511) Machine Stress Rated. 5) 14- 7- 0 11) 34- 3- 7 Il) 10-11- 4
7 •21945 .67
0.)
0.88 6) I/ 513 12) 31-11- 3 18) 3 712
8 .17976 .480. 1 0.79 MULTIPLE t0/DS -- ilils desig $.s the All luther used In this design, has a
9 -17976 .47 0. B 0.95 coeposite result of nult1p!e'loads. maxiimsm of 19% moisture content at the Chord mothers over 20' -0 are continous. 10 -7680 .7 0.70 0.77 1 time of fabication linaer joint and tension test performed by 11 .7680 1.S9 0.76 0.85 All COMPRESSION Chords are assLd to he ' ERUIRUS. inc. prior to truss iMntllactu continuously braced unless nbtèd otherwise. Use 1 din. 209a. (A.16 Steel) standard knee
19? 0.00 O. 03 0.03 and attach to bottom chord W/ 4 lftd nails. placed in center for hoc hug Icu uns. BC FORCE AX' BND c brace. Attach Eu Sub-purllsi 11/4 lfld stalls. Double mealier webs shall have I. (? Is
0. 54 0. 14 0.68 Max. unbraced bottom chord segment -23'-4
3 20444 0.80 0.16 0.96
8: 8:I S:
318 & laraer la o screws or bolts 0 .Ssi
0.0 0.03 0.03 Olt 03 20 a. connector plate on the -. -
1101 M.IOM:fl IN CHORD PIJVIRS. it. N. 0. UK
0.5k 0.14 0.68
top face of ?he top chord. ' Typical there wall anchor strap or KB.' FORCE B FORC (5) J beam strap has nail spacing less than 4
II
o.c. hits is designed to reduce splitting .0039130' 1 9347 10 -1247 2 -186? 11 1811
3 .7416 12 -3969 do to wail or beam tie strap naihog.
.?3 13 -1614 7 14 5596 CMII[R: To and boltom chord I Exp: 9-30-97
6 -3813 15 -7601
8 . 17 9412 CUTTING COPY
at mid span between LIi"üjL'"CIVIt- 7 2119 16 -1867
- This truss has not been designed for *roof tOF pondiiia. Building designer Artist provide adequate dralnaae to prevent pending.
.-1.00 4300 (0.25"/ft usia slope to drain).
MAX C(FUC31:5 I L/566 at 38-8-3
1 1L440.81 0-0 71 T-1.51 121,
11 JSZ LOT 18 wtk 4509 EJ-.LOT 1 1
1 to I'
8 TI:
P5ME
1151. 053 1 r *6
14 6122
2.5X4 44 1
45 :8
REE
2X5.6 XTLS-8X15 2.5X4 2.5X4 2.5X4 2.5X4 MT18-12X144
¶l812Xi4.4 2X5.6 8X12 5X6.6 2X5.6 10X12 2X5.6 XTLS-8X152X5.6 66 b 2 0 ' Lt.
7 LS1080 1810803
17 005 UA OF IC 2 99201.020201000101 010 601080340
USERID
11 DSs(L
RED Note - Total Deflection -
END 34-0-0
6074#3.50 6074# 3.10' 0-4-8 37-11-3
WARNING: flEADA1LN0TES0NTH T. Eng. Job: LOT 18 WO: 4509
scale = 0.1250 TRUSWAL,MITEK;t1O LADEL=20ga,ST1e 18ga,XTLSa legs DESIGN: NOS-Ol
I not aLity A COPY OF TillS DRAWING TO DE GIVEN TO ERECTING Dwg: T151.053 Truss ID: P5A
.!13 CONTRACTOR. Dsgnr: EL Chk: Date: 8-24-95
TC Live 16.0 psi Duifac - Lbr: 1.25
BRACING WARNING
!'711h ,ac q j, ,jwj . ,s.,.a. aa,, TC Dead 12.0 psi Durfac - Pit: 1.25
_IIchI ø/thrbuild..1,. and hkhowes b.ema.4IitheI..iidogdmigorr. be-insDC Live 0.0 psi D.C. Spacing: 96.0 show,. I. Jo. Saau,al n.pp.wu .'/ iota. awiobs.. anlp is. STs*rca bist*ti..g length. I'n,rtalom nusa b.
ninA? 40 anchor la:v,otlsvarjng .inda and apecl/IedIocaSinna rinio.d t' thy "'e' ftC Dead 2.0 psi Design Criteria: UOC Addiiwnal lraCif 01 tlw n.y,at anvrm,. ma. I'. svqwhyd. (See Illit-VI of 7th. 1... ...ui,.
fl•OO.11ns,a ('..un(jh of 4nwña •' • "j,
,1
-.-ac4n1,,au.,vmcna. ((quart l'uiLb..g d,.jg,ae,. (mu. Ping, S ... nn.u. -, hI S..suej as js.t iOno;n..b.i... Madison, lIisco.uug JJ7IDI. TOTAL 30.0 psi V:10.10.94-423045- 6
- _D 4509.7 ATE--e-249s -_uaa. PSA_aIST..T - WORK ORDER: 4509 SE19045(SIGaJcL LOT i8 'do EXN 380803 PM
Load #-' 1 DURFAC.LBR- 1.250 DURFAC.PLT - 1.250 ' STRUCTURE APPLIED DISTRIBUTED I.OADS. / OTHER LOADS .OIR - LPIf L.Loc..-._ LP1f LLoc. ;..TYPE... MAG1IflKIE .XLOC... 1 TC.V •224.00-.48..-224.O-38-3-11 2 BC.V -16.0 0- 4- 8 -16.0 38- 3-11 Reactions - 4585.68 4585.78
Load I - 2 DURFAC.IBR - 1.250 DURFAC. PIT - 1.250 /-STRUCTURE APPLIED DISTRIBUTED .01 P. L. P1 f I. bc R. P1 f LOADS... \ /........OTHER LOADS......... P.. bc .. - TYPE... MAGNITUDE . XIOC... COPY CUTflHG 1 IC. V -424.0 0- 4• 8 -424.0 8- 4• 8 2 IC. V -224.0 8- 4. 8 -224.0 38- 3-11
3 BC.V -16.0 0- 4- 8 •16.0 38- 3-11 Reactions - 6074.06 4755.72
Load I - 3 DURFAC. IBR - 1.250 DURFAC. PIT - 1.250 /-STRUCTURE APPLIED DISTRIBUTED LOADS... \ I ........ OTHER LOADS......... DI L. Pif L. bc R. Pif P.. bc ... TYPE... MAGNITUDE . XLOC... i IC. V -224.0 0- 4- 8 -224.0 8- 4 8 2 IC. V -424.0 8- 4 8 -424.0 16- 4 8 3 IC. V -224.0 16- 4- 8 -224.0 38- 3-11 4 BC.V -16.0 0- 4- 8 -16.0 38- 3-11 Reactions - 5678.85 $092.58
1.oad I - 4 DURFAC IBR I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.......... DIR 1. P1 f L. bc R. P1 f P.. Loc . . . TYPE... MAGNITUDE . XLOC... I TC.V -224.0 0- 4 8 -224.0 16- 4 8 2 TC. V -424.0 16- 4- 8 -424.0 24- 4-.8 3 IC. V -224.0 24- 4- 8 -224.0 38- 3-11 4 BC.V -16.0 0- 4- 8 -16.0 38- 3-11 Reactions - 5342.15 5429.29
Load I - S DURFAC. ISP - 1. 250 DURFAC. PIT - 1. 250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS......... DIR 1. P1 f L. bc R. P1 f R. bc ... TYPE... MAGNITUDE . XLOC... 1 IC. V -224.0 0- 4- 8 -224.0 24- 4- 8 2 IC. V -424.0 24- 4• 8 -424.0 32- 4- 8 3 IC. V -224.0 32- 4- 8 -224.0 38- 3-11 4 BC.V -16.0 0- 4- 8. -16.0 38- 3-11 Reactions - 5005.45 5765.99
Load I - 6 DURFAC. LBR - 1.250 DURFAC. PIT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS...\ /........OTHER LOADS .01 P. L. P1 f I. bc P.. P1 f R. bc . . . TYPE... MAGNI 11.10€ . XLOC... 1 IC. V -224.0 0- 4- 8 -224.0 30- 3-11 2 IC. V -424.0 30- 3-11 -424.0 38- 3-11 3 BC.V 160 0- 4- 8 -16.0 38- 3-11 Reactions - 4755.60 6074.16
1 eçend -. (SA. NA. MA) - (Structure, Node. Member) Applied (PL, DL) - (Point Load. Distributed Load) (H. V. P1) - (Horizontal. Vertical. Moment)
ic F 4 it
1 • 6 .0 .5 0 1U CHORDS: 2- 4x2 FL 2850F2. 3E joint locations
2 • I3' .07 BOT CHORDS: 2-4*2 SPF 2400E-2.0( This design is valid only if the truss Is 1) 0- 0- 0 1) 20- 4-12 13) 34- 2- 8
3 )fl •18 . 0.77 WEBS: 4*2 SP fabricated by TRUIRUS INC. 2) 3- 7-12 8) 23- 3- 4 14) 26-11- 0
4 - fl. . . 0. 79 2-4x2 SPI 1b5OF-l. S 1.17 PHOENIX. ARIZONA 85043 3) 7- 3- 8 9) 26-1I - 0 15) 20- 4-12
5 • • • z 0.91 2- 4*2 SP 1)2 j 3 4. 6. 12. 14 4) 10-11- 4 10) 30- 6-12 16) 11- 5- 8
6 - • 7 .24 9.92 I All Chords are (NSA) Machine Stress Rated. 5) 14- 1- 0 11) 34- 2- 8 11) 10-I1- 4
. : :? & MULTIPLE LOADS -- This design 1 the All lumber used In this design, has a
6) 11- 5- 8 12) 3/-10- 4 18) 3- 7-12
9 • . 6 .18 0.94 coaposite result of nu)tIpe loads. maxinsim of 192 moisture content at the Chord members over 20' -0 are continous.
fl :S : & All COMPRESSION Chords are asued to be
time of labicatlon. finger Joint and tension test performed by
RUS. Inc. prior to truss manufacture.
continuously braced unless noted otherwise. * Use 1 dia. 20ga.(A36 Steel) standard knee
BC FORCE AX BND C . brace. Attach to Sub-purlin 104-10d nails. Double neither webs shall have two(2) n us
1 9 9.00 9.03 0.03 and attach to bottom chord W/ 4- 1 O nails, placed in center for buckling cal ci atlons
z 3569 0.54 0.14 0.67 Max. unbraced bottom chord segment -23' - 4
3 03 0.81 117 0.97
4 1661 0.86 11 0.97 3/8 & larger Ian screws or bolts /
4 5. 919 0. 780.94 HOI ALLOWED IN CHORD PLhlIERS. U.N.0.
6 3775 0.54 14 0.68 1 .00 03 0.03 ()-3xI4.4 20 ga. connector plate on the I.
r&f
£ top face of the top chord.
WEB FORCE WEB FORC , , j T3pical where wall anchor strap or
1 10 -133 ( j beam strap has nail spacing less than 4 J IT'
2 • i 11 11 o.c. Ibis is designed to reduce splitting rn
1? •391 ) do to wall or beam Lie strap nailIng. - 39130
g U CIJ'Il(R: Top and bottom chord
It Exp: 9-30-g7
p CUTTING jur I at mid span between LII iupFU
8 • 17 9402 ibIs truss has not been designed for ',-no( 01V1'-
m 1 ponding' . Building designer most provide of ,•
.,
: • adequate drainage to prevent pondiiig.
1.00 43.00 (0. /f mm slope to drain).
MAX KFILECY0 38-7-4
11 all 405 -1 00-T I
82 fltP6Al&t 7 4DW Till. 053 16 1 2 1 2$X4
45 2X5.6 XTLS-8X15 2.5X4 2.5X4 2.5X4 2.5X4 MT18-12X14.4
66 j90R TIO12X144 2X5.6 8X126X5.625.6iOX12_TLs8556
99
I Om
fO10 0 101 0 10
____ _______ 7X8 7X8 I T8*.4_MT 24
11 D:[L 1 RED123.b0 . 2-3-I0
I l Note - Total Deflection -
I ENDS I 3400 I,
* ---.. I •' I 18 17 16 15 14 13 I
605# 3.50 6065W
37-10-4 I
NT 24
tFfl.5-lunr
PLATES:TEE.LOK,TflUSWAL,MITEKNO LM1EL 2Oga,ST1S iaga,XTLS-169a DESIGN: NDS-91 scale = 0.1250
WARNING: HEAD ALL NOTES Oil THIS SHEET. Eng. Job: LOT 18 WO: 4609
c412OtI&'l uaiLtj A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: 7151.053 Truss ID: P6A
C) CONTRACTOR. Dsgnr: EL Chk: Date: 8-24-95
r4qn. ...b1 j IC Live $6.0 pet t)witic - (In: 1.25
BRACING WARNING
Ir,ulng.howi,srn this dsiswSnI, i,aercc4i.nbiac4n& winJI*niths. asi.SI"aci'.g o,si,.,ILo, l*,arh. TC Dead 12.0 pat DurFac - PIt: 1.25
- I which Li o p.m of she bsd&11,g d,,I1n .m.i4 .mhl,h nv..si b. con,iè,rd I* she budding .kei8..s. 8,.mn,i ,..
iho..nb/oslaitra$v of guess mon,bo,s neil ice bwckIinkn sk p,,ousowsshe ye . pa - - Spacing: 96.0
f'(. F•'LIg BC Dead
- - 2.0 psI Design C(iteria: UBC
ft#wrcarrnwy
II,al in,.. (',.,n,iI ,. 4,..e, it, iso., i.,u, i,,, ,,qp,?,y,.,,.,o, .Nthl, S 'uiS.iin .k.lg.ies 7 sues line, in,l,i,n,, SI'S. • j,. sitS
54 I Ill iu,.f,i. I s,4,y, AI,S..,.s., iii.,.,,.a,, .51 I 1)1 Al. :,o ii put V: 1 0 10 94 4 :soi U
DATE* .824-95-_.LA8t: ----
iO1C94-423046 C(SIQL a -- Jo& LOT 18 wo EXTY4 380704 P6A
Load #_. 1 OIJRfg.LjR- 1.250 OURF*C.PLT - 1.250 '.STRUCTURE APPLIED DISTRIBUTED LOADS ...\ F. OTHER LOADS . '.DIR - LP1fy. Lloc . R.PIf LLoc ...TYPL.. MAGNITUDE .XLOC... 1 TC. V -224.0: 0- 4- 8.. -224.0 38- 2-12 2 BC.V -16.0 0- 4- 8 -16.0 38- 2-12 Reactions - 4577.04 4577.02
Load # - 2 DURFAC. IBR - 1. 250 DURFAC. PIT - 1. 250 /-STRUCTURE APPLIED DISTRIBUTED LOADS... /........OTHER LOADS DIR I. Pif I. bc R. P1 f R. Ion ... TYPE... MAGNITUDE . XLOC... 1 IC. V -424.0 0- 4 8 -424.0 8- 4 8
2 TC.V -224.0 8- 4- 8 -224.0 38- 2-12
3 BC.V -16.0 0- 4- 8 -16.0 38- 2-12 Reactions - 6065.07 4747.32
Load # - 3 DURFAC.LBR - 1.250 DURFAC.PLT - 1.250 /-STRUCTURE STRUCTURE APPLIED DISTRIBUTED LOADS... I ........ OTHER LOADS......... DIR L. P1 f L. bc R. P1 f P. Ion ... TYPE... MAGNITUDE . XLOC... 1 TC. V -224.0 0- 4- 8 -224. 0 . 8- 4- 8 2 IC. V -424.0 8- 4- 8 -424.0 16- 4- 8 3 IC. V -224.0 16- 4- 8 -224.0 38- 2-12 4 BC.V -16.0 0- 4- 8 -16.0 38- 2-12 Reactions - 5669.19 S084.88
(e)
CUTTING COPY
Load il /..STRUCTURE APPLIED DISTRIE .DIR LP1f L.Loc 1 IC. V -224.0 0- 4- 8 - 2 TC. V -424.0 16- 4- 8 -
3 TC. V -224.0 24- 4- 8 - 4 BC.V •16.0 0- 4- 8 -
Reactions - B331.79 5422.28
TED LOADS \ / OTHER LOADS P1 f R. bc ... TYPE... MAGNITUDE . XLOC... 4 0 16- 4 8
4:0 24- 4- 8
4.0 38- 2-12 6.0 38- 2-12
Load 0- S DURFAC.LBR - 1.250 DURFAC.PLT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I ........ OTHER LOADS......... DIR L. P1 f L. Loc R. P1 f R. bc ... TYPE... MAGNI TUDE . XLOC... 1 IC. V -224.0 0- 4- 8 -224.0 24- 4- 8 2 IC. V -424.0 24- 4- 8 -424.0 32- 4 8 3 IC. V -224.0 32- 4- 8 -224.0 38- 2-12 4 BC.V -16.0 0- 4- 8 -16.0 38- 2-12 Reactions - 4994.40 5759.67
Load 0- 6 DURFAC.IBR - 1.250 DURFAC.PLT - 1.250 /-STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS - DIR 1.. P1 f L. Loc P. P1 f P.. bc ... TYPE... MAGNITUDE . XLOC. I TC. V -224.0 0- 4- 8 -224.0 30- 2-12 2 IC. V -424.0 30-.2-12 -424.0 38- 2-12 3 BC.V -16.0 0- 4- 8 -16.0 38- 2-12 Reactions - 4747.34 6065.06
legend -. (A. NA. MA) - (Structure, Node. Member) Applied C Pb. DL) - (Point Load. Distributed Load) H. V. N) - (Horizontal, Vertical. Moment)
XTLS-8X12.5 2.5X4 2.5X4 MTIB-10X13.6
2X56 MTIB-8X13.6 2.6X4 MTIO-8X136 XTLS-8X12.6
T1B-10X13.6 2X5.6 5X5.6 '2X5,6 2X5.6 2X5.6
2W0
RED .2.10Preo Srt6,!ro
--.-\ o
END "j I' Note - Total Deflection - -1.52" '1 F
1, 35-0-0
4 18 17 16 15 14 1'3 'I
5fl6#'3.60" 5296# -4-8 0- 38-8-3 (RT91UflI' - 1rlc9:1I)
PLATES:TEE-LOK,TflUSWALMiTEK;P1O LABEL= 209a,ST18= 1898,XTLSsn 16ga DESIGN: NDS-91 - -
scale =0.1250
VVMflI'lIJ'.. ------------- -
I A COPY OF THIS DRAWING TO BE GIVEN TO EflECTING
CONTRACTOR.
BRACING WARNING heeds,g ,h,-nos, shi. 4awing I. a1.svrthws bnacM, ilhiaeln*. pousaIln.ctn - .1.11., I'oub.g
wl,kh Ia a ,.ui of the hd&Mg è.ips and whIch asod iv o.uIdu.4 I, she builds,.5 &ü5,w,. bean,.5 .hnwn I. Joe ia.en.i mq.gn of au.. nwnd'e,, onlj ,vthu bushi
1111
ng Icngth. Peo.'uion, maui au,ds ii, maclw, lasenaliv.cing as end, 0d .poei/kdk.cailain. deitmUned i'p she building de.iiner.
44
4
ldnnal ieacMa of the snwab
1"
b, requited. See 1.01 of U'S I. So,
insu t'nsi lug ,,qwlvnl,..u. f,..,*Vi t.$.iI.iO5 &S955itI. 5151555 I'iak h,,,in.s,.
I IiiMofu... I'.... hindis..., Ills, ,.u,.i,, 3.57591.
Eng. Job: LOT $8 WO: 409
Dwg: TI51.053 Trues ID: P7A
Dsgnr: EL Chk: Date: 8-24-95
TC Live 16.0 psi DurFac - Lbr: 1.25
TC Dead 10O psi flurFac - Pit: 1.25
BC Live 0.0 psi O.C. Spacing: 96.0
BC Dead 2.0 psI Design Criteria: UDC
TOIAL 28.0 PSI ]V:10.10.94-423047. 10
c,qflOtl.E'L .c?UClL
!23
frafruff
hood 7,.,. Cannitot •t,tuenr,,
TC F Ax ON CS
I L
2 10
881 11 44
BC. FORCE AXL 6111)C
0 0.000.040.04
11984 0.47 0.13 0.60
8183 0.720.160.88
9458 0. 77 0. 12 0. 8
8235 0.72 0.17 0.8
2079 0.48 0.13 0.60
0 0.00 0.04 0.04
WEB FORCE WEB FORC
1 8261 10 -1071
2 .1462 11 1687
3 .6482 12 -3369
4
$9563
1285
14 4913
1-6538
16 -1462
8 • 17 8266
92
;i1L! 1.00
MM RON
I 52"
11 JBLOT 18 .4509 EJ:L0T I
4 P7
0.
ll!!bA L
99201020201000101010 6 01080 34 0
*2 SPF HSOF- 501'I.SE 1,17
*2 SP 3.4.14.15
SPF L5( 6.12
MULTIPLE LOADS -- This design is the
composite result of ineltipie loads.
All COMPRESSION Chords are 'assi.imed to be
continuously braced unless noted otherwise.
: !j-
(2) r 7A
CUTTING COPY
This design is valid only If the truss is
fabricated by TRUIRUS INC.
PHOENIX. ARIZONA 85043
All Chords are (MR) Machine Stress Rated.
All luMber used in this design, has a maximum of 19% moisture content at the time of labicatlon.
* Use I" die. 209a(A36 Steel) standard knee brace. Attach to Sub-purlin W14-10d nails.
and attach to bottom chord W/ 4-10d nails.
Max. unbraced bottom chord segment -23' -4"
3/8" li lartier lao screws or bolts Nh AILOI&() IN ChORD I1.PIUHS. U. H. o.
(j - 3*14.4 20 ga. connector plate on the
top face of the top chord.
T ypical where wall anchor strap or
beam strap has nail spacing less than 4" o.c. Ihis Is designed to reduce splitting
do to wall or beam tie strap nailing.
CAMBER: Top and bottom chord 71611
at mid span between Liii- supports.
Ibis truss has not been designed For 'roo(
Joint Locations
I) 0- 0- 0 7) 20-1I- 6 13) 35- 0- 7 2) 3- 7-12 8) 24- 1- 3 14) 27- 8-15
3) 7- 3- 8 9) 27- 8-15 IS) 20-11- 6
4) 10-I1- 4 10) 31- 4-11 16) 17- 8-13
5) 14- 7- 0 11) 35- 0- 7 11) 10-I1- 4 6) 11- 8-13 12) 38- 8- 3 18) 3- 7-12
Chord members over 20' -0" are continous.
Fin ger joint and tension test performed by 1RUJRUS. Inc. prior to truss manufacture.
Double meither webs shall have two( 24na11s placed in center For bucklIng4alc1tions.
ponding. Building designrniist provide
adeiivate drainaqe to prevent ponding. 43.00 • (0. 25"Irt min slope to drain).
ii 39-5-3
4 8 $ 0 lo ii iJ
F (A
.003913k'-m-D
9-3o-g
c
SW10
%JPK0R0(Ri4S09_
i 1.OT 18.;::. Wa tXTh 9*itf . --
I_.
PLT 1 Ofl€R LOADS - 01R LP1f---L'oc--- LPIf_ R.Loc TYPE.. MAGNITUDE XLOC. 1-TC.V •2O&0'0-8.M 0.38-9-3 08.0k 38.9.3 2 -BC.V -16.0 - O 4- 8 -16.0 38- 9- 3 Reactions - 4333.25 .. 4333.33
Load 9- 2 DURFAC.IBR' 1.250 DUAC.PLT 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS
DIR I. P1 f L bc R. P1 f P.. Lc. ...TYPE.-.. MAGNITUDE . XIX... 1 TC.V -333.0 0-4-8 -333.0 8-4-8
2 IC. V -20L 0 8- 4- 8 -208.0 38- 9- 3 3 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3 Reactions - 5264.75 4438.28
Load 9 - 3 DURFAC. ISP. - 1.250 DURFAC. PIT - 1.250
/..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS.........
DIR L. P1 f I. Loc P.. Plf R. bc . . . TYPE... MAGNITUDE - XLOC...
1 TC. %f -208.0 '0- 4- 8 -208.0 8- 4- 8.
2 IC. V -333.0 8- 4 8 -333.0 16- 4- 8 3 IC. V -208.0 16- 4- 8 -K 0 38- 9 3 4 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3 Reactions - S020.27 4646.31
Load 84 ....DURFAC:1.BR 12510-'
I.. STRUCTURE APPLIED DISTRIBUTED IOADS... /........OTHER LOADS.........
DIR 1. P1 f I. be R. P1 f L be ... TYPE... MAGNITUDE . XLOC...
1 TC. V -208.0 0- 4- 8 -208. 0 16- 4- 8
2' IC. V -333.0 16- 4 8 . -333.0 24- 4 8 3 TC. V -208.0 24- 4- 8 -208.0 36- 9- 3
4 BC.V -16.0 0- 4 8 -16.0 36- ?- 3 Reactions - 4812.32 4854.24
Load 8 - S DURFAC. ISP - 1.250 DURFAC. PIT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ I ........ OTHER LOADS......... .DIR I.P1f L.Loc R.P1f R.boc ...TYPE... MAGNITUDE .XLOC...
1 IC. V -208.0 0- 4- 8 ' -208.0 24- 4- 8 2 IC. V -333.0 24- 4- 8 -333.0 32- 4- 8
3 IC. V -208.0 32- 4- 8 -208.0 38- 9- 3
4 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3 Reactions - 4604.40 5062.17
Load 9 - 6 DURFAC.LBR - 1.250 DURF AC. PLT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS DIR 1. P1 f I. bc R. P1 f P.. bc ... TYPE... MAGNITUDE . XLOC...
1 IC. V -2b8.0 0- 4- 8 -208.0 30- 9- 3
2 IC. V -333.0 30- 9- 3 -333.0 38- 9- 3
3 BC.V -16.0 0- 4- 8 -16.0 38- 9- 3 Reactions - 4438.20 5264.83
1 ccend (k NA. MA) - (Structure. Node. M--"ter) Ap11 ed
(L. DL) - (Point Load. Dis?ibuted load) - (Horizontal. Vertical. Moment)
*
iD
CUTTING COPY
43.00 TO. /ri.rni,,sopet iuIi ........
IYP. WI
39-I-Il
4 8 8 10 11 129
XTIS-8X12.5 2.5X4 MTI8-10X13.6
2X5.6 MTI8-8X13.6 2.5X4 MTIO-8X13.6 XTLS-8X12.5
M,TI 8-lOX 2.0 2X5.6 5X5.6 2X5.6 2X5.6 2X5.6
2,110.0 'IZ -. 10
MIT - '01114- MTI 9 ,•,•_•_• 4fl lMTi - 0 24
2 -14 2-0-13
RED "J e
Note - Total Deflection - -I.41
END ________
35-0-0 0
16 15 '?.i' 111
3.50 . 52650 3.0
- 30-4-I1
-4-8
vv AIII'IIPIU:
A COPY OF TillS OflAWINO TO DE GIVEN TO EflECTING
CONTIIACTOR.
BRACING WARNING
lhn.,big sho..,, , thIs I, nas e,ycthm bmeI,, ,.4nd ba.ci.tg, p.'nI i.rating or abnilo1 bmring
uMci 1,4 pan .j the b.d&ng .isdg.. mud ..J.kI pa..,, be eornbiered I.y the building .Ieslj'str. Ba.Ins
Is to, &it,rol iupp'., o/ ivs, number. only u rrdi.ee I.uc&Iffig k'.gth. Pa.u4dan, mu,v be
.,,nd, I., ancIsw IauorJI'nuing at end. and ,gwl/Ied incath,ru d,temilnvdb,p the building designer.
.44.Iitlanni l,.r1n1 ..j ii,, .wra.fl ,sn.couvnuuy I', required. (See 1110-91 s.f TPI). Ta, .prri Fir
Sn,,, Inac.ny .eq....eP..e.UJ. ran5lrt I'.spldi,,g .kng..er. (7...,. I'm), ln,Siflth', 7 P1, is Iora,,d of
I)(5naJn.. 0.1.e. Afadiwn. II'ta-.'n,ln J.I?I9).
aCeie 0.1250
Eng. Job: LOT 18 WO: 4509
Dwg: 1151.053 Truss ID: P3A
Dsgnr: EL Clik: Dale: 0-24-95
IC Live 16.0 pat DurFac . Lbr: 1.25
TC Dead 10.0 psI DurFac - Pit: 1.25
DC Live 0.0 pat O.C. Spacing- 96.0
BC Dead 2.0 PSI Design Criteria: USC
TOTAL 280 pat V:1010.94-423041- S
PL.ATES:TEE-LOKTRUSWAL,MiTEK;NO LABEL 2005,ST1 S lega,XTLS I 695 DESIGN: NDS-9 I
4no t/&i - milL i,
fl&i.ijrz By
frufruff
Wood Ta.,, Cm,nril .,f An,.nrn
AXI BND CSI
0.08 0.73 0.81
0.01 0.65 0.72
0.44 0.45 0.89
0.44 0.49 0.93
0.62 0.31 0.93
0.58 0.33 0.91
0.63 0.23 0.85
0.44 0.50 0.94
0.43 0.45 0.
0.07 0.65 0. 91
0.08 0.73 0.81
FORCE AXL 8140 C
0 0.00 0.04 0.04
13887 .47 0.12 0.59
J ? . .1316 0.81 . . 0.81
193 o: o: 12 0.60
0.88
0 0.00 0.04 0.04
FORCE 1(8 FORC
8206 10 -1035
-1461 11 1577
-6420 12 -3315
4939 13 -1282
-1273 14 4863
-3230 15 -6479
1772 16 -1461
-1073 17 8224
497
Rl - 1.00
.t JOINT 115
84 0-0.63 T-1.47"
LOT 18 WCk [J:LOT I
1Tl:P3A1(: 39011113W: TISI.053
C42 390111 510 16 10 2
8S0 308 1113400
2 0 390111
2 0 390111
0 2 0 2 L(( RUE
L811106 RRIIIOY
OC 9 UA OF IC
201 0 202 0 100 0 101 0 10
108 0 34 0
US(RID
OS: It.
51
I?
srr 1650E-1.5( 1.17
SI) fl2 3.4.14.15
SPF 16501- 1. SE 6. 12
MULTIPLE LOADS -- This design is the
composite result of umiltipie loads.
All C('?RESSI0N Chords are assumed to be
continuously braced unless noted otherwise.
(9\) r3A,
CUTTING COPY
This design is valid only if the truss is
fabricated by IRUIRUS INC.
PHOENIX. ARIZUNA 85043
All Chords are (PER) Machine Stress Rated.
All lumber used In this design, has a
maximum of 19% moisture content at the
time or (ebication.
* Use 1" di.. 2oga.(A36 Steel) standard knee
brace. Attach to Sub-purlin W/4-10d nails.
and attach to bottom chord W/ 4-10d sualls.
Max. unbraced bottom chord segment -23 -
3/0" 1, larger lag screws (x bolts
NOt ALLOWS IN CI1OflI I1MflS. U.N.O.
t-3x14.4 20 go. connector plate on the
op face of the top chord.
Typical there wall anchor strap or
beam strap has nail spacing less than 4
o.c. Ibis Is designed to reduce splitting
do to wall or beam tie strap nailing.
CAMBER: To and bottom chord _.._t
7/." ...........
at mid span between the supports.
This truss has not been designed for' roof
ponding'. fluilding designer exist provide
allnn.,Atn .lralnann In nenunnt nnn,ltnn
FOR
96
:1 -191 t79
-19215
-19215
7
Joint Locations
0- 0-. 0 7 20- 9- 1 13) 34- 8-15
3- 7-12 8 23- 9-11 14)2
7- 3- 0 9 27- 5- 7 M -201- 9-
4)
- 1.' 4,
10-11- 4 10 31- 1- 3 16) 17- 1-10
14- 7- 0 11 34- 8-15 17) 10-li- 4
17- 7-10 12 38- 4-11 18) 3 7-12
Chord members over 20'-O are continous.
ringer Joint and tension test performed by
IRUttWS. Inc. prior to truss menuulactur9sJ.
Double meither webs shall have ba(2
placed in center for buckling calcu S..
NO. C 039130
Exp: 9-30-97
. CivIt-
WJL- 8-24 95 --- Uaa- P7A - - aJST. - •_. ER 4509 --- I i--_-
.18.1-423O4JtRTfl LOT 18:: W0 £xnEo3 ----E-- iPTA :
*C.0IFiC.PLT- I 25 -
- 'DI
AM MSRIWTED
o LOADR toc KWTwf M.W.. -
1 -TC.V -20&0:0-4- 8-20&0-39-O-I1-- -' -- - ---• .--. - 2 BC.V -16.0 0- 4- 8- -16.0 39- 0-11 - Reactions - 4363.57 436167 . .
Load # - 2 DURFAC.IBR - 1.250 OURFAC.PLT - 1.250 /-STRUCTURE APPLIED DISTRIBUTED LOADS.. I........OTHER LOADS .........\ CUTTING COPY . .
.DIR L.P1f Lt.oc R.P1f R.Loc
1 IC. V -333.0 0- 4- 8 -333.0 8- 4- 8 ••• TYPE... MAGNITUDE XLOC... .
2 TC.V -208.0 8- 4- 8 -208.0 39- 0-11
3 BC.V -16.0 0- 4- 8 16.0 39- 0-11 Reactions - 5295.87 U67.83
Load 9- 3 DURFAC.LBR - 1.250 DIJRFAC. PIT - 1.250 /..STRUCTURE APPLIED DISTRIBUTED LOADS... I........OTHER LOADS......... DIR L. P1 f I. bc R. P1 f R. bc . . . TYPE... MAGNITUDE . XIX... 1 IC. V -208.0 0- 4- 8 - 208. 0 8- 4- 8
2 TC. V -333.0 8- 4- 8 -333.0 16- 4- 8 3 IC. V -208.0 16- 4- 8 -208.0 39- 0-11 4 BC.V -16.0 0- 4- 8 -16.0 39- 0-11 Reactions - 5052.94 4674.30
Load 9 - 4 DURFAC. LBR - 1.250 DURFAC. PIT - 1.250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS........ DIR 1. P1 f I. bc R. P1 f P. bc ... TYPE... MAGNITUDE . XLOC.
1 TC. V -208.0 0- 4- 8 -208.0 16- 4- 8 z Ic. V -333.0 16- 4- 8 -333.0 24- 4- 8 3 IC. V -208.0 24- 4- 8 208.O 39- 0-11
4 BC. V -16.0 0- 4 8 -16.0 39 0-11 Reactions - 4846.57 4880.66
Load 9- 5 DURFAC.LBR - 1.250 DURFAC.PLT - 1.250 I.. STRUCTURE APPLIED DISTRIBUTED LOADS... \ /........OTHER LOADS......... DIR 1. P1 f I. bc R. P1 f P. Loc ... TYPE... MAGNITUDE . XLOC...
1 IC. V -208. 0 0- 4- 8 -208. 0 24- 4- 8
2 TC. V -333.0 24- 4- 8 -333.0 32- 4- 8 3 IC. V •208 0 32- 4- 8 -208. 0 39- 0-11 4 BC.V -16.0 0- 4- 8 -16.0 39 0-11
Reactions - 4640.21 5087.04
Load 9 - 6 DURFAC. ISP -. 1.250 DURFAC. PIT - 1. 250
/-STRUCTURE APPLIED DISTRIBUTED LOADS... I ........ OTHER LOADS
.DIR 1. P1 f I. bc P. P1 f R. Loc ... TYPE... MAGNITUDE . XLOC... 1 IC. V -208.0 0- 4- 8 -208.0 31- 0-11
2 IC. V -333.0 31- 0-11 -333.0 39- 0-11 3 BC.V -16.0 0- 4- 8 -16.0 39- 0-11 Reactions - 4467.73 5295.97
legend -- (5k NA. MA - (Structure. Node. Meer) Ap1ied
(Pb. DL) - (Point Load. Distributed Load) (H.V.M) - - (Horizontal. Vertical. Moment)
FAM joe:qco SIRUC11RAL
T,YPIC41 AqJft i//. 'rnrr IAEIC--4NEERS 1f: O
T (
/
pr,c
47 x
1 c-9 I
£ PIAE #1 SIRUCTURN. 1E: /2.? 'U# Coand: s38 HDR AT EC/2 s0912/21!96 B4GNEBS 94T ' I
96-590
s1p12v1s0b4148TBEAM ANALYSIS PRO6RAMs1p9v1s0b4148T (6.60)s0p10.00h12v0sOb3T
SPAN LENGTH = 8.00 ft
(Si mple Span)
UNIFORM LOADS (k/ft & ft)
wd
0.130 0.040 0.00 8.00
REACTIONS (k
LOAD LEFT RIGHT
Dead 0.320 0.320
Live 0.160 0.160
MAY!M ORCES
k 6
Vd ax 0,520 k 6 0.00 ft
M max 1.260 k f t. 6 4.00 ft
Nd maX = 1.040 kit € 4.00 ft
DEFLECTIONS (El ki2:
LUii L 1flJ A
Total 15667/El 4.00
Live 3686/El 4.00
Dead 11981/El midsp.m.
s3B
Actual 3.5 x 810B
--------------------
Desiqn per 1891 .NDS
Dou ;CZ Fir—Larch
bS 'pEi
Sheer 6
= .6T It
Fv 86 25 2%
Fb :625 fbz 49.
* borC c\ LI
)EFLE(TIONS E
- -
------Z---F-
N
PIME 199UCUIAL MM
e p ENGANEERS
, for
I
p
O OD L
cet Of2( CA 5 S 1--/
V12 ?7 ç
/
,/7WD1r2.
5'v 4i-;7
S / f
I:, -' •. I ) , - -1 f _ , - id
— —;- f'(t /Z 0/:~,/
(d— ,(_/•v r , (.7° I
j3 _7iC
f(6--ve 00'-u7-
0/c
A) 644 ti'/ LJA.2c
/2-10
-i-c
ce 01j7P01
7' ?5,J 17 f /VO_o-oD
.'.' •,r*
A RE
STJC1UPfiL4
' L( ,c: -CoiI, V
•
Ir. /
( !f
/7ev
V.
•
I PRIME JOB qcqij STRUCRRAL WE-
CONCRETE SHEAR WALL DESI6N
(PER SEC.1921 1994 URC)
DESCRIPTION: EXIST. PANEL 9-3 AT LINE F
W : :.02 kips/ft uniform loads Cu)
P1 8.00 ki ps
P2:., 0.00 kips hi
V------->P1 P2
- CO .t Al flL
P
24. (10 ft
2,50 ft A2 0.00 it
H: 28.50FF U
14,10 tips
aii 7 H 7.00 in Pc: 3.00 ksi -ad factor: 1.40
o.,j in fv= 60.00 ksi
13 Pfl 24.85 12.4
2/L3: 0.31 P.f2: 2.87 V2: 1.46 ties
At Pier *1 WALL PIER (VES:1, NO:0): 0
Av : 1406,25 i n 2 8*Acv*SRT(f1cJ : 616,19 tips
442.01 tips Phi*Vn 0.600n 265.20 tips
247.40 tips PhieVc 0.60*Vc : i48.4 Lpa
VU tIps
Vs 0.00 kips Vu<0.60*Vc O.K.
shear YCiflf. As req'd: 0.10 inA2!FT V( Phi +Vc!2
84 4" tT iiJ..4V P.
ErEA PErT. *58 18.0 ii
*7 8 18,00 in
*2 WALL PIEF -0
854cvPPTf$!ci
P1e*Vp. =
=
-:
13.26 ips
i' 10 in'2!rT ViV-:!2
nc-Us 48 c-c.
STJCRRL _iy i
JG1NS s1: _
CONCRETE SHEAR WAIL DESIGN
(PER SEC.1921 1994 UBC)
DESCRIPTION: EXIST. PANEL 8-3 AT LINE F
CHECK HOLDOWN REQUIREMENTS. U = 1.4E t 0.9* DL
Load at Pier *1 Load at Pier *2
Uniform load 0.40 0,08 kips
wii t = 52.22
Point loads : 8.00 0.00 kips
C-. C' - C"
- j.
Holacwn at rim-it end=U.UU kios As: ..O0 ncn'
N-,oioown reoued.
H.oldon Bars left end nrnt
*5 re-bars 0,00 0.00
a6 re-bars : 0
*7 re-bars :
8 is -bais Vv
0.00 0,00
V
C:le- Bounder v sebar
at Pier *1 at Pier 2
= 60. E3 F,- PL 1C.3 Kips
Pu = 94,88 Kira 14.42 .ips
8eoeetrica1le Unsyemetr.icai Wail
0.05*Ag*f'c 210.94 Kips 3.94 Kips
Mu/(Vu#le)
" ''!'L_\ -
- 2 T .t.', L',...
r\lpS
ari:ei nforea s ant in piers ra
Pier *1 pier *2
As reqle= 0.17 0.17 in?/ft for *5 &saaller
As req'd: 0.21 0.21 in2/ft for *6 & larger
9 14.00 il.00 ifl c.c.
*59 18.00 11.00 in o.c,
*6 9 18.00 11.00 in o.c.
*7 9 18.00 11.00 in c'.c.
Bcurary Macbar Non
I
AS
S
PRIME JOB
TRUCTURALDAwuI'? ??
L. ENGINEEPS
PRE-CAST CONCRETE WALL PANEL DESIGN
--------------------------------------------
ConE.iderinc P-r:I+a
SEAOC 'Green Books To iterate P-Delta effects to convergence
DESCRIPTION :PIER P1 AT PANEL 9-3
ALLOWABLE STRESSES
n. • - - urILrcc - '.Vt'V -: / .rc-c
> Fy Reint. = 60,000 psi fun Hcriz St'i 0.0015
Seismic Factor U.3 ran. horiz.Soarinc
> Wine Load 12.4 pef. Beta I Ci,E5
) Reveal Depth 075 In 0.6 x -I:c: 0.0125
> Reveal to Bottom 15 ft
hai I 'Jniiore LL Be Usee With Wnoseismic Lcaoinqs
trIter tt
. LOCUS
-
> Total Wall M. 30 ft Eccentrzc Live Lose: 0 pit
Ht / Thk Ratio 45.9 Loao Eccentricity 6.75 n
(faui; t!2 t
e. Thickns . 7 in
Size ' 5 . Uni fore Lsterai Lca: 11,9 p11
) Rebar Spacing 10.33 in > X-Dist, no Bottom Oft
iA-Dst.noTop 301t
> Depth To Steel 2.5 in 3 Seiseic:i, Wino -- 1<
--
(default t/2)
Rehar paLrc5.eveal- 10.33. in Point Lateral Lcac 0
i1G J "i.. = p1i
Avi
25 B
UurLL
Steel at each i5c5 1 (1 fr ;jrjUe sv?r 7
DESIGN SUMMARy
=
SEFftE DEVLEil2 = .
SEPv:E LZAD DErL. CUVERGECE . 52 71
DefiectIcn E:ae
M5N1
_____.
a '-- - /• .
C p7 1 - -
VERTICAL LOADINGS
F-Axial 1,135 pif
= 30
pu-Wail : 1,451
LATERAL LOADINGS
----------------
Wall Wt @ 150 pcI 87.5 pef Wind Load * 1.275 15.8 psf
Lateral Waii Wt 26.3 psi Lateral Wt * 1.403 36.8 psi
A
S TKUCTURALDA1 /i
ENGINEERS T ?'êJ
AhALYSi5 VAL.i88 iT REVEAL
t .sFy /
(As*Fv + Pu) i'.85*f'c*l21 0.792 in. 0.790 in
/ 85 0.932 in 0,930 jr
Fni Capacity Reduction Factor 0.9 0.9
Mn As ' eTi *y 0 - aIZ 1b4 in—#
Mu Mr * 67,738 iR* 51,242 in-*
57,000 * (fcA,5. 3. IE+06csi 3, iE+06 psi
29,000 / Ec 9.29 9.29
Fr Mod. of Rupture 5+( fc.5) 273.9 psi 273.9 psi
Section Modulus (Sross) 58.0 in3
Mosent Capacity @ Cra -Ung S + Fr 26,838 ir- 21,295 in-*
sent o 6ro f nsrta ss) 343.0 ir4 244.1 i r:A4
Moeent of lrscta 28.0 n4 15.6 n4
ESiSSiC rid
a uPpori s :si 60238: p11
p11
195.73
78.ii
p1
s
Q; 14,21 f; bass
- 1. S.... t.
'2 1j
O&/A1,) 7D 19 FvtLATFAAC, C0,49
'I
r 1,
tnt 2--a
.(7 ;
...•..• . .-... .... .
PRE SmUC1UAL DAM s/c ENGNEBS SHI:_LEE_--
at F
/7.0 PJ
v (
/Cy 7.yyf
.9
/(
/Jo77 oa4 O&LIf('' (
L1$t- O,J,7 pdqA'tf
A!
:. ?OAP L?L
470
C 6z
cI
e'd I
9c41 L-)4-tt —~ ctt oc/r?
0Ao O4p:
1114 ri0 Ap i .
21-6
01'T
' —11•1 /
. .0 /7NL UJ/7'Jt ,4/O 4t7J 'L.J
I'-'. L?L ' q' I/''•
11
& . .
1 )
'4..
L'rfe f- ta'v. c4cf,i
In f_fl
at Iti
1 -5-.. .-
1 "• n.
I --5 r 1 ... -.- <. .- -'S -'-.
p
j F, U,1- -'S I
c..: -• 7 .
II SI II is 'I F...:. :5-: - 1*:
it II ii ii is it ii ii Ii it ii II ii Ii Ii II It
UI
• ..':s .. -4.. s:..I I - _c,
r FI
j CO (,i P...• F..• I ...' . - (7' - I I ' C I- - u. .. S, - F 1j1 ------------------ I ._' ---------------- -i •_I p —-
,, I. I C,fl = F..:.
.. f_Si . .. .. ,..,, -.- C.- CI1 p...:. F_fl C,.S ,ri':'.:-S>','. '...... Cr5
5-,:: 'n k. ....... p..::. tn in ..:' tfl
I. ......... I ,•v, r....I .1:' r '.5.. _.,, - - : -. .. It
5-:. 5-' ..............................,_
''::ril n' It n. tI II ii ii ii II Ii
..........:5: 111 : ' 5-.' CXI 1 . . '::: I .15' I:
c :,- rr *'.:t' 5.,.. .....
............' S.. .:: '..'
pr r -
C..'
- - - -
II of 0 II
It
ii II if :.. I - . - - - C:: ...............:: 1
10
co
.
IFS In ii f/I in
I it
I. I
AS ENGINEEP-1
PRIME
TRUCTURAL DATE
CONCRETE SHEAR WALL DESIGN
(PER SEC. 19211 1994 IUIRCI
DESCPIPTON: EXIST. PANEL W-4 AT LINE I
CHECK HOLDOWN REQUIREMENTS, U 1.4E t 0.9+ DL
Loan at Pier *1 Load a; Pier *2 Up. fore load 5.66 085. tip;
Wail wt 56.82 8.26 kips
POInt 1:?c (trw
Sue P 62.46 9.10 tips
HOI d co win at ice; ens 0.uo kpa As .Uv nc'
icldcwn a; rqnt cfl5: (LOU tips 0.00 1nCh2
NO HWAdown rc- ed,
oidc'n Bars left end ripet end
t iC UQIP -
*6 re-bars 0.00 0.00
*7 =
*8 re-bars = 0.00 (.00
Check Boundary Member Requirecent,
at ricr *1 at Pier 2
Pv 62.48 Ki;;
Pu 87.47 Kips i2.7 Kipe
V
6ec'eetricaiiyUnsycmetricei Wall
.I.JU
MuI(Vu*lw) =1.07
3*i will i5QFT(fc) = 252.64 Kos 24,65 Kicc
F;nundery bEr .mOt
PIthal D;icn
fri
tiC
- - - = -r ,.. 4= -- • 'V•V'•Vj
085
Rcw
-. 1- -
Check sin, vertical reinforcesents ifl piers
pier *1 pier e2
As re'd= 0.17 0.17 in'2!ft for *5 & scalier
A,. ....jJ... l• 1' f. _A':ISL t:LAI- V.i ..A T. l arner
*48 14.00
*5 8 18.00 8.00 in r.c.
*68 18.00 8.00 in O.C.
*78 15.00 6.00 in o.c.
I A PRIME JOB
AtSTRUCTURAL DATE '/' I
ENGINEERS
____
PRE-CAST CONCRETE WALL PANEL DESIGN
--------------------------------------------
c:onsidering P-Delta Effects
SEAOC'Green Book' To iterate P-Delta effects to convergence
DESCRIPTION :PIER P1 AT PANEL W-4
ALLOWABLE STRESSES
------------------
cncT s;e )O0 psi Mn Yertt eel 0. 0025
)V Reirl. 60000 psi > Mm Horiz Steel 0.0015
lax. Ver;. Spacing 17.71 in
- ..Q M-d.. L p d U-....0 - r; - ,J - - At.
kno [cab 12.4 psi Beta
075 in 06 P-Bi': (0C
LL BS .E-E viii- W-5Smc L-aGiflOS
f I P' - ( Enter A Loads _rA TOED
.b.75 ft ccc&ntTiC dead :
M-11 W-'.* Wail Ht. 30 ft Eccentric Live 0 1f
/ To .... L .. .:..4.. - LLLcli(.y b..
'default : t/2 + 3')
.JO-1 - QXI fl ._.1 -7 in
Rebar Size '*' 5 ; Uniform Lateral Load = 14,6 pif
Spacnq 6.75 in >X-Dist. to Bottom = Oft
3.6:.Rno-Bai Exceeoe X -Dist. to Top 30 ft
Depth To Steel 3.5 in : Seiseic:1. Wind:? -- I <--
(default = t12)
Rear S 0 8 C n 6 P a v e 2 1 6.75 in > Point Lateral Load 0 *
-xa1 Un form DL 1105 PI t, frorn Bottom : 0 ft
UnIform LL 0 pif Seismic:1, Wino:?(--
Qi:each face: 1 (1 Icr sirqie ICY?r, 2 fc doubi layers)
:-EI:61-; SUrMA
-------------- SE1!I
94,66
Mrr
:-Lci :--
rjvEE.
±E1i7 /DE.E0T!0K :
n
:-
41
0
A PRIME'I
STRUCTURAL DATE 7 I
ENGINEERS ____
LATERAL LLThL1N65
Wall Wt @ 150 pcf 87.5 psI Wind Load 15.8 psI
Latrai Waii Wt 16.3 psi Lssra1 t * i.1 36.8 psi
VERTICAL LOADINGS At revel
,-Axial 1,515 pu pit 1,515
-Waii 1,472 1,313 - .04*ic
PIA 35.6 cci 37.? psi 120 psi
I
u-Wii 1,546
r. Ad A VMLUES
A;(eff) = r Pu:tot + (A;*Fy; ] / F', 0,603 in2/ft 0.6.01 1r2
(A;*Fv + Pu) /t.E:5*Vc*12 1,183 in 1,178 in
Phi Capacity Reduction Factor
':.•':,.iI SIll? itçUIJ Silt
Mu Mn * Phi 94765 in-p 70,091 jr -*
E 57,000 m (f cA,5. 3.IE+66 psi 3.IE+06 psi
26,00(0 / E 6.29 9.29
Fr:Nc.c. of Rupture 5*1 273.9 psi 273.9 psi
Section Mdlu (Gross) 98,0 in3 73,1 i r A3
Moment Capacity 8 Crac Ir. inq = S * Fr 26,838 ml 21,395 ml
Moment of inertia (Gross) 343.0 inA4 244.1 in'4
Moment of inertia : (Cracked; = 35.7 in4 i rA4
Untactore
Reaction at support cei = 667.9 1! 206.60 c-if
ceactor at ra;e on 1c,4v pf
M-y f
•
• A PIR( __
S1Jc1LL
'BI
B4GS a :
.6
. q-
'Z, /. o ' f4.5 '
F ,
/O
.ioltc
7h0 777o ,/DTE)
f iso )11L ~2'/TT
___________
/0.0
pt1'
HDR
[A 4E Joe: fL1
I
SmucftRAL DAM 2
1 s0B01/11/97
;12v1s0b414BTBEM ANALtSIS iRORANsip9v104I46T
SPAN LENGTH 9.50 ft
UNIFORM LOADS (k/ft & ft)
WI Xl - X2
0.580 0.560 0.00 9.50
REACTIONS (k)
LUAU LEr
2,660 2660
1AiMUN FOF:(
U 5.
N eax 11,96 kft 8 4.75 ft
DEFLECTIUNS E1 kr2)
LOAD Defl lJn) X (ft
T;ai 14260IEi 4.75
Dead i632/EJ eidsan
P:s. Moment Lu = 9.50 it
Defiecth' TotI L'248
Re.uived El 408968 1.-.irA2
(6.C)s0piO.0Ohi2v0s0b31
s 3p
APRW JO8: 5'!
DAM
SHT
s0B01/11/97
96-590
(&.60;s0pC.00hi1v0s0b3T
s3B KID
sipiisOb4i4'TBAM ANALYSIS FO6AMs1p9vis0b4i4ST
SPAN LENGTH. = 6.50ft
3ipi? Ear
UNIFORM LOADS (k/ft & ft)
'd wi
0.500 0.560 0,00 6.50
REACTIONS
LUJ - 'LEFT
1.625 1.625
1,820 1.820
.,
i9JN
@ 0.00 ft
) •. fl Qi.Q Pb
;r. f, — IjU - KIn
LOAD Dfi in)X (it)
42574/El .25
22492/El 3.25
Dd 20082/E midspr
rU:.ument Lu —
5.v, tf1&ti:r Tct1 L1240
Reied El = 130996 ki nA2
F PiE jos%-c/.
53B HOR sOBO 1/11/97
96-550
pi2viO THAM ANALYSIS O6F:AMp1s0b414Ei 6. 60) sOplO. 00h12v0s0b31
SPAN LEN6TH 4.00 It
(SIpI Spin)
UNIFORM LOADS (k/ft & It)
wd w
0.500 0 560 0.00 4, 00
REACTIONS
LAD LEi
Li'e i.2O
Tt?i
MXIMLM FOES
N max =2,12 kft rd2.00 ft
- - k
LOAD Deli (in) I Ut)
Live 3226/El 2.00
Dead 2880 /El sidsp
foment LU = 4,U0 f
8ov. Beflectcn TctI L/240
Required El 30528 kin A2
t'4" ici C.o,241FC77oW! [A goo imme mm
C4L-tAvv'A7
f
'I foit40477 0t1 P 4 4 tj /Of2 L CA77o ,AJ /r7 Z's.
S'6 74/c E/ir ~ - ' ,4nt /1r-7 ,JS 7u..k77.1.
/.Se6 9't o rJSflThr'
C o viZ! F' )i'i / i.47
57 Atc'o 1Jort )tT4f /c'a /''ç..q Li///CL'
Sr.
AL.-(. COJC/Ztc 4ItS 9/'4 S-t-F.-9,2JtL/dç 17,
tJ.1ttd 771'-é &r7-/1o')r.
5P(1A /DC77ot1 V4i. As Pitt
C ,' C S7 ,f —
P0,2 0ç.J /o 2PJ, 11C47' oN/rs,1-.
/Ti W f 6 61 Utc sprs L- f 7Pa u L - i'i
c( f377r$ S'e,44 'c'-J /,rçs 74f 1f /i LoAr.
Ar 'S77' c6 '2 .7 - 1.
/
id ()f.3i'
17
/7VD
0
/-A•f, •T o:c:
-- ( qrJ fr. Of
PRIME RAL DAM P4IJ c-f. COitit6 C- 7-7,0 - coJp
io4tdnf Coi I_aT /b
JTE'i 2/ ot7
,o p(
p'f
K 5H7
6•0 /
(s
)Y
'o
I77i 2 JE rA' a-vir
,e6 r/Ls.
# 6C
17 i4tJ
/ti, J.i( z4c /43ft
/ 7i t o
s-F 0 (L .cLA2. •/,U_ /J.T'4tLI7Of\),
--5-;---
- -z i--:'-
-T
• iSt! G
; • co-; .. CLZ L- % r ?-ij
Lç' '- P ' '--z. -
- r •'-'
•
4:
5 ,-
ae- a • - I.
Y4. -
-°* 4c)-.
1.5 - 1I
071
sk
-o a
-
T.
-- -• -- ---•--.•----- -- -•
STRUCTURAL TUBE COLUMN DESIGN (2.0)
96-590
exist col at 4-c.7
LDF = 1.00
UNITS = INCH-KIPS U.O.N
COL.HTS Lx: 12.00 FTS
COL.HTS Ly: 12.00 FIB
LOAD FROM FLOOR ABOVE 249.67K1FS
P2D 2L, e2 0.00 0.00 0.00
P-0,F3L, 3 = 1141 22i
F4D F'4L e4 1.41 2.21
'ix: 0.00 INCH-kiPS
i L'C
Fy : 46.00 KSI
c:b :rr
Kx,Kv : 1.00 1.00
1.00 .30
LOAD LOAD LOAD LOAD LOAD
CASE S
CT: 48,17 45.96 34.20 45,36 34.20
M:f: 57.79 57,76 2250 57.7 22.50
?:: 0.00 6.63 6S3
!/
-
ft' = 2.50 ksi WE = 0.15 kcf
fy = 60.00ksi sur = 0.00 ksf •-- -
ga = 2.50 ksf cal = 6.00 in
a. :tLs I. 1:. S -- , r -
---------------------------------------------------------
: 52co 2,25 12.30 11.90 17.55 05B 6*3 2.50 12.30 14.69 22.03 2.75 12.00 17.77 26.55 0.1 7 2 ck 3.00 12.00 21.15 31.73 O.78 * 4 2.15 i1.J 24.82 37.23 0.4 514
2.50 12.03 28.79 43.18 0.91 5*4
- 2.5 :2JC 23.35 .57 0.7 5; F- 4.00 12.00 37.60 56.40 1.04 6
12
*4
- -• •
- F- 4.50 12.00 47.59 71.38 1.17 6*4 4.75 12.0 53.v2 Th.53 1.40 7 * 4
-. 5.00 15.00 57.31 36.72 1.62 9*4
5.25 15.00 63.74 95.61 1.70 9 * cc 15.00 £95 1043 178 *4 5.75 15.00 75.46 114.69 1.86 20* 4 .00 i5. 8.25 124.8 2.13 1114
IC.
-
-
•
.o/
i
..
< 1T,0
5L SOUTHERN CALIFORNIA
SOIL &TESTING, INC.
6280 Riverdale Street, San Diego, CA 92120
P0. Box 600627, San Diego, CA 92160-0627
619-280-4321, FAX 619-280-4717
January 10, 1997
Callaway Golf
2285 Rutherford Road
Carlsbad, California 92008
ATTENTION: Andrew Gracey
SUBJECT: Review of Foundation Plans for Building Modifications, Lot 18 of Tract 81-46,
1911 Palomar Oaks Way, Carlsbad, California.
REFERENCES: 1) Update Report for Building Modifications, Lot 18 of Tract 81-46, by
Southern California Soil and Testing, Inc., dated December 13, 1996.
2) Structural Plans for Callaway Golf, Lot 18 R & D Head Prototype
Assembly, by Prime Structural Engineers (undated).
Gentlemen:
In accordance with your request, we have reviewed the referenced structural plans. This review
indicated that the foundation recommendation presented in our update report have been
incorporated in the foundation design.
If you should have any questions regarding this report, please do not hesitate to contact this office.
This opportunity to be of professional service is sincerely appreciated
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
0'0
Charles H. Christian, R.G.E. #00215 Exp. 9-3o-97
CHC:mw or C~A
cc: (2) Submitted OF
(4) Smith Consulting Architects
DEC-13-96 1042 FROM:SO CAL SOIL TESTING
... $L. .. SOUThERN CALIFORNIA
SOIL & TES1ING, INC.
....
- 6280 RMrdale Street. San Diego. CA 92120 PO. Box 600627, San Diego, CA 92160-0627
619-280-4321, FAX 619-280-4717
ID619 2e0 4717 PAGE 2/4
December 13, 1996
Callaway Golf SCS&T 9611243
2285 Rutherford Road Report No. 1
Carlsbad, California 92008
ATTENTION: Andrew Grasey
SUBJECT: Update Report for Building Modifications, Lot 18 of Tract 81-46, Airport
Business Center, Unit 1, Carlsbad, California.
REFERENCES: See Attached Plate Number 1.
Gentlemen:
In accordance with your request, this report has been prepared to update the recommendations
presented in the referenced georechnical report for the various structural modifications proposed
for the existing buildings. We understand that the following improvements are proposed.
Extend the existing mezzanine floor to the east by 14 feet. This addition will be 68 feet
long and will be supported by steel columns and new spread footings.
Construct an enclosure inside the existing warehouse area at the southwest corner. The
enclosure will require the construction of two 14-foot-high masonry walls. A pit three
feet wide by six feet long by nine feet deep will be constructed in the center of the
enclosure.
3) Construct an outside equipment enclosure on the west side of the building; The
enclosure will have ten-foot-high masonry walls and metal gates.
The existing building consists of a tilt-up concrete structure that covers an area of about 22.000
square feet. We understand that the building was constructed in the first half of 1995. The
SCS&T 9611243 December 13, 1996 Page 3
The recommendations for floor slabs presented by Leighton are also considered to still be valid.
They recommended that the slab be at least four inches thick and be reinforced with at least No.
3 bars at 18 inches on center each way. New slabs should also be doweled to existing slabs where
they abut.
The retaining walls for the proposed pit may be designed in accordance with Leighton's
recommendations for retaining walls with an at-rest condition and level backfill. They recommend
an equivalent fluid pressure of 55 pcf and a passive pressure of 300 psf/foot of depth. The
temporary cut for the pit retaining wall will need to be shored or laid back at an inclination or no
steeper than 0.75:1 (horizontal to vertical). The retaining walls should be waterproofed as per the
recommendation of the architect.
It is also our recommendation that Southern California Soil and Testing, Inc. be retained to observe
the footing excavations to verify that the foundation soils are as we anticipated and are uniformly
compacted and suitable to receive the proposed foundation loads.
In conclusions, it is our opinion that the Leighton recommendations are still valid, with the
exception of the changes 'recommended herein. This opportunity to be of professional service is
sincerely appreciated.
Respectfully submitted,
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
jofES&ó
Charles H. Christian, R.G.E. #00215
CHC:rnw
cc: (2) Submitted
(2) Smith Consulting Architects
- ! wcGEcco215lI V I
ID
REFERENCES
February 25, 1987 - Moore and Taber, Report of Geotechnical Services, Airport Business
Center, Unit 1, Carlsbad, California.
March 12, 1990 - Rick Engineering Company, As-Built Grading Plan for Carlsbad Tract
8146, Unit No. 1, Airport Business Center, Carlsbad, California.
November 2, 1990 - Leighton and Associates, Inc., Preliminary Geotechnical Investigation,
Proposed Commercial Complex, Lot 18 of Carlsbad Tract No. 85-46,
Airport Business Center, Unit No. 1, Carlsbad, California.
November 14. 1994 - Leighton and Associates, Inc., Geotechnical Update, Lot 18,
Blackmore Airport Centre, Palomar Oaks Way, Carlsbad, California.
January 16, 1995 - Leighton arid Msoc ares, Inc., Geotechnical Clarification, Lot 18,
Blackrnore Airport Centre, Palomar Oaks Way, Carlsbad, California.
SCS&T 9611243
December. 13, 1996
Plate Number 1
January 16, 1995
Project No. 4901406-02
To: The Blackmore Company
12626 HIgh Bluff Drive, Suite 440
Sari Diego, California 92130
Atten'n' Mr. Alien Blackmore
Subject: Ocotechnical Clarification, Lot 18, Blackmore, Airport Centre, Palomar Oaks Way,
tsbad, California
Refe 1eighton and Associates, Inc.. 1990, Proposed Commercial Complex, Lot 18
of Carlsbad Tract No. 81-46, Airport Business Center, Unit No. 1, City of
Carlsbad, California, Project No. 8901406-01, dated November 2, 1990.
Smith Consulting Architects, 1994, Site Plan Sheet A-i, Lot 18, Blackinore
Airport Centre, Job No. 94215, dated January 1, 1994.
(.3) Latitude 33, 1994, Conceptual Plan, carLsbad Airport Centre, Lot 18,
Scale 1M20$, dated November 2.3, 1994.
In accordance with the request of your architect, Smith Consulting Architects, we have prepared this
letter of clarification regarding our above-referenced report (Reference 1) and considering the
relocation of the building footprint (as shown in Reference 3) since we, issued our initial report.
Based on this, we ptovlde the following comments:
The transition from Cut to fill Is In a different position with ràspect to the building footprint
(presented in our November 2, 1990 report, Reference 1) since the building has been relocated.
The new approximate location of this cut-fill transition is presented on the attached Figure 1
along with the anticipated LIII thicknesses,
After the recommended 4-feet of removal and recorupaction is accomplished on the cut side of
the building pad, the total and differential settlement due to the foundation loads of the
spread/continuous footings should be within tolerable limits for this type of structure and
foundation system. However, due to the transition below the structure,. there is a potential for
long-term differential settlement when the fill becontes additionally wetted. This differential
settlement is anticipated on the fill side of the transition only and is proportional to the fill
thickness. This differential settlement is expected to occur on the order of 5 to 10 years after
building occupation. The magnitude of the settlement is estimated at 1/2 to 3/4 inches in a
3934 MURPHY CANYON ROAD SUITE 8205, SAN DIEGO, CAUFORIIlA 92123 (619) 292-6030 e (800) 447-2626
FAX (619) 292-0771
4901406-02
horizontal distance of 50 feet (angular distortion of 1/1200 to 11800) on approximately the southern 112 of the building (fill area) only.
Methods to mitigate the potential for distress to the structure due to long term settlement may include one of the following:
Remove and recompact the cut portion of the building to provide a uniform fill mat below the
entire building,
Design the structure and associated improvements to accommodate the minor amount of
differential settlement presented above.
Provide a deep foundation system (pier and grade -beam or equivalent) to found the entire
building or formational soils (without performing overexcavatlon of the cut portion of the building
footprint). Due to the cct of this option and the minor amount of differential settlement
anticipated, we do not consider this to be a cost-effective option at this time.
Also, the structural engineer may advise the owner what type of concerns this k: Irm
differential settlement may pose to the structure. Based on this information, the owner rn, wish
not to specifically perform any mitigation measures if the anticipated distress is tolerable or can
be bandied by routine maintenance.
If you have any questions regarding our letter, please contact this office. We appreciate this
opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
aR!9552 .
ector of Engineering
Michael R. Stewart, CEO 1349
Director of Geology
JGF/MRSfjss
Attachment: Figure 1 - Site Plan
Distribution: (2) Addressee
(2) Smith Consulting Architectures
Attention: Mr. Gary Parker
-2-
-- - - - 4L=-~!LEGEND
8' 4.: - . 4 . .i!.!±! -k=x!3L 1B-4 Approxinate location Of - -o ." . -
"
- -. - - boring
0 ' .. - '' - '-. .ApproxiTIate cut-fe
- F trmmbm C=cut Ff
Appxte fig depth
L 0 T 18 ¶ PROPOSED 22.u9' F. BUILDING 'U
25 PAD
76
20.
-. I 2 C •'.:.-?I
MtJCX OOCK 2 AF GRADE ' ' F
or
210
211
_
' .•. ' r4C7fCTc
2)1
Base Ux ag d Utbes Pta Bunore/Lot 18, prepared b --,-- . -
I LattJtude 33 P1N11g and Eri ieeriig, cover sheet, dated NovwTtw 22, 1994
71
-
SITE PLAN Project No. .ft901406-OZ
_- f— Scale 40 J
BLACKMORE/LOT 18 , EnJGeoi. S/J 1 Drafted By _C 1043 W9 CARLSBAD, CALFORtA ' Date V16/5 Fpxe No. 1
8LUEPSKT SOURCE & SUPPLY 10a-o
(i0øchn1c and nmeil lnglnosdng
November 14, 1994
-
Project No. 4901406-02
To: The Blackmore Company
12626 High bluff Drive, Suite 440
San Diego, California 92130.
Attention: Mr. Allen Blackmore
Subject: Geotechnlcal update, Lot 18, Blackmore Airport Centre, Palomar Oaks Way,
Carlsbad, California
References: Leighton and Asso.ciaes, Inc., 1990, Proposed Commercial Comple; Lot 18 of
Carlsbad Tract No. 814, Airport Business Center, Unit No. 1, City of Carlsbad,
California, Project No. 6901406-01, dated November 2, 1990.
Smith Consulting Architects, 1994, Site Plan Sheet A-i, Lot 18, Blackmore Airport
Centre, Job No, 94215, dated January 1, 1994.
In accordance with your request, we have prepared the geotechnical update for Lot 18 of the
Carlsbad Airport Business Center, In preparation of this update, we have reviewed the referenced
geotechnical report for the site and the revised site plan. In addition, we have made a site visIt to
review the current geotechnical conditions on site.
In general, the site conditions remain essentially as dcscribd in the refer--need report. A sparse to
moderate growth of weeds and some minor trash and debris are present on the site. This material
wiH require removal prior to site grading. The geotechnical conditions on she are eseutiaUy
unchanged since our investigation was performed in 1990.
MUM
Our review of the current site pin prepared by Smith consulting Architects Indicates that sorce
changes in the proposed development are anticipated. In general, the location of the proposed
building has been shifted to the north wih pirkng now proposed on the south and west sides of the
structure. A truck-loading dock is currently proposed in the southwest corner of the building.
3934 MURPHY CANYON ROAD SUITE 8205, SAfl DIEGO, CAUFORNIA 92123 (619) 292-8030 • (800) 447-2626
AX (619) 292-0771
4901406-02
The site soil and geologic conditions remain e&scntially unchanged since the completion of the
referenced report. Although the kxatiori loading has heen shifted a siriall distance to the north, It
is our opinion that the previously present&d rewrnmendations are still pertinent and applicable to
the proposed development.
The recommendations for anticipated settkmer.t as presented on page 16 cf our previous report
should be considered in the design of the structure, a tlat'Nork and utilities.
With regard to the seismic influences on the project, it was dLcned In the referenced report that
the California Division of Mines and Geo!oa was re-evaluating the cts-sification of the Rose Canyon
Fault Zone. This work has now -been completed end the portions of the fault zone have been
reclassified as an active fault. This fault should now be considered as the design fault for this project
and the seismic parameters previously presented for the Rose Canyon Fault Zone should be utilized.
No other revisions appear warranted at chis time. If you have. any questions regarding our letter,
please contact this office. We appredate this oportuntty to he of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
Michael R Stewart, CEG 1349 (Exp. 12/311)
Director of Geology
ose G. Franzone, 39552
eCto.- of Fnglneen'ig
MRS/iGF1jss
DistributIon: (2) Addressee
(2) Smith Consulting Architects
Attention: Mr. Tom Blatehlcy
(1) Bilbro and Giffin
Attention: Mr, Ron Bllhro
(1) Latitude 33 Planning and Engineering
Attention: Mr. Mark Rowsnn
-2-
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M11i ,
LEIGH TON AND ASSCIA?(S- INC.
TOTAL P.03
LEIGHTON A ND ASSOCIA TES, INC.
Geotechnical and Environmental Engineering Consultants
November, 2, 1990
Project No. 8901406-01
To: Blackmore Development Company
4370 La Jolla Village Drive, Suite 400
San Diego, California 92122
Attention: Mr. Alan Blackmore
Subject: Preliminary Geotechnical Investigation, Proposed Commercial Complex,
Lot 18 of Carlsbad Tract No. 81-46, Airport Business Center,
Unit No. 1, City of Carlsbad, California
In accordance with your authorization, we have conducted a preliminary
geotechnical Investigation of the subject site. Our investigation consisted of
a review of pertinent geotechnical literature and aerial photographs, subsurface
field exploration, laboratory testing and geotechnical analysis of the data
obtained. This report presents a summary of our investigation and provides
conclusions and recommendations relative to site development.
If you have any questions regarding our report, please do not hesitate to contact
this office. We appreciate this opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
Randall K. Wagner
Senior Staff Geologist
Michael R. Stewart, CEG 1349 (Exp. 6/30/91)
Chief Geologist
£JLO\
Stan Helenschmidt, GE 2064 •(Exp. 6/30/92)
Chief Engineer/Manager
RKW/MRS/SRH/bj e
Distribution: (6) Addressee
5421 AVENIDA ENCINAS, SUITE C, CARLSBAD, CALIFORNIA 92008 (619)
FAX (619) 931-9326
8901406-01
1.0 INTRODUCTION
1.1 Site Description and Proposed Development
The site is located in the City of Carlsbad northwest of the intersection
of Palomar Oaks Way and Camino Vida Roble (Figure 1). It is bounded by
sheet-graded lots to the north and west, Palomar Oaks Way on the east and
open space and a small park with a number of picnic benches to the south.
An approximate 60- to 70-foot high, 2:1 (horizontal to vertical) fill slope
descends from the pad and park site on the south to the open space area.
The subject site known as Lot 18 of the Airport Business Center Unit No. 1
(Carlsbad Tract No. 81-46) consists of an approximately 1.5-acre pad which
was sheet-graded, between November 1985 and November 1986 by Templeton
Construction. Geotechnical observation and testing during grading
operations were performed by Moore and Taber and summarized in the Report
of Geotechnical Services dated February 25, 1987 (Moore and Taber, 1987).
According to.the report and based on data accumulated during our subsurface
exploration program, the site was graded as a cut-fill transition pad. A
maximum of approximately 35 feet of fill was placed in the southeast
portion of the pad, while a maximum of approximately 35 feet of cut was
made in the north portion. However, our subsurface exploration program
indicated a maximum of approximately 18 feet of fill was placed within the
limits of the proposed commercial building. The cut-fill transition line
generally transects the sheet-graded pad in an east to west direction from
the northeast corner to the middle of the pad on the west side.
Topographically, the sheet-graded pad ranges in elevation from 209 to
214 feet (mean sea level) with a gradient sloping to the southeast.
The sheet-graded pad is sparsely vegetated with minor weeds and small
brush. The perimeter of the lot and the slopes have been planted with
trees, flowers, and other shrubs and are currently irrigated.
Based on the site development plan, the proposed development will consist
of a two-story office with attached one-story warehouse, driveways and
parking 'lot. In addition, we anticipate site development will include
concrete flatwork, landscaping and associated improvements (i.e., utility
lines).
1.2 Purpose and Scope of Services'
This report presents the results of our preliminary geotechnical
investigation of the subject lot. The purpose of our preliminary
investigation was to, identify and evaluate the geotechnical conditions
present on the site and to provide geotechnical recommendations relative to
the proposed development. Our scope of services included:
Review of available geotechnical publications and maps (including the
Report of Geotechnical Services during grading) pertinent to the site
(Appendix A).
LEIGHTON AND AS5OCIATES, INC.
Ponto 92009
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SITE LOCATION MAP
BLACKMORE/LOT 18 Project No. 8901406-01 Palomar Airport Center Unit No. 1
[4~1
Date 11 '02/90 _ Carlsbad, California
Fi
1040 889 gure No. 1
-_-- -
8901406-01
Review and analysis of aerial photographs to identify the pregraded
geologic conditions of the site (Appendix A).
Limited subsurface exploration consisting of the excavation, sampling
and logging of six small-diameter borings. Logs of the borings are
presented in Appendix B.
Laboratory testing of representative bulk and undisturbed samples
obtained from our subsurface exploration program (Appendix C).
Geotechnical analysis of the data obtained (including existing
geotechnical site conditions).
Preparation of this report presenting our findings, conclusions, and
recommendations with respect to the proposed site development. The
presentation of the geotechnical data (Geotechnical Map - Figure 2) was
accomplished by utilizing a reduced copy of the Site Development Plan
dated September 25, 1990.
1.3 Subsurface Investigation and Laboratory Testing
Our subsurface exploration program consisted of the excavation, logging,
and sampling of six small-diameter borings to maximum depth of 26 feet.
Four of the borings were excavated to evaluate the proposed building
location while the remaining two were placed in the parking areas to
evaluate the subgrade soils. The location of the borings are presented on
the Geotechnical Map (Figure 2). Logs of the borings are presented in
Appendix B. The borings were logged by a geologist from our firm who
obtained representative (bulk and undisturbed) samples of the soils
encountered for laboratory testing. Subsequent to field exploration, all
excavations were backfilled.
Laboratory testing was performed on the representative soil samples and
included moisture/density determinations, maximum. dry density, remolded
direct shear, expansion potential, soluble sulfate content and R-value
testing. A discussion of the tests performed and a summary of the
laboratory test results are presented in Appendix C. The density and
moisture content of the undisturbed samples from the borings are shown on
the boring logs (Appendix B).
LEIGH TON AND ASSOCIATES, INC.
LEGEND 0 n.
At ArlificsF
Tsc Tertiay Sc jps Formation
L Aitao
I
Bo" location
n
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ONE-STORY WAR
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PARK/PICNIC
AREA J_.._, / - TD--IT
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POSSLE BLJLDP'JG -ç Af EXPANS1øN -
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MAR 0$ ROAD -. Based on a reduced copy of
the Site Development Plan
dated 09/25/90
GEOTECHN1CAL MAP Project No. 901406-01
Scale j4O
Lot 18 of Palomar Airport Center Unit No. 1 Engr.tGeoI. SRH/RKW I R
Carlsbad, California Drafted By Ik 1042 889
Date .11/02/90 Figure No. 2
8901406-01
4.0 RECOMMENDATIONS
4.1 Earthwork
Prior to grading of the lot, the pad should be cleared of surface
vegetation and debris and disposed of off site. Grading and earthwork
should be performed in accordance with the requirements of the City of
Carlsbad, the recommendations, of this report, and the General Earthwork and
Grading Specifications included in Appendix D. Based. on our preliminary
investigation and review, grading of the site should not produce oversized
rock.
4.1.1 Compacted Fill
We recommend the upper 3 feet of the building pad consist of soils
with a low expansion potential (expansion index of 50 or less per
UBC 29-2). This material should extend a minimum of 5 feet beyond
the perimeter of the building and other sensitive structures.
Onsite soils are generally suitable for use as compacted fill
provided they are free of organic materials, debris, trash, and
oversized rock (greater than 12 inches in dimension).
All fill soils should be brought to near optimum moisture content
and compacted in uniform lifts to at least 90 percent relative
compaction (based on ASTM Test Method 01557-78).
The optimum -lift thickness required to produce a uniformly compacted
fill depends on the type and size of compaction equipment used. In
general, fill should be placed in uniform lifts not exceeding
8 inches in thickness. Placement. and compaction of fill should be
performed in accordance with the requirements of the City of
Carlsbad and this report. Testing and observation should be
performed by the geotechnical consultant during grading. General
Earthwork and Grading Specifications are provided in Appendix D.
4.1.2 Overexcavation and Recompaction
Due to the cut/fill transition condition
differential of approximately 18 feet,
building pad (to a distance of 5 feet
foundation) be overexcavated a minimum depth
grade and replaced with compacted fill.
entire building pad be.overexcavated so as t
under the building foundation. Prior t
overexcavated bottom should be scarified 6
conditioned and properly compacted. The fi
have adequate moisture (i.e., at least optimL
be compacted to a minimum 90 percent relati
and a fill thickness
e recommend that the
outside the building
of 4 feet below finish
We recommend that the-
) create a uniform fill
o fill placement the
to 12 inches, moisture
11 soils placed should
m moisture content) and
e compaction (based on
- 13 - Liu, i L~i~ ~"Omwn
'_"V'
LEIGHTON AND ASSOCIATES, INC.
8901406-01
American Standard of Testing and Materials (ASTM) Test Method
D1557-78).
4.1.3 Temporary Excavations
Temporary excavations should satisfy OSHA requirements, and
excavations deeper than 5 feet should be shored or slopes laid back
to 1:1 (horizontal to vertical) if construction workers are to enter
the excavation.
4.1.4 Trench Excavation andBackfill
It is anticipated that trench excavations can be accomplished with
light backhoe equipment. The onsite soils may be used as trench
backfill provided they are screened of organic materials, oversized
rock (if any) and debris. Trench backfill should be compacted' in
uniform lifts (not exceeding 8 inches in compacted thickness) by
mechanical means to at least 90 percent relative compaction (based
on ASTM Test Method 01557-78) and in accordance with Appendix D.
4.2 Foundation and Slab Design Considerations
Foundations andsiabs should be designed in accordance with structural
considerations and the following recommendations. These recommendations
assume that the soils encountered within 4 feet of pad grade have a low
potential for expansion. Additional expansion tests should be performed
during grading to verify that the expansion potential does not change after.
site grading.
4.21 Foundation and Slab Design
Conventional shallow spread footings may be used to support the load
of the proposed structure provided the recommendations concerning
overexcavation and recompaction are adhered to.
Continuous building footings should be designed using the
following parameters:
Allowable Bearing Pressure - 2,500 psf
Minimum Footing Depth - 18 inches
Minimum Footing Width - 15 inches
Minimum Footing Reinforcement - One No. 4 rebar top and
bottom
- 14 -
LEIGHTON AND ASSOCIATES, INC.
8901406-01
Square building footings should be designed using the following
parameters:
Allowable Bearing Pressure - 2,500 psf
Minimum Footing Depth - 24 inches
Minimum Footing Width - 24 Inches
Minimum Footing Reinforcement - Four No. 4 rebars, two each
direction
The allowable bearing pressure for continuous or spread footings may
be increased by one-third for wind or seismic loads. Footing
embedments should be measured from lowest adjacent grade. In order
to help mitigate. the potential for misalignment of the proposed bay
door opening(s), we recommend a grade beam be provided across the
bay door opening. This grade beam should be designed in accordance
with the structural engineer's requirements and have a minimum
reinforcement of two No. 4 rebars (one top and bottom) and minimum
embedment of 18 inches.
All building slabs should be a minimum of 4 inches thick. Slabs
should have a minimum reinforcement consisting of No. 3 rebars at
18 inches on center (each way) or No. 4 rebars at 24 incheson
center (each way) placed nildhelght in the concrete. Additional
reinforcement may be recommended at the completion of remedial
grading when finish grade soil samples can be tested for expansion
potential. A moisture barrier consisting of a 6-mil Visqueen layer
properly lapped and covered by a minimum 3-inch layer of sand above
and 1-inch layer below should be provided beneath floor slabs. Care
should be taken not to puncture the moisture barrier during
construction.
The potential for slab cracking may be reduced by careful control of
water/cement ratios. The contractor should take appropriate curing
precautions during the pouring of concrete in hot weather to
minimize cracking of slabs. We recommend that a slipsheet (or
equivalent) be utilized if grouted tile, marble tile, or other
crack-sensitive floor covering is planned directly on concrete
slabs. All slabs should be designed in accordance with structural
considerations.
4.2.2 Moisture Conditioning
It is recommended that the subgrade soils in the building pad area
be presoaked prior to slab and foundation construction to minimize
the effects of the expansive soils. This is usually achieved either
by ponding or sprinkling. Ponding or sprinkling of the pad area is
recommended to continue until the moisture content of the subgrade
soils meets the following criteria:
- 15 -
LEIGHTON AND ASSOCIATES, INC.
- 16 -
LEIGHTON AND ASSOCIATES, INC
8901406-01
4.3
4.4
Expansion Potential Presoak Level
Low 1.2 x optimum moisture @ 12 inches
The optimum moisture content of the finish grade soils was
determined in the laboratory (ASTM Test Method D1557-78). Once the
presoaking criteria is reached, the top few inches of the pad soils
may be overly soft for convenient foundation trenching and utility
installation. The contractor may consider scheduling the work such
that presoaked pads could be left for two to three days until a
working crust develops. After the foundations are cut to grade and
a 2-inch blanket of sand is placed on the pad area, the sand should
be moistened to make up for moisture deficiency which may have
affected the top few inches of the subgrade.
4.2.3 Foundation Setbacks
We recommend a minimum horizontal setback distance from the face of
slopes for all structural footings. This distance is measured from
the outside edge of the footing, horizontally to the slope face (or
to the face of a retaining wall) and should be a minimum of H/2,
where H is the slope height (in feet). The setback should not be
less t.han 5 feet and need not be greater than 10 feet. Please note
that the soils within the structural setback area possess poor
lateral stability, and improvements (such as retaining walls,
sidewalks, fences, pavements, etc.) constructed within this setback
area may be subject to lateral movement and/or differential
settlement. Potential distress to such improvements may be
mitigated by providing a deepened footing to support the
improvement. The deepened footing should meet the setback as
described above.
Settlement
The fill thickness differential In the building area observed during our
subsurface exploration program is approximately 18 feet. Anticipated
differential settlement is anticipated to be on the order of 1 inch. The
majority of this settlement is expected to occur in the southern portion of
the building pad. Total settl.ements are anticipated to be less than 1 inch
for the proposed structure founded on compacted fill. Differential
settlement may be roughly estimated by multiplying the difference in fill
thickness by 0.5 percent. . The structural engineer should consider this
settlement in design of footings, slabs, walls, and other building
elements . . ..
Lateral Earth Pressures andResistance
Embedded structural walls should be designed for lateral earth pressures
exerted on them. The magnitude of these pressures depends on the amount of
deformation that the wall can yield under load. If the wall can yield
8901406-01
enough to mobilize the full shear strength of the soil, it can be designed
for "active"-pressure. If the wall cannot yield under the applied load,
the shear strength of the soil cannot be mobilized and the earth pressure
will be higher. Such walls should be designed for "at rest" conditions.
If a structure moves toward the soils, the resulting resistance developed
by the soil is the "passive" resistance.
For design purposes, the recommended equivalent fluid pressure for each
case for walls founded above the static ground water table and backfilled
with nonexpansive soils is provided below.
Equivalent Fluid Weight (pcf)
Condition Level 3:1 Slope 2:1 Slope
Active. 35 50 55
At-Rest 55 60 65
Passive 300 200 150
(Maximum Of 3 ksf) (Sloping Down) (Sloping Down)
The above values assume nonexpansive backfill and free-draining
conditions. If conditions other than those assumed above area
anticipated, the equivalent fluid pressure values should be provided on an
individual -case basis by the geotechnical engineer.
All retaining wall structures should be provided with appropriate
drainage. Typical drainage design Is illustrated in Figure 4. As an
alternative, a drain board may be utilized behind the retaining wall in
addition to normal waterproofing. This system may consist of Miradrain
6000 (or Geotech Systems Drainage Board) lined with filter fabric. At the
wall base, we recommend that a minimum of the bottom 24 inches of the
drain board and a 6-inch perforated PVC drain be surrounded by
approximately 4 cubic feet of clean gravel per foot of wall length and
wrapped in filter cloth (Mirafi 140N or equivalent). The pipe should be
sloped to drain to a suitable outlet.
The back cut for walls less than 5 feet in height can be made near
vertical from the heel of the walls. For walls greater than 5 feet in
height, but less than 15 feet in height, the back cut should be flattened
to a gradient of not steeper than 1:1 (horizontal to vertical) slope
inclination. For the back cut in excess of 15 feet in height, specific
recommendations should be requested from the geotechnical consultant.
As previously mentioned, the walls should be backfilled with granular,
nonexpansive material. The granular material backfill should be brought
up to a height of approximately 2 feet below the top of the walls and
capped with compacted fill consisting of native soils. The granular and
native backfill soils should be. compacted to at least 90 percent
relatively compaction (based on ASTM Test Method D1557-78). The granular
fill should extend horizontally to a minimum distance equal to one-half
the wall height behind the walls. The walls should be constructed and
- 17 -
LEIGHTON AND ASSOCIATES, INC.
8901406-01
backfilled as soon as practical after back cut excavation. Prolonged
exposure of back cut slopes may result in some localized slope
instability.
Soil resistance developed against lateral structural movement can be
obtained from the passive pressure value provided above. Further, for
sliding resistance, a friction coefficient of 0.30 may be used at the
concrete and soil interface. These values may be increased by one-third
when considering loads of short duration including wind or seismic loads.
The total resistance may be taken as the sum of the frictional and passive
resistances provided the passive portion does not exceed two-thirds of the
total resistance.
To minimize differential uplift due to soil expansion on wall footings,
such as for retaining and free-standing walls, the footings should
penetrate the soil zone that is most likely prone to volume change. It is
recommended the footings be embedded at least 24 inches below lowest
adjacent finish grade. In addition, the wall footings should be designed
and reinforced with structural considerations.
4.5 Type of Cement for Construction
A representative sample of soil anticipated to be near finish grade was
obtained and tested for soluble sulfate content. The test result
(Appendix C) indicates the soil possesses a soluble sulfate content of
approximately 0.25 percent (or 2,500 ppm). Based on California Cement
Industry Technical Committee (CCITC) guidelines, a considerable potential
for sulfate attack exists for sulfate contents of greater than
0.20 percent. Therefore, sulfate resistant cement (i.e., Type V or
equivalent) Is required.
4.6 Exterior Concrete Flatwork
To reduce potential cracking, exterior concrete flatwork should be a
minimum of 4 inches in thickness, reinforced with 6x6-10\10 welded wire
mesh placed at midheight. Construction or sawcut joints should be
provided at horizontal intervals not exceeding 10 feet. Sidewalks or
walkways should have the construction or sawcut joints at intervals not
exceeding the walkway width. Exterior flatwork should be underlain by a
4-inch thick layer of clean sand (sand equivalent of 30 or greater) or
nonexpansive fill soils.
4.7 Pavement Design
In order to provide the preliminary pavement design for the parking areas
and driveways, a representative sample of the anticipated subgrade soil
was R-value tested (Appendix C). For preliminary design purposes, we have
utilized an R-value of 11 and a traffic index of 4.0 (based on the
expected truck traffic and City of Carlsbad minimum standards). The
- 19 -
LEIGHTON AND ASSOCIATES, INC.
8901406-01
recommended structural pavement section is 3 Inches of asphaltic concrete
(A.C.) over 6 inches of Caltrans Class II aggregate base.
The upper 12 inches of subgrade soils should be scarified, moisture
conditioned and compacted to a minimum of 95 percent relative compaction
based on ASTM Test Method D1557-78. If fill is required to reach subgrade
design grade, fill placement should be performed in accordance with the
recommendations presented. in Section 4.1. The aggregate base material
should be compacted to 95 percent relative compaction. The R-value of the
subgrade soils should be retested at finish grade to check the adequacy of
the pavement section.
4.8 Graded Slopes
In order to reduce the potential for erosion and. surficial sloughing
and/or slumping, the ground cover vegetation and deep-rooted vegetation
already planted on the slopes should be maintained. Watering of the
landscape areas should be limited to that amount necessary to maintain
plant vigor. Over-watering of slope areas should be avoided.
4.9 Surface Drainage and Lot Maintenance
Surface drainage should be controlled at all times. The subject structure
should have appropriate drainage systems to collect roof runoff. Positive
surface drainage should be provided to direct surface water away from the
structure and toward the pavement or other suitable collective drainage
facilities. Surface waters should not be allowed to pond adjacent to
footings. Planters should not be designed below grade adjacent to the
structures unless provisions for drainage such as catch basins and pipe
drains are made. We recommend positive drainage away from slopes be
provided and maintained so that run-off over the slopes does not occur.
4.10 Oversteepening of Existing Slopes
Oversteepening of existing slopes should be avoided during fine grading
and construction unless supported by appropriately designed retaining
structures. Retaining structures should be designed with structural
considerations and appropriate soil parameters provided herein.
4.11 Construction Observation
The recommendations provided in this report are based on the subsurface
conditions disclosed by widely spaced borings. We recommend all
excavations be geologically mapped by an engineering geologist for the
presence of adverse geologic conditions during grading. All foundation
excavations and grading operations should be observed and/or tested by a
representative of this firm so that construction is performed in
accordance with the recommendations of this report.
,ffeI:a TOM vJ:I'7i'
8265-A Vickers Street San Dieg, CA 9211 1 Tel (61 9)'576-6466 Fax(61 9) 576-6465
M2rh A 1007 -
Colleen Balch. CFI City of Carlsbad Fire Prevention Bureau
CONSOLIDATED 2560 Orion Way .
FIREPROTECTION Carlsbad, CA 92008.
INC.-
A Fire Design Group Co. .'
Re Callaway Golf- R&D Prototype Facility
Palomar Oaks Road
5674 El Camino Real Subj Addendum's to Resubmitted Fire Protection Plan For Referenced Property
Suite . .
Carlsbad, CA 92008
Dear Ms. Balch: . .
(619)431-9901 S .
Fax (619) 431-9923 As we discussed on the phone today, the following information is being provided as an
addendum to the 4 March 1997 version of the subject report. ......
.
Item #1 -.Addendum to Fire and Life Safety Hazards, HâzárdouS Materials section of
report (Page 8, Hydraulic Oil) and Equipment Related Hazards (Page 10,
• Hydraulically Operated Equipment) S ..••
There will be four pieces of equipment that will be hydraulically operated rather
than the three identified in the report The fourth piece of equipment is a ram in
the titanium furnace that lifts the shells from the interlock chamber up Into the
main chamber of the furnace. This additional hydraulic system will have a 45 gal.
.. : .. reservoir and will operated at 1500 psi. The same Class IIIB hydraulic oil that is
• . being used in the other three systems will be used in this fourth system. There will
S still be no hydraulic oil in storage in this building.
.
. •.
the quantity of hydraulic oil in use in closed systems shown on Table 1 should be
increased to 75 gallons; Table.2 should also be revised asfollows:
-Class I-B Flammable Liquids; 0.125 gal. in storage, 0.125 gal. in use in open
S
S..
•• syterns - ..; . • '
..
CALIFA4
- Class Ill-B Combustible Liquids, 0 0 gal in storage, 5 25 gal in use in open
ARIZONA systems, 75 gal in use in closed systems
99198
COLORADO
249 . The potential fire hazards associated with this additional hydraulic system are the
FLORIDA
7244560001 same as with the other. systems
GEORGIA
- .,02949
NEVADA
40282 ., -
NEW MEXICO
34261 . . . S . • . • . . ....'. :. .. .
-OREGON - . . . .- -
5 5- .. . . S •• •. --S...
.101574 - • -
5
.- . . • S
S S ....
• ., -.S S -
SOUTH SOUTH CAROLINA -
-. FS.I147. - ...-
S ..-. S .-. -: - • •-- : -.-. -
- . UTAH • -. • •- S S . . - : - .-
293656-550I
WASHINGTON
coNsOFI052J7 . . - S . 5 • •
• .• S ••
.
Colleen Batch :
Callaway Golf - R&D Prototype Facility
Page 2Of3 . ':. ..
•.:
Item #2- Addendum to Fire and Life Safety Hazards, Hazardous Materials section of report (Page 5)
Argon Gas'- Argon gas will be used in two locations in this building, namely in Room 121 with the
Titanium furnace, and in Room 124 in the Tig welding box. In both cases.the gas-will be used in a closed
system to provide an inert environment In the case of the titanium furnace, the argon will be discharged
only in emergency situations. In the welding box, the argon will be used as a part of normal operations.
The total quantity of Argon, that will be present in Room 121 for the Titanium furnace will be two, (2) 85
gal bottles each having 4320 cu ft of gas The welding box will be supplied by a single cylinder having a
capacity, of 10 gal and being charged with,336 cu. ft. of gas. This results in a total quantity, of Argon gas in
the building of 8976 cubic feet All cylinders will be securely mounted to the walls of the respective rooms
be approved mounting brackets. Because Argon is a nonflammable and noncombustible gas, the are no
limitations on the quantities that can be stored or used in a.building.
o . Add entry to Table 1 as follows: . : . ." :
. • V
- Product Name, Argon Gas
- Hazard Classifiction, Nonflammable Cryogenic V V •, V V
V V V
V
- Max. Quantity in Storage, 0.0 cu. ft.
- Max. Quantity In Use in Open System, 0.0 cu. ft.
- Max. Quantity In Use in Closed System, 8976 Cu. ft. V
V V
Item #3 - Addendum to. Fire and Life Safety Hazards, Hazardous Materials section of report (Page 8,1st
paragraph, Pattern Wax)
Modify third sentence to read as follows: V
.
V
' •
V '
V V During depressurization of the unit, the liquid wax that was collected in the catch tray, along with any
accumulated water, is forced out of the chamber via internal and external plumbing to a collection tank.
At this point, the wax is mixed with water at a ratio of 3 to 1 (liquid wax to water). After the system is
completely depressurized, the collection tank is drained into a metal recycling container that is stored
outside of the building.,
Item #4 -Addendum to Fire and Life Safety Hazards, Hazardous Materials section of report (Page 9, Silica
Flours and Grains)
Modify fifth sentence to read as follows
There will be no more than 1000 lbs of any one product in storage at any point in time, with the a
maximum total aggregate quantity in storage being 3000 lbs
Modify seventh sentence to read as follows
The maximum quantity of each material that will be in use at any time will be 25 lbs per device with
two devices operating for the slurries, and 1500 lbs per device with only one device operating for the
fluidized beds This results in a maximum total aggregate quantity muse of 1550 lbs
Modify Table 1 as follows
- Fused Silica, 1000 lbs in storage, 1525 in use in open systems
- Similar values for Calamo/Flinigrain and Florida Zircon Sand/Flour
Modify Table 2 as follows
. : -. .
Colleen Balch.'
Callaway Golf -R&D Prototype Facility ' . .'•. . . . '''
.
Page 3of3
- Carcinogen Solids, 2000 lbs in storage, 1550 lbs in use in open systems
Irritant- Itant Solids, 3550 lbs in storage, 1578 lbs in use in open systems
- Other Health Hazard Solids, 2000 lbs in storage, 11550 lbs in use in open systems
- Sensitizer Solids, 1500 lbs in storage, 1555 lbs in use in open systems
Item #5- Addendum to Fire and Life Safety Hazards, Equipment Related Hazards section of report (Page 10,
Heat Producing Equipment)
Modify maximum temperature for Autoclave (Item #5 of the list) to read 300 °F
Modify Item #10 of the list to read as follows
Table Mounted Induction furnace (total of 2) -:used to melt stainless steel and copper alloys, maximum
temperature depends on metal being worked, Room 122 •' • • . . '.
Add following item to list
Portable electric resistance type furnace - used to melt aluminum, maximum temperature depends on
exact alloy being worked, Room 122 . •. .. ., : : . . . ••. . .
Add following item to list: . . ,•'
Tig welding box, 4.5 Cu. ft. total volume, argon atmosphere - used to weld sole plates to club heads,
Room 124 •. . •.,• . •• .
Item #6- Addendum to Attachment 10 - Equipment Data Sheets, . .
Add enclosed data sheet
Taking into 'consideration this additional information, it is our opinion that this facility will still be in full
compliance with the 1994 editions of the UBC and UFC as they relate to the described use and occupancy. If,
after reviewing the modified report and this additional information, you have any questions or comments, or you
are in need of further information, please do not hesitate to, contact me. 'We look forward to working with you
to resolve any issues that may arise, and will be awaiting your response..Thank you
Sincerely,
Charles W. -Siegmann III' P E
Fire Protection Engineer
cc Andrew Gracey - Callaway Golf
Pete Busset - Smith Consulting Architects
Bob Caputo/File - CFI
SG/File - TVA
p \callaway\cor\rdproto4 doc
T"E'MTRONI
QUALITY ALUMINUM MELTING SYSTEMS
October 11, 1996
Mr. Chris Mason
Callaway Golf
2285 Rutherford Road'
Carlsbad, CA 92008-8815
SUBJECT: Thermtronix Quotation #93366
Stationary Solid State Aluminum Melting Furnace
Dear Mr. Mason:
We are,pleased to submit this quotation of a Thermtronix Solid State
Aluminum Melting Furnace for your consideration. Every Thermtronix
furnace provides fully automatic proportional power control from 0 to
100 percent of output power and never requires more energy than the
exact amount required to achieve or maintain the desired temperature.
It offers the additional advantages of no water cooling requirements,
completely noise free silent operation, no heat or fumes from
combustion burners, no arcing or maintenance prone mechanical' parts,
associated with contactors to wear out, in fact the Thermtronix Solid
State Power Supply has no moving parts under power. Thermtronix has
manufactured more solid state aluminum melting furnaces than any other
manufacturer and each of our furnaces includes added value features
such as:
* UL LISTED SOLID STATE POWER CONTROL, your -guarantee of
quality, safety, and value. Every Thermtronix Solid
State Power Source has been tested to the highest
standards of safety by Underwriters Laboratories Inc (UL)
* 2000 DEGREE FAHRENHEIT HEATING ELEMENTS, our exclusive
"Power Panels" are vacuum formed in our own facilities
under the highest quality control standards. Thermtronix
"Power Panels" are the strongest, heavy gauge, high
temperature heating elements available on the market
today.
* CYLINDRICAL HIGH EFFICIENCY HEATING CHAMBER, every
Thermtronix furnace includes a completely uniform,
computer designed maximum efficiency insulating system.
* POWERGUARD, the only total heating element protection
system available and only from Thermtronix.
* NO OPTIONS, your Thermtronix furnace is fully equipped
with features often considered "extra cost" options by
-other manufacturers.
* TWO (2) YEAR TOTAL SYSTEM WARRANTY, your Thermtronix
warranty does not exclude major components and does not
pro-rate any items.
THERMTRONIXe CORPORATION 17129 MUSKRAT AVENUE ADELANTO, CALIFORNIA 92301
-. PHONE: 619-246-4500 FAX: 6192464550'
THERMTRONIXO
Quotation #93366
Page
The equipment covered by this quotation was selected to meet your
particular requirements and is described by the following
specifications:
Rated Power 25KW
Rated Furnace Capacity 250Lbs. (aluminum)
Melt Rate between 130 Lbs.. per hour and 100 Lbs.
per hour depending on method of operation (i.e., continuous
tap and charge, or batch melting) of aluminum to 1300 F
with furnace lid closed.
ITEM #1 - POWER AND CONTROL SYSTEM / UL LISTED (See Analysis 1000.1)
ONE (1) INTEGRAL SCR FIRING CONTROL MODULE for operation
with 480 volts, 30 amps, 3 phase, 60 hertz power
sources. (Other voltages available) . (See Analysis 2000.1)
ONE (1) MOLDED CASE AIR CIRCUIT BREAKER housed in the
power cabinet enclosure to provide total high voltage
isolation from the incoming power source, complete with
shunt-trip coil for fail-safe ground fault and element
over temperature protection. (See Analysis 6500.1)
THREE (3) DIRECT READING AMMETERS, factory installed on
control cabinet, complete with current transformer for
direct reading of line current and monitoring of furnace
load conditions.
ONE (1) SET OF INDICATING LIGHTS to aid the operator
and indicate the present mode of operation.
ONE (1) AUTO/MANUAL POWER CONTROL SWITCH for operator
selection of fully automatic power and temperature
control or manual operation.
ONE (1) POWER CONTROL DIAL for selection of any portion
of output power from 0 to 100 percent while in manual
mode.
ONE (1) SOLID STATE MICROPROCESSOR BASED TEMPERATURE
CONTROLLER for precise control of molten metal bath
temperature. Lar?e dual digital LED displays constantly
show both "set point" and "actual" direct reading of
bath temperature. Dual set point control allows for automatic
temperature adjustments and startup. (See Analysis 7000.1)
DUAL GROUND FAULT CIRCUIT PROTECTION with one (1) high
voltage UL Listed Arcing Ground Fault Detection System with
relay and sensor and one (1) UL Listed Class A Ground Fault
Interrupter for all control voltage circuits.
(See Analysis 5000.1)
ONE (1) SOLID STATE DIGITAL SEVEN DAY TIMER with
individual set points for daily or weekly control of
on/off cycling and automatic temperature adjustments.
(See Analysis 7000.1)
Quotation #93366
Page 3
ONE (1) POWERGUARD SYSTEM with three (3) solid state
dual set point temperature controllers, one per phase
to provide fully automatic heating element temperature
protection at all times and under all conditions. Each
controller is mounted on the operators front .panel over
the appropriate ammeter. (See Analysis 5500.1)
ONE (1) FULLY VARIABLE SOLID STATE DEMAND LIMITER which
automatically limits power demand to a preset level
anywhere between 5% and 100% of output power while
providing even and uniform current flow to all heating
elements at all times for temperature stability and
extended service life. (See Analysis 7500.1)
ONE (1) SET OF ALARM RELAYS with one normally open and
one normally closed contact factory installed to the
main terminal strip. These contacts are supplied to
facilitate customer connection, if desired, to a central
alarm or phone, dialing system for twenty-four hour
rnonitorin.. Contacts will activate on power failure,
system failure, or metal leakage and are equipped with a
time delay to avoid nuisance alarms. (See Analysis 8000.1)
ONE (1) LOW VOLTAGE METAL LEAK DETECTION SYSTEM to
provide a visual alarm to alert operator in the event of
a molten metal leak. (See Analysis 4000.1)
ALL NECESSARY internal power cable, wiring, terminal
strips, 'etc., will be included and completely installed
in the nerna type power control cabinet which has been.
Listed to UL standards of safety by Underwriters
Laboratories Inc. (UL)
ITEM' #2 - FURNACE ASSEMBLY (See Analysis 1500.1)
ONE (1) HEAVY DUTY ELECTRICALLY WELDED STEEL FRAME with
removable top cover and side panels for "total" access
to furnace, heating elements, and crucible for
maintenance and inspection.
ONE (1) COMPLETE FACTORY INSTALLED COMPUTER DESIGNED
HIGH-TECHNOLOGY, FOUR-COMPONENT FURNACE LINING of high
temperature compressed ceramic fiber and blanket
insulating material with an electrically welded outer
steel frame for structural integrity and extended
service life.
ONE (1) SET OF STAINLESS STEEL LEAK DETECTOR SENSORS
factory installed in furnace run-out ports to provide
- early warning of metal leakage to include twenty-five
feet (25 1 ) of extension wire. (See Analysis 4000.1)
.
THERMTRONIXO
Quotation #93366
Page 4
ONE (1) COMPLETE SET OF THERMTRONIX VACUUM FORMED
POWER PANELS to include heavy gauge metallic heating
elements preset in non-corrosive fiber insulating
material for maximum efficiency and service life.
Panels are individually wired and vertically installed
to eliminate multi-element shortin in the event of
metal 1eakae or spills and to facilitate easy removal
should repair or replacement be necessary.
(See Analysis 2500.1, 3000.1 & 5500.1)
ONE (1) HIGH-DENSITY VACUUM FORMED TOP INSULATING PANEL.
to seal crucible lip and provide maximum heating chamber
operating efficiency.
ONE (1) MOLTEN BATH THERMOCOUPLE PROTECTION TUBE
ASSEMBLY to include heavy gauge thermocouple wire,
insulators, pipe, head assembly, and twenty-five feet.
(25 1 ) of extension wire.
THREE (3) ELEMENT TEMPERATURE CONTROL THERMOCOUPLES,
one per phase for use with Powerguard Protection System
to include heavy gauge thermocouple wire, insulators,
quick-connect plugs and twenty five feet (251 ) of
extension wire. (See Analysis 5500.1)
ALL NECESSARY INTERNAL WIRING, terminations, etc., will
be included and completely installed in furnace
assembly.
ITEM #3 PNEUMATIC FURNACE LID (See Analysis 3500.1)
ONE (1) PNEUMATICALLY OPERATED, refractory insulated, heavy
duty steel furnace lid assembly. To include industrial
duty double acting pneumatic cylinder, operator's hand/foot
valve, and flow control valves complete with regulator
filter, and lubricator assembly factory installed.
ITEM #4 - FIELD SERVICE
THERMTRONIX WILL PROVIDE A FIELD SERVICE EMPLOYEE to assist
in the check out, crucible installation, start-up and
training of the customer's operating personnel in the
operation of the equipment quoted. Charged will be travel
and living expenses only, however, no charge will be applied
for serviceman's time.
ITEM #5 - OPERATING INSTRUCTIONS AND DRAWINGS
TWO (2) SETS OF OPERATING AND INSTRUCTION MANUALS and
installation and interconnection drawings inclusive of the
equipment supplied on this quotatiOn.
-''•
'THERMTRONIXj
Quotation #93366
Page-5
TOTAL PACKAGE PRICE (See Investment Comparison Summary)
The price following does NOT include any
foundation, decking materTIs, interconnecting
wiring, hydraulic piping, or power entrance
wiring unless otherwise specified.
ITEM QUANTITY DESCRIPTION
1 1 25 KW Power Control Cabinet
2 1 250 Lb. Furnace Assembly
3 1 Pneumatic Furnace Lid
4 1 Lot Field Service
5 2 Sets Operating Instructions and
Drawings
TOTAL PRICE,,ALL ABOVE ITEMS . ..........$ 20,850.
OPTION #1 - 50KW / 350LB. FURNACE --
Same system as detailed above except with a rated furnaàe
capacity of 350 lbs., a power output of 50 KW and a melt
rate between 250 lbs. and 200 lbs. per hour of aluminum
to 1300F.
TOTAL COST, ALL ABOVE ITEMS .............$ 22,900.
OPTION #2 - .50KW / 500LB. FURNACE,
Same system as detailed above except with a rated furnace
' capacity of 500 lbs.', a power output of 50 KW and a melt
rate between 250 lbs. and 200 lbs. per hour of aluminum
to 1300F.
TOTAL COST, ALL ABOVE ITEMS ............. $ 24,190.
OPTION #3 - "MOBILE" OPTION
One (1) electrically welded steel frame assembly containing
both furnace, and power control cabinet, in a single unit that
can be easily picked up by forklift from the front, left, or
right sides and moved to work area. Electrical input power
is provided via a factory installed UL approved circuit-
breaking quick disconnect plug.
NET' PRICE,' PER FURNACE ...................$' 3,450.
OPTION #4 - SILICON CARBIDE CRUCIBLE
One (1) carbon 'bonded silicon carbide crucible with an approximate 250 Lb. maximum aluminum capacity.
Crucible body is treated with an oxidation resistance
treatment to reduce low, temperature oxidation and increase
crucible life.
NET PRICE FOR ONE (1) ...................$ 390.
NOTE: •• •
All of the above prices are in U.S. Dollars and do not
include any Federal, State, or Local Sales, Use, Excise,
or similar taxes or duties.
Quotation #93366
Page 6
STANDARD TERMS
All items are F.O.B. Adelanto, California. Thirty percent
(30%) down payment to accompany purchase order. Thirty
percent (30%) to be remitted upon presentation of
installation and interconnection drawings and operating
and instruction manuals. Thirty percent (30%) upon
notification equipment is ready for shipment. Ten percent
(10%) balance within thirty (30) days after shipment. In the
event equipment is to be shipped prior to payment in full
Thermtronix reserves the right to require the completion and
filing of the proper security papers prior to shipment if it
deems necessary.
DELIVERY
Due to present day shop load and supplier delivery schedules
the equipment quoted herein' can be shipped in approximately
fourteen (14) weeks from receipt of your formal purchase
order.
WARRANTY (See Analysis 8500.1)
Thermtronix Corporation warrants the equipment covered by
this quotation against defects in workmanship and materials,
under normal use and service, for a period of twenty-four
(24) months from date of start-up or thirty (30) months from
the date of shipment, whichever event occurs first. The
only items excluded from this warranty are expendable items
such as thermocouple wires, extension wires, protection
tubes, crucibles, and other expendable refractory items and,
or damage caused by the failure of such items.
Thermtronix makes no warranty (expressed or implied) of any
other kind with respect to the equipment.
THERMTRONIX'S LIABILITY FOR ANY AND ALL LOSSES AND DAMAGES
TO PURCHASER RESULTING FROM DEFECTIVE EQUIPMENT SHALL IN NO
EVENT EXCEED THE COST OF REPAIR OR REPLACEMENT, F.O.B.
ADELANTO, CALIFORNIA OF DEFECTIVE PARTS. IN NO EVENT
SHALL THERMTRONIX BE LIABLE FOR INCIDENTAL OR CONSEQUENTIAL
DAMAGES.
I thank you for myself and on behalf of Thermtronix Corporation
for the opportunity to submit this quotation for your consideration
and for your interest in our products, which we feel are the finest
available on the market today with the best service capability. Our
endeavors are to maintain that position, so we ask you that if there
are any points that are not clear or if you have any questions
relative to your needs, please do not hesitate to contact us.
Sincerely,
THERMTRONIX CORPORATIO,N
obert J-. Nealon
RJN/bh
CG1.Q1
INVESTMENT COMPARISON SUMMARY
jjR M T R 02 ~N LIXX
IBEPNO I STANDADPEATURE IT1TEUMTRONIX OTHERS AIDDED COST
1000.1 UL LISTED POWER CONTROL PANEL . YES . $
8500.1 2 YEAR TOTAL SYSTEM WARRANTY-PARTS & LABOR . YES . .. $
COMPLIMENTARY START-UP-SERVICE ,' YES
A R
0 .
7000.1 PID BATH TERMPERATURE CONTROL . . YES
2000.1 STEPLESS SOLID STATE (NO MOVING PARTS) YES ' . $
2000.1 MECHANICAL -CONTACTORS REPAIR ITEM) NO $
INFINITELY VARIABLE & PROPORTIONAL POWER CONTROL ,YES ' $
.6500.1 INTEGRAL MAIN CIRCUIT BREAKER . . YES
TERMINAL STRIP FOR SUB-PANEL ISOLATION YES
AUTOMATIC/MANUAL TEMPERATURE CONTROL
,
. YES . ' $ - *
7500.1 INFINITELY VARIABLE DEMAND LIMITER . . YES . $
7000.1 SOLID STATE 7-DAY TIMER . - . . . YES
. ..
4000.1 'METAL LEAKAGE DETECTION SYSTEM . YES S
5000.1 EQUIPMENT GROUND FAULT SYSTEM. ' YES . $
5000.1 ' PERSONNEL SAFETY GROUND FAULT SYSTEM . YES ' $
8000.1 15 MINUTE DELAY TIMER-POWER OUTAGE ALARM YES $
FAILSAFE BATH TEMPERATURE PROTECTION . . .
.
I STANDARD FURNACE ASSEMBLY
'BATH TEMPERATURE OVER SHOOT RESULTING FROM
FLY-WHEEL EFFECT OFCAST REFRACTORY . . ' NO -I $ '
1500.1 .ROLLED STEEL SHELL/ STEEL FRAME BOX , ' YES .. 5.
1500.1 UNIFORM CYLINDRICAL HEATING CHAMBER ' YES - . 5
2500.1 HEAVY GAUGE I.C.A. ELEMENT WIRE •. '-. . . YES
3000.1 ELEMENT TERMINATION PROTECTION FROM HEAT ' YES
1500.1 UNIFORM ELEMENT/ CRUCIBLE DISTANCE - . YES . . $
2500.1 VACUUM FORMED FIBER PANELS
-
YES . $
350.1 COMPLTEPNEUMATIC I HYDRAULIC LID ASSEMBLY YES $
5500.1 POWERG'UARD ELEMENT PROTECTION SYSTEM, YES - ' NO '
-
NOT AVAILABLE
4500.1 CAST ALLOY IRON WEAR'RING . YES ' '0 $ -
ADDITIONAL CAPITAL INVESTMENT 0 ' . $ 0
0 I -
iE6NIX®..
Page 1 of 11
THERMTRONIX SOLID STATE ELECTRIC FURNACES
*********************
(1000.1) UL LISTED ELECTRICAL CONTROL PANELS
THERMTRONIX:
THERMTRONIXISTHE ONLY U.S. FURNACE MANUFACTURER TO PROVIDE
AS STANDARD EQUIPMENT ALL UL LISTED SOLID STATE POWER
CONTROL PANELS. THIS IS YOUR ASSURANCE OF THE HIGHEST LEVEL.
- OF QUALITY, SAFETY, AND PERFORMANCE. ALL THERMTRONIX POWER
CONTROL PANELS ARE LISTED TO STANDARDS OF SAFETY BY
UNDERWRITERS LABORATORIES, INC. (UL).
OBSERVATION:
Most other manufacturers attempt to comply with at least the
minimum standards established in the National Electrical Code
in the design and construction of their electrical controls.
CAUTION:
Some low end manufacturers cut corners. A few even build
control panels with no integral main circuit breaker or fused
disconnect switch, no terminal, strips for sub-panel
isolation, they often use inexpensive and hard to locate
mechanical contactors to further reduce their costs and even
attempt to mislead buyers indicating the use of UL Listed
components while having no such Listing themselves for their
control panels.
(1500.1) STEEL FRAME & ROLLED STEEL SHELL FURNACE DESiGN
THERMTRONIX:
THERMTRONIX WAS THE FIRST U.S. FURNACE MANUFACTURER TO BUILD
BOTH (ROUND) ROLLED STEEL SHELL FURNACES, AND FABRICATED
(SQUARE) STEEL FRAME BOX STYLE FURNACES. EITHER MODEL MAY BE
SELECTED TO MEET YOUR SPECIFIC APPLICATION AND INSTALLATION
REQUIREMENTS. HOWEVER, ROUND OR SQUARE EVERY THERMTRONIX
FURNACE UTILIZES THE MOST ADVANCED TECHNOLOGY AVAILABLE IN
FURNACE CONSTRUCTION. WE START WITH A MULTI-COMPONENT
INSULATING SYSTEM, A HIGH TEMPERATURE INSULATING CAST BASE'
REFRACTORY, AND A UNIQUE HIGH DENSITY COMPRESSED FIBER
Page 2 of 11
HEATING CHAMBER WITH AN OUTER ROLLED STEEL CAGE FOR
STRUCTURAL INTEGRITY AND EXTENDED SERVICE LIFE. THIS
COMPLETELY CYLINDRICAL CHAMBER WITH A UNIFORM ELEMENT TO
CRUCIBLE DISTANCE PROVIDED THROUGHOUT THE ENTIRE HEATING ZONE
ASSURES UNIFORM CRUCIBLE HEATING, MORE EFFICIENT HEAT
TRANSFER, NO HOT SPOTS, AND EXTENDED HEATING ELEMENT LIFE.
OBSERVATION:
Most other furnace manufacturers build either round furnaces
with poor insulating quality using cast refractories or loose
blanket material pinned directly to the outer wall and little
or no access for maintenance and service. In fact, most of
these furnaces require that the top plate be removed to
perform any furnace maintenance and the crucible must-be-
removed to service or repair the heating elements.
Manufacturers of square furnaces often use welded frame
construction with no external access resulting in most of the
same problems listed above and then compound the problem
further by carrying the same square construction into the
heating chamber. The result is uneven element heating, hot
zones, premature element failures, and shorter crucible life.
CAUTION:
Crucible companies suggest that if a square internal box
style heating chamber is used that the crucible be rotated 90
degrees every 30 days to compensate for uneven heating.
(2000.1) SOLID STATE POWER CONTROL
THERMTRONIX:
THERMTRONIX AGAIN WAS THE FIRST U.S. FURNACE MANUFACTURER TO
BUILD BOTH MAGNETIC CONTACTOR TYPE UNITS AND SOLID STATE
UNITS. WE ARE FAMILIAR WITH BOTH AND HAVE CHOSEN THE
ADVANTAGES OF PRECISE TEMPERATURE CONTROL,'ENERGY SAVINGS,
AND LOW MAINTENANCE COST WHICH CAN BE ACHIEVED ONLY WITH
SOLID STATE CONTROL. THERNTRONIX IS THE WORLDS LEADING
MANUFACTURER OF SOLID STATE ELECTRIC RESISTANCE ALUMINUM.
MELTING FURNACES WITH MORE UNITS IN OPERATION WORLDWIDE THAN
ANY OTHER MANUFACTURER.
.iV
THERMTRONIXO
Page 3 of 11
OBSERVATION:
Many competitors still use maintenance and failure prone
mechanical contactors. The constant on-off "sawtooth"
effect of mechanical contactors makes precise temperature
control very difficult and has been proven to shorten heating
element life.
(2500.1) HEAVY DUTY I.C.A. HEATING ELEMENTS
THERMTRONIX:
THERMTRONIX HEATING ELEMENTS ARE MADE FROM A CONTINUOUS LOOP
OF HEAVY GAUGE (APPROXIMATELY 1/4 INCH) I.C.A. ELEMENT WIRE
FORMED INTO HORIZONTAL ROWS, TO PREVENT COIL SAGGING, AND
VACUUM FORMED IN OUR OWN FACILITIES UNDER THE HIGHEST -
POSSIBLE QUALITY CONTROL STANDARDS INTO OUR UNIQUE SELF-
SUPPORTING POWER PANELS. THESE THERMTRONIX POWER PANELS ARE
INSTALLED VERTICALLY INTO THE INNER HEATING CHAMBER WITH A
UNIFORM CRUCIBLE TO ELEMENT DISTANCE THROUGHOUT, PROVIDING
EVEN AND EFFICIENT HEAT TRANSFER AND UNIFORM ELEMENT
TEMPERATURES. SET IN A FIBER PANEL EACH HEAVY GAUGE HEATING
ELEMENT IS FREE TO EXPAND AND CONTRACT WITH TEMPERATURE
CHANGES THUS ELIMINATING WIRE CRACKING OFTEN FOUND IN LESS
EXPENSIVE CAST REFRACTORY SYSTEMS.
FURTHER, IN THE EVENT OF A MOLTEN METAL SPILL OR CRUCIBLE
LEAKAGE WHERE METAL RUNS DOWN THE INSIDE FURNACE CHAMBER THE
THERMTRONIX VERTICALLY INSTALLED POWER PANELS ASSURE THAT
DAMAGE IS LIMITED TO ONLY THE EFFECTED ELEMENT AS OPPOSED TO
ANY TYPE OF HORIZONTALLY ARRANGED ELEMENT CONFIGURATION IN
WHICH A METAL SPILL CAN CAUSE THE ELECTRICAL SHORTING OF THE
ENTIRE SYSTEM. IN ADDITION THE THERMTRONIX POWER PANELS ARE
INDIVIDUALLY WIRED WITH TRUE ELECTRICAL GRADE COPPER
CONNECTORS AND HIGH TEMPERATURE LEAD WIRE ON THE COLD FACE OF
THE FURNACE, OUTSIDE THE HEATING ZONE. REMOVABLE SIDE ACCESS
PANELS ARE PROVIDED ON EVERY THERMTRONIX FURNACE TO ALLOW A
VISUAL AND MECHANICAL CHECK OF ELECTRICAL CONNECTIONS WITHOUT
REMOVING THE FURNACE TOP PLATE. IF REPLACEMENT BECOMES
NECESSARY, THERMTRONIX POWER PANELS CAN BE REMOVED AND
REPLACED IN A MATTER OF MINUTES WITHOUT REMOVING THE
CRUCIBLE. *
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Page 4 of 11
OBSERVATION:
Manufacturers of round furnaces often "pin" their elements to
the inside wall of their heating chamber. The very nature of
this design limits the amount of heating element which can
be used, thereby increasing watt density and shortening life.
Plus elements cannot be serviced or inspected without
disassembling the furnace and removing the crucible.
Manufacturers with square furnace designs have either
"pinned" their elements.to the Linside chamber wall, as with
round furnaces and with all of the same problems and lack of
serviceability, or where they have used a helical-coil they
have hung them on ceramic tubes. These tubes not only
restrict heat flow through the center of the coil and conduct
heat to the outside of the furnace, by design they have very
little mechanical strength in suspension and often crack
causing the element to fall onto the lower elements resulting
in the entire system shorting out and severe element damage.
CAUTION:
Some furnace manufacturers even cement or cast their elements
into an inexpensive cast refractory block. While this
simplifies the manufacturing process it is, at best a poor
design as it holds the elements rigid with no allowance for
expansion and contraction resulting in element cracking and
failure. In addition these cast-in-elements are often
arranged in vertical rows. While this technique lowers
the labor cost for the manufacturer, compared to forming
horizontal rows in a vertical panel, it also allows the
element coils to lay over on each other at elevated
temperatures resulting in hot spots and premature failures.
Further, these problems are often magnified by the use of
heating element material often as light as 12, or even 2.4
gauge resulting in a product which is predisposed to failure.
Page 5 of ii
(30001) ELECTRICAL TERMINATION ENDS
THERHTRONIX:
THERMTRONIX CONSIDERS THE ELECTRICAL TERMINATION OF HEATING
ELEMENTS A VERY CRITICAL AREA OF DESIGN AND ONE IN WHICH WE
USE ONLY THE HIGHEST QUALITY TRUE ELECTRICAL CONNECTORS.
FURTHER, ALL ELECTRICAL CONNECTIONS ARE PLACED ON THE OUTSIDE
OFTHE FURNACE HEATING CHAMBER, ON THE COLD FACE, WHERE THEY
ARE SUBJECT ONLY TO NORMAL AMBIENT TEMPERATURE CONDITIONS.
OBSERVATION:
Most industrial furnace manufacturers recognize that all
electrical connections should be made on the cold face of .a
furnace where they will be exposed to little more than normal
ambient temperatures.
CAUTION:
Some electric furnace manufacturers use designs that place
electrical connections inside the heating zone of a furnace
making long term reliability nearly impossible. Beware of
claims that -no aide access is required and the furnace can be
pushed up against a wall to save space. This is simply
another way of saying the furnace top plate must be removed
to facilitate any service or maintenance. This type of
design places all electrical connections inside the hot zone
Of the furnace.. Some low end manufacturers do not even use
electrical connectors, but simply clamp their light gauge
element ends with a steel bolt and two flat washers and bury
these connections under fiber insulation inside the furnace
heating chamber.
(3500.1) ENERGY SAVING PNEUMATIC/HYDRAULIC LIDS
THERHTRONIX:
.THERMTRONIX FURNACES ARE FACTORY EQUIPPED WITH AN ENERGY
SAVING PNEUMATIC, (HYDRAULIC, ON HYDRAULIC TILT FURNACES),
LID ASSEMBLY TO INCLUDE AN INDUSTRIAL DUTY PNEUMATIC
CYLINDER, OPERATOR'SHAND OR FOOT VALVE, FLOW CONTROL VALVES,
A COMPLETE PNEUMATIC FILTER, REGULATOR, LUBRICATOR
ASSEMBLY, AND A CERAMIC FIBER LINED LID WHICH OPENS A FULL. 90
DEGREES FOR TOTAL ACCESS TO THE FULL CRUCIBLE DIAMETER.
4 r - ~TH OF
Page6 of 11
OBSERVATION:
Many manufacturers supply a pneumatic lid only as an "extra
cost option", and supply either no lid at all or what they
refer to as a manual lid which is little more than a thin
fiber board with expanded metal which is laid over the
crucible opening.
(4000.1) METAL LEAK DETECTOR SYSTEM
THERMTRONIX:
THERMTRONIX FURNACES ARE FACTORY EQUIPPED WITH RUN-OUT PORTS
AND AN AUTOMATIC METAL LEAK DETECTOR WARNING SYSTEM IN THE
EVENT OF METAL LEAKAGE OR CRUCIBLEFAILURE.
OBSERVATION:
Metal leak detectors are a maintenance and safety feature
often overlooked by many manufacturers, or offered only as an
"extra cost option." And run-out ports are often too small ;
.1 and only supplied on one side of the furnace ata single
location.
(4500.1) CAST ALLOY IRON WEAR RING
THERMTRONIX: • •
THERMTRONIX FURNACES ARE FACTORY EQUIPPED WITH A HEAVY WALL
HIGH TEMPERATURE CAST ALLOY IRON WEAR RING FOR REFRACTORY AND
CRUCIBLE LIP PROTECTION DURING NORMAL DIP-OUT AND METAL
-
CHARGING OPERATIONS.
OBSERVATION:
• Again, refractory and crucible lip protection is another item
often overlooked by competitive mahufacturers or simply
avoided by low .-end manufacturers due to the added cost.
t - -
. . *
aE All IJ
Page 7 of 11
(5000.1) DUAL GROUND FAULT PROTECTION
THERMTRONIX:
THERMTRONIX PROVIDES BOTH A UL LISTED HIGH VOLTAGE EQUIPMENT
GROUND FAULT PROTECTION SYSTEMAND A UL LISTED CLASS A GROUND
FAULT INTERRUPTER ON CONTROL VOLTAGE CIRCUITS THAT MEETS THE
NATIONAL ELECTRICAL CODE FOR PERSONNEL PROTECTION.
OBSERVATION: S
Ground fault systems are an important safety item that are
often not included in an electric furnace by many
manufacturers due to the additional cost and circuit
complexity. These important safety devices are a standard
feature on every Thermtronix furnace.
(5500.1) POWERGUARD HEATING-ELEMENT PROTECTION SYSTEM
THERMTRONIX:
THERMTRONIX FURNACES ARE FACTORY EQUIPPED AS STANDARD
EQUIPMENT WITH OUR EXCLUSIVE POWERGUARD TOTAL ELEMENT -
PROTECTION SYSTEM. THIS STANDARD FEATURE AVAILABLE ONLY FROM
THERMTRONIX ASSURES THAT EVERY HEATING ELEMENT IN EACH PHASE
OF YOUR FURNACE IS INSTANTLY PROTECTED -FROM OVER TEMPERATURE
CONDITIONS.
OBSERVATION:
Other manufacturers provide only two process temperature
controls. One for the metal temperature indication and 'a
second for a single thermocouple placed in one location only
in the furnace heating chamber and expected to provide over
temperature protection for every heating element in the
entire furnace.
(6000.1) ELECTRICAL COMPONENT PLACEMENT -.
THERMTRONIX:
THERMTRONIX PLACES ALL ELECTRICAL POWER AND CONTROL
COMPONENTS IN OUR UL LISTED POWER CONTROL CABINET WHICH IS
COMPLETELY ISOLATED FROM THE FURNACE AND ITS ASSOCIATED HEAT
AND MOLTEN METAL HAZARDS. S
Page 8 of 11
OBSERVATION:
Most U.S. furnace manufacturers place their electrical
components in an enclosure that- provides isolation from the
furnace.
CAUTION:
Some low end manufacturers place many of their power
components at the furnace in "pull boxes". This practice
makes for a less expensive manufacturing process, but may
cost the "user" dearly in on-going maintenance costs and lost
production.
(6500.1) THERMAL MAGNETIC CIRCUIT BREAKER PROTECTION
THERMTRONIX:
THERMTRONIX FURNACES ARE FACTORY EQUIPPED WITH A UL LISTED
POWER CONTROL PANEL THAT INCLUDES AN APPROVED THERMAL
MAGNETIC MOLDED CASE CIRCUIT BREAKER. IN. ADDITION TO
PROVIDING A MEANS OF DISCONNECTING POWER AT THE POWER CONTROL
CABINET, THIS DEVICE ALSO PROVIDES A SHUNT-TRIP MECHANISM FOR
"TOTAL" HIGH VOLTAGE ISOLATION IN THE EVENT OF SYSTEM
FAILURES.
OBSERVATION: .
Many manufacturers require that the "customer" provide a
means of high-voltage isolation. An expensive item often
overlooked by purchasers. And even when provided at the
buyers expense., it is still not interlocked to the
manufacturers control cabinet to provide the measure. of
'safety that should be an integral part of any piece of . .
quality industrial machinery., .. . .
*
THERMTRONIXO
Page 9of 11
(7000.1) AUTOMATIC START-UP &.TEMPERATURE ADJUSTMENTS
THERMTRONIX:
THERMTRONIX PROVIDES A DUAL SET POINT PROCESS TEMPERATURE
CONTROLLER IN COMBINATION WITH A SOLID STATE SEVEN DAY TIMER
WHICH ALLOWS FOR UNATTENDED AUTOMATIC FURNACE STARTUP OR
TEMPERATURE ADJUSTMENTS. THIS FEATURE, WHICH.IS STANDARD
EQUIPMENT WITH EVERY THERMTRONIX FURNACE, ALLOWS FOR METAL TO
BE READY AND WAITING ON PRODUCTION PERSONNEL AT THE CORRECT
TIME AND TEMPERATURE RATHER THAN PRODUCTION WAITING. FOR THE
METAL.
OBSERVATION:
Many manufacturers provide no means of preprogrammed startup.
or temperature adjustments. All furnace functions must be
manually performed by the furnace operator.
CAUTION: $
- A few manufactures provide a low cost mechanical timer that
simply turns the furnace on or off, but offers no provision
for automatic temperature adjustments.
(7500.1) FULLY ADJUSTABLE DEMAND LIMITER
THERMTRONIX:
THERMTRONIX PROVIDES AS STANDARD EQUIPMENT A FULLY VARIABLE
DEMAND LIMITER WHICH ALLOWS FOR THE PRESET SELECTION OF
OUTPUT POWER LEVELS FROM 5% TO 100% OF RATED POWER DURING
PEAK ELECTRICAL POWER DEMAND PERIODS AND DURING EXTENDED OFF
SHIFT HOLDING SCHEDULES. -
OBSERVATION:-
Many utilities companies have initiated incentives for
avoiding heavy power usage during peak demand periods.
Equipment demand limiting devices provide a means for metal
casters to take advantage of these incentives and avoid
higher operating costs. Most furnace manufacturers offer
these features only as an expensive extra cost item or may
not have them available at all. •
HE9IX®
Page 10 of 11
(8000.1) AUTOMATIC ALARM RELAYS
THERMTRONIX:
THERMTRONIX SUPPLIES EVERY FURNACE WITH ONE SET OF FACTORY
WIRED ALARM RELAYS FOR CUSTOMER CONNECTION TO AN EXISTING
ALARM SYSTEM, CENTRAL SECURITY SYSTEM, OR AUTOMATIC TELEPHONE
DIALER. ANOTHER ADDED VALUE FEATURE, THESE ALARM RELAYS ARE
FACTORY INSTALLED AND PROVIDE THERMTRONIX CUSTOMERS WITH AN
EARLY WARNING OF CRUCIBLE, FURNACE, OR POWER FAILURE DURING
PERIODS WHEN THE FURNACE IS UNATTENDED. THIS FEATURE CAN
HELP AVOID UNNECESSARY REPAIRS, CRUCIBLE REPLACEMENTS, AND
LOST PRODUCTION.
OBSERVATION:
Few furnace manufactures offer alarm relays as a standard
feature. They may be offered as another expensive extra cost
option and will often only monitor for electrical power
failures. Some companies will simply offer their standard
drawings and suggest the customer install the necessary
devices themselves after they -have purchased the furnace.
(8500.1) TWO YEAR TOTAL SYSTEM WARRANTY
THERMTRONIX:
THERMTRONIX PROVIDES EVERY NEW FURNACE CUSTOMER WITH A FULL
TOTAL SYSTEM TWO (2) YEAR WARRANTY WHICH COVERS ALL MAJOR
COMPONENTS OF YOUR NEW FURNACE, PLUS ON-SITE LABOR AND
TECHNICAL ASSISTANCE AT NO ADDITIONAL CHARGE. THIS WARRANTY
IS BACKED BY THE HIGHEST POSSIBLE LEVEL OF PRODUCT QUALITY
CONTROL AND THE BEST SERVICE IN THE INDUSTRY. YOUR
THERMTRONIX WARRANTY STARTS THE DAY YOUR FURNACE IS
COMMISSIONED AND PLACED IN OPERATION. BY ONE OF OUR FIELD
SERVICE TECHNICIANS, OR SIX (6) MONTHS FROM DATE OF SHIPMENT,
WHICHEVER OCCURS FIRST. WE FIRMLY BELIEVE THAT A
MANUFACTURERS WARRANTY ISA STATEMENT WHICH BEST REFLECTS THE
TRUE LEVEL OF CONFIDENCE THEY HOLD FOR THEIR OWN PRODUCTS.
THERMTRONIX ENJOYS ONE OF THE HIGHEST LEVELS OF REPEAT SALES
IN THE METAL CASTING INDUSTRY.
Page 11 of 11
THERMTRONIX DOES NOT, AND NEVER HAS USED PRORATED WARRANTIES
OR EXCLUDED MAJOR NON-EXPENDABLE COMPONENTS FROM WARRANTY
COVERAGE. WE ENCOURAGE YOU TO EXAMINE COMPETITIVE WARRANTY
STATEMENTS CAREFULLY.'. WE FEEL THEY ARE A VERY GOOD INDICATOR
REGARDING OVERALL QUALITY AND THE LEVEL OF "AFTER THE SALE"
SERVICE AND SUPPORT YOU CAN EXPECT.
OBSERVATION:
Most reputable furnace jnanufacturers provide a minimum of at
least a one year warranty, however, some may be as short as
ninety days and most often do not include on-site labor and
technical assistance. Although buyers should pay special
-attention to the starting date, if not one may find that the
warranty has nearly expired by the time the furnace is placed
into operation.
CAUTION:
Beware of low end manufacturers who -prorate component life,
(similar to that of an automobile tire, 'a product which is
designed to wear out), exclude major components, offer an
extended warranty on only one or two components of the entire
furnace, offer only third party warranties, or have an
unnecessary lengthy or complicated warranty statement.
The analysis above highlights only a few of the many advantages
found in every Thermntronix Solid State Aluminum Melting System.
We sincerely hope that they have raised some questions, and we
would be pleased to explain each one of these items in detail, as
well as the many other advantages of a Thermtronix Furnace.