HomeMy WebLinkAbout2612 OBELISCO PL; ; CB971632; Permit6e3~~7
A
-U_- -I' L 'D -I I N, G E R Pe~~it No: CB971632
7 6-3/06/48 *13 4 -Pro'ject No": A9.7020-81
1- f Deve Pdg~~ 0 lopment No': 1
'~Sdite Job'Address:,.'2-612 OBELIS.Co PL . . Id. .~ I ~J~ ... 11 1 - __ 4 . ; * . 47 /(M/98 00()f '01 '0i -Permit-,.Type: SI, V WLNG -.DETACHED NGLE-.. A~ILY- D C--PRMT P~atde'l 'No:-~'.'ff~ '4~-0-28_OG.,_ ..L*ot#: -.2664.00-,
p 'Cons truct 1'6fi ty on,-- va~lu'ati' '576 ~1-66
Occupancy- Group - 4. StatU~: ISSUED
6es6riptidn:4 697 SF.!~5,i.2'~GAR+8W -SF-.DE~ 'Applied: 06/16/97
IST -'MUSE'BUILD,NE 03 -06/98 "DEMO,,EX w Apr/Issue:
T Entered, By: RMA
Ap'p~/bv~nir. C'ALABRESE,' J.LjDIT,H. '760 431'-50'64
26-04 LISCO, PL
9 Z CARLSBAD -"CA 009~
----------- -- ----
Fees R F C611ected &,Cred*'ts
-------------
Fees: __441 14 , OQ- A
~.._Adjusrtmenr_s: red' s: .90 .1 .. ~p ~1~ I -
-TotZl Fees: 4 To t a p,W t X: 1,476.00
e,, 2 $664.00,
F~e- descripti'on it /U it Ext fee' Dat"a
NUmber 'of -Bedr*o_bmj_.1. . > 1:00
Wpber,of Bathio=6 0 1 3.50
2 71. 0 0
''P-lan-Check 14,76.00
Building.Permi-t
Of
2
4strong'Motion Fee. 58. 9*0,.
--Ente
'
r Y',',. . f or. Plu', bing,
1
20.00 Y",
r 7.0 133. 00 E.~ c h i Lim 1ji n g' Fixt.re r
aJch A3 U_ i ld i n~ 'Sewd' 1 15. 1 0 0. a e~~j 7. 0 7.0.0 w t It' IN RPORATED e - 1614Y ~nt 7.00 Each Wateir'.H at'er.an 9e 1952 .7.00
;7 - 00 7.0 eGa-s Pipin' Sy te 0 g s m
Edc~i Vacu'um". Breaker,,',- 7 Ob 14'.00
"V~for E 1 e c t_'ri c -u( . e 1 0 00, Y Ehter
Single.Phase'Pbr AMP 20 25 1-50. 00
'.--Enter 'Y f o.~ fvfec~i~nic'al, Issue, w15.00 Y
'..Insta*ll;'Furn/buc't~-/"Heat -Pumps 2., r9-.001 18.00
8ach'fnstall, Fireplace' 2 50 13. 00-
> 4 '6' 5 0" 26.o6 .'Each Exhaust Fan
FINALAPPROVAL
INSR' E
4 CLEARANCE
I
I
L
LPI~
B CITY.OF 6ARLS AD
~4 2075 Las Palmas Dr,'Caflsbad,.CA.92009 (619 438-1161,.
Pz
F ,OFFICE USE ONLY. OR
PERMIT. APPLICATION PLAN.CHECK.NO
t
~CITY OFCARLSBAD-BUILDING DEPARTMENTE
r EST.. VAL. IS 7 (Ij 44~(
I !,9~6 " 0~ %V, Plan Ck' Depq! 075 P mas r., Carlsbad CA 09 2 'Last f al
'(7t0j- Validatei4 438:i"l 6'1 Qqte—
J1 ~-PROJE-CT.INFQRMF Oy,~~- 229. ace- - - - -
'Add 0 1 de Bldg/Suite #) Busi Name (at th 1ildre
Alt..
IAA D -A M M 4
;Legal DescrilVion- Lot Mo. 'Subdivision Name/Number - Unit.No:, PhIlse No.'- Total # of units
10 2 1 <_ -j~)Olh, -;. . - - r .. 'kt,-; -'. 4: 1. -,-, r,
61
Q60-29 ~A .7
so a oposed.Use.- A P rcel # Existing Use S 77. ~P, KIM ~,~5-7-;77 1 727~ ~ . Description of WoYk SO.~ FT. J - - #of Stories - - - # of Bedrooms ----#of,Batlhrooms,-
A-ICT` 6 w7dift- 7tjr.,,, -,,~ rctl- __ppl [7 %P W_N_ R ate, OL !SOP, 6 kbc~ !9
Name -f- -Addressl --,.City 9tate/Zip 1. -4--jelephon6 # [Fax4l t
3-.~ PPLICANT net ntra tor nt.
C~a 74
.Name Address I city - -State/Mp- ---TelephoA
DPERT.Yz0,WNER17, ,77, -.-:r
,Name, Address City S.tate/Zip Jelephone #
OA2C k_-M-E , _OMPANY-Ni
i(Sec.,7031.5 Business and Professions Code: Any City or County,which requires a permit to construct, alter, imprdvii, demolish or ;e~air any structure, prior-to,its.
, issuance, also requires the applicant for such permit to file a sigAed state ment that he is licensed pursuant to the provisions of, the Contractor's I icense
~[Chapter 9,.commending with Section 7000 of Division 3 of the Business,and Professions -Code] -or thathe' is exeimpt theiefrom, and the basis'for-the,4146eid-
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001);-.
~Name 'v Address City 17 State/Zip,' Telephone#
t .1 . - - - r Licenie Class City, Business 6cen " # 4 ,State License # se %
-Designer Name .,.t Address, City State/Zip Telephone
State License # V r
CO NSATION7
'Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of'consent to self-insure f6r-worker's' 'compensation as ~rovided by Section 3700 of the Labor Code, for the performance-*
,Pf the work for which this permit is issued. "t
C] --I have and will, maintain workers' compensation, as required by Section 0 of the Labor Code, for the'performance'of the work for which this' permit is--
is ued. My worker's compensation insurance carrier and policy number are:
sInsurance Company Policy NO. Expiration Date
,(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR, ONE HUNDRED DOLLARS [$1001 OR LESS) ;7--
,[:],-CERTIFICATE OF.1EXEMPTION: I certify that in the performance of-the work for.whic~'this~permit'iii~iued:l-shilI not emplo'y anypersbr~in,a`ny manner so as
*to become subject to the Workers' Compensation Laws of California.
,WARNING: -Failure to secure workers' compensation'coverege is unlawful,'and'shall subject an employer.,t~l criminal penalties and civil fines up to one hundred
j thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, intirest,and attornipy's fees.
'Sl DATE GN URE
~7..7M7.OWNEA--BUILDER~'DECL'ARATION~-~-1- ZZ
I hereby affirm that I am exam pt from the Contractor's License La w for the following reason:
1, a; owner~ of the pr.~.rty or my employees with wages as their sole compensation,, will do the work and the structure is not intended'or offered for sale 1~
l(Sec. 7044,.Business and Professions Code: The Contracto
I r's License Law do~es n6i ai3ply v~ an~ 0"Iner of pro'ip'~rty wh'*o" builds oi imlii6ves thereon, and who does
such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is
sold within one year of completion, the owner-builder will have the burden of pr oving that he did not build or improve for the puiliose of sal I
a c a 'p a 1,,as owner.of the prop rty,.a.m,,ex lusivelypontracting with licensed contr cto.rs to construct the ' roject (Sec. 7044; Busiiii-si and Profaisions 6odi: - The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contra6tor(s) lic;n'~ej I w , - k.1 . . I f; I I , ',-,I ~ i .. ~ i. ,'pursuant to the Contractor's License Law)..
-5952 06,116/97-0001~,0f- Business and Professions Code for this reason: mi I am exempt under Section L-.- - T-. -14 It ~6,i 60 11. 1 personally plan to provide the major labor and materials for construc , tion of the proposed property improvement. 0 YES NO.
2. 1 (Gve'T~;ve'not) signed an applZtGn G a b6fiding permit for the proposed work.
/kc
13;. 1 have contracted with the following. person (firm) to provide the proposed construction (include name address,/ phone 'numbe'r on;ra'cior's'licens*e number):
I lile"n to providWportii~~sTf the"w'o'rk, Wt I havegired a ollowAppersor)goo2~ d vide the major,work (include name address phone)'
U X
J,,tuTrvise an pro IW V-- I pumber /,contractors license number): I-VA3 I ;~ -
5. 1 will provide some of the work, but I have contracted (hir I iIhe following persons to providelthe work indicated (include, name../, address phone numberditype'.
i,of.work):-- .4-
:RROPIERTY OWNER SIGNATURE 16~TE-
4ESIDDO rC-OMPLEtt-',T- it" MITS:ONLY,~:,:,
V Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk managem6nt,'and prevention 0. 1 1 . . - ~
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous SubstanceAccount Act? C] - YES NO
1, . 4 ." 8~.- , r
I
ri
` ' I i - , -, Is the applicant or future building occ4ant required torobtain a pZrmii"Wom the air pollution control district or air quality management district?- C3 NO-
Is the facility to be co6tructed within 1 000 feet of the outer b'undary of a school site? [:1 YES. 0 NO,
JF ANY OF.THE ANSW6S ARE YEi, A FINAh'd&TIFICATE OF'OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT, HAS MET OR IS MEETING THE:
j,REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
18.'Z-CONSTRUC~ ENCY;F`--
I hereby' affirm that there is a construction lending agency for the performance of the work for.which this permit is issued (Sec, 3097(i) Civil Code).
L D ILEN61ER'S"A'Dt EN'~R'S 6ME DRESS
;~PLIPAN 4
I certify t6 'l-have re;d the-apv6c'ation -and state that ih;laibo~e iniormaiion is' 6orrCcti and that vh6 inforrinki
.
on on the Plans is ai~c6ratte. I agree i; 'comply %~v-ith 'all
City ordinances and State laws relating to'buildinl;FboAstruiction. 'I hereby~ auffiorize representatives ofthe CitV of Carlsbad to enter upon the 'above mentioned
property for inspection purposes. , I ALSO AGREE TO SAVE, . INDEMNI~Y AND KEEP HARMLESS THE CITY OF CARLSBAD j. AGAINST 'ALL LIABILITIES,
JUDGMENTS.- COSTS AND EXPENSES WHICH MAY iN`ANY WAY ACCRUE AGAINST SA6 CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. .1, , i , ~:, I ~ 1, r -
.: . I t~,, . j,J!,
is quired for 4x6avations over 5'0" de ticr or construction of structur s ov OSHA~1'A'n'0-'S"HA pa~mit ' r.' ep and demo16 at er'21'sitories in height.
Every perm '~y t .. Bu~il`ding' 0~ificial under the provisions of this J'EXPIRATION: it issued Code shall expire by limitation and become null and void if the building or
work authorized by such permit'is not commenced within 365 days from thle date of.such permit or ifthe building or work authorized by,such perr~it is suipended
or abandoned at any time after tbd-4iork is cc! ad f 186 days (Section 106.4.4 Uniform Building Code).
L
'APPLI-6XNT'S SIGNATURE E. ml
I
ORZ4&L-11 - DATE 41
7 WiTITE: File -- -YELLOW: Applicant P114K: Finance'
,~ f 1
5A
~City bf Carlsbad Inspectio'n Re uest q
For: 1 1/24/99
Permit# CB971632 Inspector Assignment: NF
Title' 6972 SF+572 GAR+868 SF DECKS
Description:'DtMO EXIST, HOUSE-BUIL'D NEW
Type: SFD Sub Type:
Phone: 7604315064
Job Addrdss: '2612- OBELISCO'PL
Suite: Lot
Location: Inspector:
APPLICANT CALABRESE, JUDITH
Owner: CALABRESE TRUST 10-24-89
Remarks:.
Total Time: Requested By: ARNOLD CALIBRESE
Entered By: CHRISTINE
CD bescriptl:on Act Comme'nts
10' Final"Structural
19 Final Plumbing
39. Final -Electrical
49 1 Final Mechanical
Associated PCRs N
Insoection Histo[y
Date Description Act Insp Comments
5 /1 2/99 19 Final Strb6tural PA NF
4/12/99 23 Gasrrest/Repairs AP NF
4/12/99 29 Final Plu*mbing PA NF
4/12/99 34 Rough Electric WC NF
4/12/99 39 Final Electrical 'PA NF
318/99 14 Frame/8teel/Bolting/Weldi
-
ng CO NF
3/3/99 '14 Frame/Steel/Bolting/Weld*ing NR RB NEEDED TO TALK)OT'O, NICK
2/19/99 14 Frame/Steel/Bolting[Welding WC PK
2/19/99 92 Compliance Investigation Cl PK DISCUSSED FENCING-& GUARDRAILS
.1/28/99 17 Interior Lath/Drywall A P NF V
1 /28/99 18 Exterior Lath/Drywall AP NF
1/19/99 17 Interior Lath/Drywall PA NF 2ND LEVEL
tl/19/99 18 Exterior Lath/Drywall P~A NF GARAGE CLG
11/18/99 1T Interior Lath/Drywall PA NF SEE CARD
A 0 8/99 18 Exterior Lalth/Drywall PA
I n'spection List ..-.
Permit#: CB971632. Type' SFD 6972 SF+572 GAR+868 SF DECKS
Date Inspection Item Inspector Act Comments,
-5/1 i/99 19 Final Structural NF PA
4/12/99, 23 Gasfrest/Repairs NF AP',,'
4/12/99. 29 Final Plumbing NF~l PA_
4/12/99 34 Rough Electric NF WC
4/12/99 39 Final Electrical NF. PA,
:3/8/99~ 14 Frame/Steel/Bolting[Weldin ,NF CO,
3/3/99 -14 Frame/Steel/Boltind[Weldin" RB NR NEEDED TO TALK TO NICK
2/19/99 14 Frame/Steel/Bolting/Weldin PK WC
2/19/99 92 -Compliance Investigation PK Cl DISCUSSED FENCING & GUARDRAILS
1/28/99 17 Interior Lalb/Drywall NF AR
1/28/99 18 Exterior Lath/Drywall NF -AP
11/19/99. 17 Interior Lath/Drywall NF PA 2ND LEVEL
18 Exterior Lath/Drywall NF PA GARAGE CLG
1/18/99, 1.7 Interior Lath/Drywall NF PA SEE CARb_1
1/18/99 18 Exterior Lath/Drywall NF PA
1/5/99 17 Interior Lathbrywall NF PA' SEE CARD
12/28/98 13 Shear Panels/HD's NF PA.'
12/28/98' 34, Rough Electric NF PA-
12/24/98 13 Shear Panels/HD's NF PA
12/24/98 34 'Rough bectric NF PA
12/23/98 34 Rough. Electric , NF CO
- 12/15/ 98, 24 Ro'ugh/Topout Nl~ CO+
12/15/98 44 Rough/DbcWDampers NF CO
11/20/98 131, Shear Panels/HD's NF (to
11/19/98 13, Shear anels/HD's NF cb
11/19/98 14 Frame/Steel/Bolting/Weldin NF Wc
10/23/98 13 Shear Panels/HD's NF Co
.15 Roof/Rer6of NF PA - DOME AREA TO COME:
9/1/98 14 Frame/Ste6l/Bolting/Weldin: NF~ PA
8/24/98.' 11 Ftg/Foundation/Piers NF. AP COL. BASE DRY PACK
5/18/98 '14 Frame/Steel/BoltingMeldin NF Co
5/18/98' 24 Rough/Topout NF WC
5/18/98 34 Rough Electric NF WC
5/18/98 44 Rough/Ducts/Dampe(s N F wc~-
4/24/98 11 Ftg/Foundation/Piers NF AP UPPER SLAB EXCEPT GAR.
4124198 66 Grout NF WC
4/21/98 1 1 Ftg/Foundation/Piem, NF AP GRAD3E E BEAMS AT UPPER
4/8/98 11 Ftg/Poundation/Piers NF AP FIRST POUR AT LOWER LEVE
4/8/98 12 Steel/Bond Beam NF AP, FIRST POUR AT LOWER LEVE
4/1/98.1 21 Underground/Underfloor NF AP UPPER LEVEL
4/1/98 22 Sewer/Water Service NF1 WC
3/9/98 11 Ftg/Foundation/Piers NF 'AP FIVE COL FTGS
3/9/98 21 Underground/Underfloor AP
Thursday, October 28, 1999 Page 1 of I
Cilv Of Carlsbad, R E CEUM
Final Building'Inspection
Dep~:. Bdilding ffiFg-9qe"?F2fig CITY 0- FCARLSBAP. ''Planning-,, CMWD' St, Lite Fire
ING, DEPARTMENT, E ERIN
Plan'Check #: Date: "1 1999
Permit #: C13971632- Permit Type: SFID
Project Name: 6972 SF+572 GAR+868 SF DECKS ;Sub Type:
DEW EXIST HOUSE-BUILb'NEW
Address~.- 2612 OBELISCO PL. Lot:
Contact,Person:. Phone: .
Sewer Dist: Water Dist:
.......................................................... ................................................... ................... ....... .............
Inspected
1 13y:
Date
Inspected: tt /I I-L-I Disapproved: - _,.Approved:.
nspected D ate
By:. Inspected: Approved:- Disapproved,:
Ins~pected, Date'
By:.~ Inspected:
Al ............. ...................................................................... Approved: Disapproved ......................
Comments:
I .................................................
fil
t
CRY of Carlsbad 1.1
Ayx Final Building Inspection, NOV 2 91 999
Dept: Building Engineering Planning cCMWD. St Lite Fire
Plan Check #: Date: 1 1/24/99
Permit #: CB971632 Permit Type: SFID
Project Name: 6972 SF+672 GAR+868 SF DECKS Sub Type:
DEMO EXIST HOUSE-BUILD NEW,
Address: 2612 OBELISCO PL Lot:
Contact Person: ARNOLD CALIBRE Phone: 7604315.064
Sewer Dist: LC Water Dist CA
..........................................................................................................................................................
inspected
By: LQE swof"Q,~
Date
Inspected: Approved: Disapproved:
Inspected Date
By: Inspected: —Approved: Disapproved:
Inspected 'Date
By: ................................................................................................... Inspected: Approved: ....................................................... Disapproved:
Comments:
2075 LAS PALMAS DR
Ph,,(760)438-1161 ext 4503, Carlsbad Building
FAX(760)438-0894 Department
Fz&
2. To: Jeffrey Smith @ daedalus design group From: Patrick Kelley
Fax:: '729-4149 Pages:
Phone:720-9337 Date: September 15,1999
Re: Calabrisi Residence CC: [Click here and type name]
El Urgent x For Review, Please Comment 0 Please Reply 0 Please Recycle
Comments: Jeff - The, Uniform Code requires a weep §creed on all exterior stud
walls.'There is a minimum, clearance required, to paved, surfaces below the weep
holes of the screed (2").
The Aesigned alternate. method sent in by facsimile does not accomplish the'same
objective as a screed that terminates above grade. Moist6re coursing down. the
stucco Nath system will be trapped below grade and eventually cause premature,
moisture damage to the stud framing behind the, stucco system.
Please modify the design to accomplish the literal prescriptive requirements of the
Code.
SIMPSON TEST C-485
DATE OF.TEST 9-1 19-91—
TABLE A
TEST SPECIMEN, 13AHD42 ATERIA~- —12— W
READERS NZA F 'to k
401ST
01-STLME CONTENT
RANGE AVERAGE
PLATES NZA—
TEST kO,. I TEST NO.. 1 TEST NO. 3
L0A0# LEF T., RIGHT LEFT RIGHT LEFT RIGHT'
PRE ~LOAD
L, IXIT 0 .12i'17
ULTIMATE LOAI~ 4418#.* 4418" -4200'
XiND' -or Concrete .crar-ked. Concrete cracked. Concrete crackedl
FAILURE
;Note~loiads-,have already. been divided"by twd'for two PAHD42 test -set7up.
14vi 47W5
MA -A Tf q;d
L9
4rcnce Servic ollalil)v Ass, es
Materials Consulting
Testing 'Engineers,' Inc.
ORT COMPqESSION EST REP ~K RE-0"UEST NUMBER
SAMP!-E NUMEEP G INUMSE-q
()A TE
)JECWT -NAME
yp.r— OF SAMPi-z
Co
N 7~N F R—ZNI CtP (CCNCPE E) SPSCIMENS MACE BY .7, 14UMSEZI y R X
L _ET V -6 6d q I - r- - _:-, W17NESSIE, BY
OAT= SAMPI-4D =7 NO.:.
T? WE SAMPI EM S,
,A TZ REZENED TION IN STALIC7URE
S L'-'M P.
;:=ECi_l UN)" WT., r-Crza
AiR
'R =NTEN17 -/o:
6 FER
I .4
1 A 5,-~
ON. incnes ;I
74' Vw 7 ^C W
5' ~Col
2500 70, CAYS,
REMMOR, il I
SPE-7,.','AENS
E57INGWILL B _jF',QSCAFQQ AF77F-28 CAYS GL4)l :S:
CTM C —io—S6
r :14p 5
R A ED Ey E'
A ),Z,
CMlCR_Vl-& t -LAB Sz;pzR 2811 Adefi ne. S tree". P.O. Box 24.07S. Clak!ana, CalHornia,b46,'13 o (4!S) 835-3142
SAN-,AC'4.^';;A MAMI QVAl l --4 - Va^~'-A-CKI-r-n
3 t-1/8 .55*.
1/4 X 1 TAB
BEND DOWN 78*
2 CS. PLCS- 16 9/16
EMBOSS WILL REDUCE WI DTH,
TO APPROXIMATELY 1 13/16 1 WIDE X 3/8 DEEP EMBOSSMENT 13X 00.171
r-1/2 TYP 9/32 TYP
0 0 0 6
1 15/16
0 0 0
C3
tj
r9ri 7 7/16 1/2
7/8 TYP
STAMP-.AS, SHOWN 1 3/4 TYP
SIMPSON
Strorig-Tie 1/14/94 Ist RELEASE -GM
'S)PAHD42 REV. DATE DESCRIPTION APPR-1 BY
ON THIS SIDE UNLESS OTHERWISE NOTED CONrIDENTIAL TIE 0.. INC.
THIS DRAVING IS THE EXCLUSIVE
SIMPSON STRONG C
OWN
I.- NO VISIBLE Oic PROPERTY Of SIMPSON STRONG TIC TI TLE: PRODUC~TION DRAWING u 2. -NO BURRS COMPANY INC. AND 61AY NOT BE -ts. 3. ALL DIMENSIONS: 1/16 MR. By IIIE No.
REPRODUCED WITHOUT THEIR G. moLINA. 7-7- pj 4. ALL ANGLES: ±11* EXPRESS WRITTEN
.
CONSENT1 SCALE:1-3 CHK. DAIE oi-14-94- ALL BEND.RADIP IT
EV. MATERIAL: 12 GA. G60 (6-699. MIN) DWG. NO. S/PAHD42 PA$0050F
"ERS TE CONSUM NG. ENGINZ
A 6ivision of Testing Enqineirs~i Inc.
June 30, 1993 vork Reqsbiest No. 92002.278
SIMPSON STRONG-TI E COMPANY-INC
P.O. Box 1563'
Sanleandro, CA,:, 94577
All-IMI: Ms. K. Colonias
Wanager; Pr6duct Development.
MPAHD Series Anchor Pull.Out Tests AFUIH 61' 'Wall
Dear Ms.'Colonias-
I a c'oidance with your request, w issed the subject te3t *on Jun'e 'I 1,,A 993. n e.-wkn
TEST PURPOSE
To determine thi,ultimate pull-out loid of the MPA,HD.ainchor ~Vh`en installed in 1990'psi concrete
s amp'le 6" wall.
TEST SAMPLES
Th6-samples tested-weri in conformance With the MPAHD productiondr.aw'ing ittached.,
-PROCEDURE
The samples tested,'Were id6ritical. -Thi~ancho'rs: were1nstalled as illustrated in the attached load test,,
schematic. The concrete was placed avid consolidated in accordance with ACI recommendations. The'
concrete, was, 'sampled and tested in compression according 16 ASTIVI .,Standards. The Iest was
e tr*en'gt 1990 psi
.
(sie the en:'closed~ pirforimed when the. average concrete, compr ssivi :s h- Was -
~compeession.test report).
Each assembly was setup-as slibwn'66,the load test schematic.. Load was,ap~plied at a. slow rate until
failure.
RESULTS
The results art tabulated on the enclosed Table A.
41
rb
6 281 1~ Adelin-6'Street -'P,'0.,8ox 24075 - Oiklaind-, CA 94 23 _(510).855 3142
Sari Francisdd Santa Clara Stocktb/7 Diabl~ Valley Sacramento.
Qualit.vAssurance Services
Awl
Testing 'Engineers, Ime. COMPRESSION. TEST REPORT
CRK PEOIJEST.NUMEER SAMPLE, NUMBER C-995Z el!: 1 ENT - 5 -zM. e 5 0
-Icjt&~NUMSER DATE 21983 07/07/93
:.CjECT,,NAME t-~P E* dF SAMPLE' REG. C 0 N.CR.-E T E :M?SON- STRCNG TIF--PA TST.
_0~ DOOLITTLE DR. /S LEAN
ILE -2: ATTN., Y,,A.RrN COLONIAS
*;.cPLIeR (CC)NCRE7E) SpEc;mrzNS -MAOE, 5~( X NUMBEF R17 GHT , AWA Y READY mix W71NESSEDBY-1 S. PAYNE, TE- 223 DATE SAMPLED
:KET NO.- TIME S~MPLED 05/19/93 214234 8 * 15A DATE~ RECEIVED 'M ~CATION IN STRUCTURE SLUMP 05/20/93
FRESH UNIT WGT. PCF- '~iH CNITU BLOCK TEST WALLS ,LOW CXU AIR. TEMPERATURE OF 'ST WALLS, HPA-111) 2 2 HAI4GER TEST P~LNZLS MIxruRE TEMPERATURE OF.' iALL (1 ) MED (3)LARGE(3), CMU HANGER AIP CcN-FNT 0/0: IRT nr-,v N
F TESTED
!05/24/93 i05/2-7/93 ;1 06/03/53 1 0*6/11/93 1 06/11/93 0 6/11/`9.3 NI.NSER
4F. ~4A !45 'Ic i4D 4E FK SPEC;:MEN
A. sq. incnes i28.O NATE LQ~D, lbs. 137000 i 42000 :,4 Soo 0 :5_6woo 54000 1570.00'
IMATESTS...1si.
;.:;AGE.STk. psi- 1 13 2 0 1500. .1.17110 !2000 119,30 2040~
11990
MSTED,~ DAYS
!15 ;23 123
UNIT WEICNi; Oct.
!FIED STREXIST.H. Xt
LSPECIMENS NC)T~SCHEOuLEQ FOR"TESTING WILL BE DISCARDEDAFTEq 28.QAYS QLQ1
'MARKS. SAMPLES TESTED, IN ACCORDANCE WITH ASTM, C-39-86 ,cc
REVIE'vVEI) BY
'YOUNG F. DAVIS
CQNCRETE~LAB SUPERVISOR
2814 Ad.elire Stre~n, P.O. Bcx 24675, Cakl~a~, Califcmia:94623 - "(5-10) 835-3142
qAAJTI A0A IfAt I CIV
LN
'Po
1 TNG ENGINEERS TE,_CONSUL
..A Div isioKof lesting Engin
Audust 17, 1992 Work Request No. 92. 002.070
SIMPSON STRONG--ht..
P.O,. Box, 1568,
San Leandro, itA. 9457~
ATTN: Ms. K. Colonias
Manager. 'Product. Gevelo pment
SUBJ: MPAHD Series Arichor Pull~vut'Te5ts (Full),:
Dear Ms. Colonias.:
In accordance With you r request, we haiie. performed the subject tests on July 22.1 S92.
TEST PURPOSE
ihi the Ultimate pull-out. lb'd',of the-MPAMD anchor when installed in 2360 psi concrete To determ a
sample.
TEST SAMPLES
the sim ance'with the MPAHD production draWihg attached. pies tested were in conform
TEST PROCEDURES'
The testdd:were identical. -The anchors were ihstal!ed as illustrated in the attached load test
schematic. 'The concrete was placed and, consolidated.in, accordance with ACI recommendations., The
concrete' was sampled and 'tested in 66mpresiion'~ according. to -'ASTM Standards. The.test. was
performed when averaige concrete compressive.-s''tren'th was: 2360,pSi see'.the enclosed,cof~npression 9
test report.-
Each *s 'mbly was setwup as shown vft;the load test. schematic. ioid was applied at the same slow - a se
rate, until failure.
9 7.
Adeline Street P.O. Box 24075 Oakfandi CA 94623 - (415) 35-3142r
tan, F'ra~cisco. SaNa Ciara Stock o Valley Sacre mento
M O.,
OMPUTATIONS,
SIMPSOWSTRONG-TIF~ comOA NY, INC.,
1450 Doolittle or.,,, San Leandro, ~CA 94577 (510) 562-7775, 'L'OF N SHEETS
DATE- PROjE
BY., CHK: SU,13JECf.
.........
v
F
7/7
A4,
MAY-13-9T TUE 10: 25 P. 61/79
SIMPSON TEST C-8:46 J[DATE OF TEST; 7-22-92
12 ras .108 SCIMEN: MPAHD42 Full =XATE-R=IAL_. <
)ERB: See attached detail
JOIST:
ISTURE CONTENT.
NAILING RANGE- AVERAGE
HEADiRS: N/A
JOIST:
LOAD# LEFT RIGHT LEFT RIGHT LEFT RIGHT
PRELOAD
LIMIT ..12S$f
ULTIMATE 11000# 1100-Go, .11000#
C-
Aidbh, TEI*~CONSULITING ENCHNEERS'
-A'90isi-06 of Tisting,* n9iheers, Ine.
Work' August 17, 1992 Request No. 912002.071,
SIMPSON STRONG-TIE
P.O: Box 1588
San Leandro; CA 94677
ATTN Ms,. K.~ Co loni a s
Manage'r..' r6d ct De'elopme,nt -P U v
SUBJ; MPAHD Series Anchor Pull:out Tests
..(Insialled*on a Corner)
Door Ms. Coloni6s:
In accordance with your request, we hive 0eiformed the su~ject tests,on July 22, 1992'. 7
TEV1 ''FURPOS
To determine the ultimate pull-out load of the MPAHD inchor when installed, in, 2360~ psi concrete-
% sample,
TEST SAMPLES
The .6aMplesfested were in conforrhimce' with the MPAHD production drawing attached.
"TEST PROCEDURiS
The samples testedwere. idehtical: Tfie anchors were installed as illustrated in' the attached load test.
sthernatic. The concrete was pla6ed, anid,co'nsoUilated inaccordance. with ACI.rec'ommendations. The
4, concrete:was sampled.,and tested in cornpression accoiding to ASTM Standards. The test -was
P.Orformed when,average concrete compressive s1:rir?th,.was*-2360 psi; see the enclosed compression
test report.
Each assembly was seV-up as shown on ~the load test schematic. Load was'apolied at the same 'slow
rati until failure.
A
2811 Adetine Street.'- P.O. Box 24075 Oakland, CA,94623,-'(415) P5-3142
San Francisco Santa Clara - Stock!oln Valley Sacrainento, ..Diablo
t, [HEADERS: N/A
JdiST.
TEST NO. I TEST NO. 2'
L J LETT -RIGHT LEFT RIGHT
7
'P. RELOAD
0 -
LIMIT 0 .12511
ULTZMATE 11600# 11040#
iIND OF Concrete cracked Concrete cracked
FAILORE and broke at-one and broke at one*
corner. corner.
w ''L6 est ultimate 11049(a/ 3 1840#
..:ki;grage ultimate 11413# 2 5707#
TEST NOO 3
simpsoN I
~:dPEC
ERS
WE IV-il I I vv/ ~v
Quohiv Assura,
Alaterials k
TeVing Engirleiers, Inc.
COMPRESSION TEST REFORT
W6RK NUMBER SAMPLE NUMBER r- m:;;t Cl I RUM- 2 lug q 1 1 Agnq
PAOJECT'NUMSER DATE 21583 07/22/92
PROJECT NAME TYPE OF, SAMPLE R EG. CONCRL
StMPPN STRONG-TIE CO'
iUP,P~IER (CONCRETE)
01X~. NUMBER RIGHT-AWAY
121
ATION IN STRUCTURE
',SETUP TYPICAL INSTALLTION~FORM
S LIES, 30 TOTAL.SA.KPLES-AT R-;-D AREA.
SPECIMENS'MADE BY J. DURAN, TEI WITNESSED BY,
DATE SAMPLED 07/16/92 TIME SAMPLED' 1 4 7:40AM DATE RECEIVED -- -1 . . _07/17/92 SLUM P D FRESH
AIR TEMPERATURE OF
MIXtURE,TEiMPERATURE'QF.:,
AIR CONTENT
IAW r
NlJIVID& 07/2i/92 '07/22/92 07/22/92! 07/22/92 k '.'- 3 A' 3B .3C 3D 1ARK'SPECIMEN
Im SION. im0as 6X12
LTIWn L~AD. lb& 28.0
61000.: 67600 ~65000
LfimATE sm, psi
lEAAGE VR., -psi ~218.0 2390 2360 2320
5E TESTM, DAYS
6
ly umrt *MONT. go
pRomm. ON
MENS NOT SCHEDULED FQR TESTING WILL. AFTER 2815Y~(~XD
EMARKS: SAMPLES TESTED IN ACCORDANCE ~WITH ASTH C-39;~~86
REVIEWED.AY
YOUNG~.F. DAVIS
--LAB SUPERVISOR CONCRETE' 076, Oakl 281.1 Adefirte' Street, P.O. Box 24 and, CalilomiaWM - (510)$3$.3142
SANTA M Al2A .,'rd&Oj in Val, O'CV, - VA~IOAIJCLVW~
N
Work Request No.92002.279 June, 30, 1993
SIMPSON STRONG-TIE COMPANY. INC.
P-0~ Box 1568
Sen. Leandro, CA 94577
ATTN Ms. K. Colp~nias
Manager. Product Development
SURJ- HPAHO Series Anchor Pull-Out Tests (Full) 6" Wall
Dear Mt. Colonias:
In accordance with your request, we,witnessed the subject tests on,June 1-1. 1993.
4
TEST K)R
m th' ultimate p' -o't loa ; d of the HPAHD22 anchor when installed in 1990 psi concret e` To deter 'i e ull u
sample 6" wall.
-TEST SAMPLES
J
'The-samples tested were in*conformance with the HPAHD22 produ6tion~,drawing attached.
MOCEDUR
The sample$ tested were identical. The anchors..Were installed as illustrated in the attached load test
-4 sr. ernatic. The concrete was place&.and consolidated in accor4ance with ACI recommendations. The
Standards, :The -tests were concrete was sampled and tested in,.compression accordin'g:to ASTM
n e n performed whei the average ~con.crete. comprotsiVe str, noth was 1990 psi (see the. e* closed
compression test report).
Each assembly was setup as shown on the'load test schematic. Load -was applied at a slow rate until
failure. Sei. Ph6toi .1 and 2 for the, test assembly -before and,after the failure'.
AESULTS
-tabulated on the ~inclosed Table A, ~Theresults are
i iut iu-,l.) r. 10/ 4V
Simpson Test #. D187 67) 60
Date'Of Test: 06111/93
TABLE A
TEST
SPECIMEN: HPAHOZZ 6" Wall MATERIAL: 10 GA
HEADERS:
JOIST:
MOISTURE CONTENT:
HEADERS:
JOIST:'
tESTNO.1 TEST NO. 2 TEST NO. 3
No. 3NQ K REOUEST NUMBER SAMPLE.NUMBER
M— eti-ENT s i-me 5 a
P JECTNUMBER DATE 21983 .07/07/93
PAC
(IMPSON
JECT NAME TYPE OF SAMPLE REG. CONCRETE
STRONG TIE—PA TST
L45.0 DOOLITTLE DR.'/S..LEAN
ILE #:ATTN: KAREN COLONIkS
~LIER (CONCRETE) SPECIMENS MADE BY f ulkpl! i 4UMBER RIGHT-AWAY READY MIX WITNESSED BY S.. PAYNE, TEI
223~ DATE SAMPLED
',ICK:T,NO.: TIME SAMPLED 05/19/93
214234
-DATE RECEIVED 8 .1 5AM
'00 TION IN STRUCTURE SLUMP' 05/20/93
,PIG C14U BLOCK-TEST -WALLS -(5), LOW CMU. FRESH UNIT WGT PCFi,:
ES. WALLS, HPAHD22 HANGER TE ' ST PANELS AIR TEMPERATURE~OF
MIXTURE TkMPERATUREV: L(3)MED (3)WGE(3), CMU,HANGER AIR CONTENT O/o:
!~Aii `~IFBTED,
.NU _R 9F 05/24 /93 015/27/93 0.6/03/93 06/11/93. 06/11/93 06/11/93 H,
YARK'SPECIMEN. 4A 4B 4C 4D, 4E 4F
6. IM': E NISION, inches
AR .FA~sci, inches 28.0 PLTIMATE LOAD. lbs. 1.37000 0000
:
1 48000 56000 54000- 57000
ULTIMATE STR_ psi
AVERAGE STR., psi 1500 1710 2000 19 3 0
1990
AGE TESTED, DAYS 5 8 '-2 3 23 23
DRY UNIT, WFIGIfT,
SIPMR6 3TUNGTH, PW
jim ~io ot IUL IVI~)4;
A . IN&
It
Ong Engineers, Inc.
I 1 '1/ '?v
'Quaht.v Assurance Services
Woleriols Consulting
COMPRESSION TEST REPORT
SPECIMENS NOT SCHEDULEO. EQR TFST~I ______E . NG WILL BE.DISCARDED AFTER 28 DAYS OLD
REMAFIKS:SAMPLES -TESTED IN ACCORDANCE WITH ASTM-C-39-86
cc:
REVIEWED BY
YOUNG F. DAVIS
CONCRETE LAB r SUPERVI'OR
28 11 Adeline Street, P.O. Box 2A075, Oakland, Caldomia-9423 (510) 836-3142
'SANTA CLARA - MONTr DIABLO VALLEY -,SACRAMENTO ;REY
1 /4 YP (3 T yp. 1 -1/32
'all CI 3/9 DP. X_ 11 Pass
EMBOSSMFNT WILL
f
'7
REDUCE WIDT" TO
9/32 (lyp 1/4 TYP APPROX. -1 31/4
27 011/64
20's STAMP AS SHOWN
5 1/4
TYP
4X 09/16
I I
.
/4.
_T =D
cc:
rr,
24 116 ±1/16
'23 7/6 ±1 / 16 .<4 1/4) SU~FACE LINE S TMO 3±1/0
22 112
1 -7 5 AMP A S SHOWN
SIMPSON
- 0 1 . I . ~ Strong-Tie
HPA
3/0
2 1/16
T
L , 07/11/90 NER VAS lcB mt
-REV. DATE DESCRIPTION WPM sy
>
E ji
0
0
UNLESS OTH ERWISE, NOTED
1.. Nil. VISI BLE. OIL
NO BURR
.
S
ALL DIMENSIONsi 1/32
ALL ANGLESs ±10
45. MATERiALI 10 GA. (.129 MIN) GALVANWED
CONFIDENTIAL
MIS 1 DRAWNG tS THE EXCLUSIVE
PIWCRTY (W SIMPS014 STRWG TIE,
C011PANY INC. AND'HA* 14UT RE
REPQUDUC'EC WITHOUT 'THEIR
EXPRESS WRITTEN CIONSENTO
IOWG. HP'!V00lFF *I
simpsotf. STRONG-TIE CO., INC.
Tl-ftf:-~ PRODUCTION DRAWING
c:
- Dk. BY. EROL FOX-- vic NM 962.
SCALE, I 4rl" DATE (3-6 -86
REV. F I HPAHD22 0
I'lM 17 1.)-U.f JUE IIIUC
W H : 7 R: .-506 hl /A~.,
OAD LOAD I am=
io-co 67000
21 0 0 0 250001 2.5 a 6800d, 3078
.3000 i36 36000 1630 69000 3 1&2 4
37000 1675 70000' .0
5obo Z26 1-,2 1 0 711000. 3214
6000 272 79000 1766, 7 2000 117 -1
7000 17 40006 is" ;73000 .2305
$000 . 3 C2 410oo 1866 74-000 2250
9000' 407 42000 19 01 75000,
453 '3000 947 76000 a440
4 . 000 9 2 PP 0 A a 6
u 0 3 45000 2037 08000
'1 3000- 589 4 6000 2082 1900() 1.576
14 0 0 0 634
ZB 8,0,000 3c:2
679 4$000 2:13 .81000 3.667
i6000 724 49000... S2000 3 712
OCC. 77.0 50000 "R 3 6 C), 7 5.7
13 010.0 q o o 84000
.52.000 :!2 54' 8.5000
20000 53000 1~ .1 0 9 a 6 o o 0,
4 5 S700'0: c 3 B
:2 0*0 0 =5000 2.490 SBOOC, 2984
23 1 coo 4 i 5 'S o o 2525 40
'
29
4 0-74 2.4 DOC. a 6 '7000 o 0 O'b 0
5 0 DO 2 .5SOO 0 9-1 00,0 '42.20
2 6000. . 77:- 59,000 2671 1 52 0 0 0 4 2. E 5
'77 0 0 0 60000 -~i 6 : I 0 0 0
2 S 0 0 0 6 8 6 2.1 0.0 c 7.7,61 94000 4 2,c 5
2SIQOO 62,0 0 0,"/, 0 '00 '50 4:3
3,0000 6:3 0 0 2 2 96000 4346
-
'z 0 0 C 2.4 02 6400C 4 Al. 3 6 2 0 0 0 i44.5 6,5000 9 B 0 0 0
3 0 0 0 1194, 66000 :2 9 S-8 .09000 &4 F
-10 D f,14
S PSON C-848 TABLE A7—]l ATE.OF TE ST . 1-22-92 TEST IX
LF ;=77
EST SPECIMEN: HPAHD22 -Full )MTERIAL: 0 GA*. .138 [T
11 HEADERs See..attached detail
FIT 0 1 _ST
MOIST RE CONTENT NAILING RANGE AVERAGE
EADERS.: N/A
TEST.VO. I TEST NO. 2 - TEST NO. 3'
LOAD# LEFT RIGHT LEFT' RIGHT LEFT RIGHT
PRELOAD
-0-
LIMIT @ .12510
ULTIMATE. 15470# 154.7 0 17670#
KIND. OF
FAILURE
Concrete cracked-
and broke off at
top'of-block.
Concrete.cracked
and broke off.at
of block.~
concrete cra~cked
and broke offmat
top of block.
Lowest ultimate 15470 3 51!57#
Average ultimate 16203#
le
I jr7il .,I,) Of IUL,11'VV
Quafit,v Assqrance Service5
Vaterials' ConSUII.ing
Testing.fn gin ee rs, Anc.
Z. COMPRESSION TEST REPOFrr.-
WORK REQUEST NUMBER SAMPLE NUMBER
PROJECT'NUMBER DATE'
1 215832~
PROJECT NAME - TYPE OF SAMPLE REG. CONCRETE.
SIM.PSON STRONG-TIE CO,
SUPPLIER (CONCRETE), SPECIMENS MADE BY. RIGHT-AWAY DURAN,, tEI MIX NUMBER WITNESSED, BY J21 DATE SAMPLED* 07/16/92 TICKET NO., TIME SAMPLED 7.40AM 81830 DATE RECEIVED -'LOCATION IN STRUCTURE SLUMP 07/17/92-
TEST`-SET UP TYPICAL INSTALLTION'FORM FRESH
AIR TEMPERATURE OF SAMPLES, 30 TOTALISAMPLES AT -R-D.AREA. ..M.IXTURE TEMPERATURE "IF: ---
AIR CONTENT O/o:-
DATE TEST ED
07/21/92 07/22 /92 07/22/92 07/,22/92 10 NUMBER
3A' - 3B 3C 3D-,- MARK SPECIMEN
DIMENSION. in0es
..6XI2
AREA. sq. inches 4
ULTIMATE LOAa Ift 28..0
6.1000 67000 66000 65000 .
ULJlMATi STR.. psi
~-'2180' .2390 2360 23,20 WERAGE STR.. Psi
A,d;E TESE D, DAYS
My 1017 WOORT, pd
[SPECIMENS NOT SCHEDULED FOR TESTING WILL BE DISCARDED AFTER'28DAYS OLPJ
REm AsKpl: ZAMPLES TESTED IN.-ACCORDANCE WITH ASTM C-39-6-86 CC:
-REVIEWEDAY
tell
DAVIS' YOUNG F.
CONCRETE LAB.SUPERVISOR 281.1 Adeline Sl.reet,' P.O. Box. 24075. Olakland. Caldornia'946M~ - '(5,10) 835-3142
SANTA CLARA - DIASLO VALLEY - ~$ACRAMENTQ -'MONTEAFY.
1.0/ 40 MAY-13-97 TUE 11:07 ... . ... ...
TV CONSULTING ENGMEEERS
A DlWsiw of Toofin Eriviawri, Inc.
J]n 17 1 f, I UL I I VO,
7z
U LT i N 1,G, E M CONSTI NGNEERS
,A Division of Tes I
ing Engineers, Inc..
Se'pte.mOer 23, 1993 Work. Request Numbir 93085.021
Simpion Strong -Tie. Company, Inc:
-."P,O, Box 1568
L eandro, CA 94577
ATIrN.- 'Mr. G. Summers-
Mbriager; Testing,
tOBJ: - HPAHD!2 Holddwn Pull-Out. Test
(Corner, Installa - ftn,'6" Stem Wall) 4,
Dear Mr: Sumniirs:
In, accordant
.
e.with your r equ e3t, we h ave withessed thi subject.-teits on July 28, 1993.
TEST~ PURPO-SE
To determine the ultimate pull-out'load of the kPA-Hb22 tioldown f rom approxi m'at6ly 2750.psi. conc, r.ete
sample (installed on the,corners).
TESTSAMPLES
The. samples tested were im, conf6rman ce. with the attache6 drawing HPAHD22.
TESf PROCEDURE
-attached load -test The samples tested were identical. The'holdown's installed -as illustrated in the'.
-schematic. 'The con c riete'was placed. and consolidated in accord ante' with A CI re.c orn, mendati ons.. The
~'conciete'was sampled ind tested in 6omp~essionl according 'tS'ASTIVI *The - test was Standa'rds.
re performed when average concrete compres~ive Stre gth was 2750 psi; see*t,Ke enclosed,cot~np ssion
test repon.
"
Each assembly,was set;up as showh'on the load-lest sc hematic. Load was applied ata zloWrate until
-failure..
A. RESU
The results are tabulatea on the inclos:6d -Table A.
ns regarding t is re'port rnay e If you ~ave any questio hi be, 6f further s rvice to you,'please'
I contact the'undersigned,
0
44, ^Y Sincerely,
TEI CONSULTING ENGINEERS. INC. IT. , I ,
No. 48
Ahmed M'. Rashed.,Fh.D:, P.E. P. Se X. mor Associate Engineer d. C
x 2811.Ade,l1ne,S,tr6et Bo -,Oakland, CA 94623 (510)'835-3142
San Franc,,s:co Santa Clara Stockton 0~iablo V 11 S6-rsrn i nto a.0 e.
-70 16 n_
SIMPSON TEST #: D329 TABU A DATE OF TEST: 7128193,
TEST SPECIMEN,: HPAHD22 MATERIAL., 10 GA 0.~12!.)
ANCHORAGE: Concrete Block 1*7 F20 tp. i
TEST NO. I NO. 2 TEST NO-. 3
L~
LOAD LEFT RIGHT LEFT RIGHT LEFT RIGHT.
PRELOAD
ULTIMATE- 105000 11580# .11500#
KIND OF. FAILURE Concrete cracked and-failed
along upper corner of block
noar strap.
Concrete cracked and failed
along upper comer of block
near strap.
Concrete cracked. and failed
along upper corner of block
near strao-.
MAY '13-97 TUE 11:10 F. 2 (/0
Qualit.v Assurance Services
Nfatericls Cem;ultinz
Testing, Engineers, Ine. COMPRESSIO . N TEST REPORT~
4ORK REOUSST NUMBER' SAMPLE-NUMBER -
7 -4110 5 e
ROJECT NUMBER DATE 07/30/93
C;CJECT NAME TYPE OF SAMPLE.' RE.G. CONCREI.J.
STRONG TIE-PA TST
.-t5o DOOLITTLE DR./S.LEAN .
FILE- #:ATTN.: KAREN,COLONIAS
'_FPLIER (CONCRFTE)
lIX.NUMBEA RIGHT AWAY READY -MIX
SPECIMENS MADE BY
WITNESSED BY M. KN_C,WLE5,-TEI
12'' DATE SAMPLED
;CKET NO.: TIME SAMPLE'r) 0.7/22/9
1
.3
206797, DATE RECEIVED 12'45PM
'.*~'CATICN IN STRUCTUPE SLUMP 07/23 /93
FRESH U;IT3ie.'PCF=
5 CMU'WALLS, 6 PANELS (3'X.33'Xi'), 12.' AIR TEMPEqAtURt 'F
~'?ANELS (1-".Xl-'Xl,l AND,21 VARIOUS SIZE MIXTURE TEMPEAATUFlE7k,- -
,?-%NELS AIR CCNTENT C/o:. 78
ATIE TEMD
NUMBER ,
I . - - i 07/27/93 j I * , .07/28/93 07/28/9 1 07/28/93 07/2'8/93 07/28/93
ARK SPECIMEN _6C 6D 6E
MENSION.. inches.
;F-A.f so. inches,,
:7 MATE, L, 0, AD. lbS.. 1 28.0
'65000 79:000 75000 75000 79000 77000
7WATE ST9., psi . 1 2320 2820 2680 .2-680 28.20 2750
Ez(AGE STR., 2750
' E 7, ESTED. DAYS .
. 1
5 - 1
6 6 6 6
T VNIT WilGHT. od
Mm STRENGTH pw 2000 -----------
LSPSCIMENS NOT SCHEDULED FOR- TESTING WILL SF= DISCARDED AFTER .28 ~_Qupj
_.yARK$: 'SAMPLES TESTED I N ACCORDANCE WITWASTM C-39-~86
CC.
RETED BY
y
YOUNG F. 'DAVIS sUPERVISOR CONCRETE LAB
2SI 1, Adeline Street. P.,0_ftx.24075, OWand, Caildomia W23 ~(516) 835-3142
SANTA CLARA QTASLO VAL . LEY - SACRAMENTO'- MONTEREY
4
c r
24 1/8- 1 16
.23 7/8 ±1/16 . .........
SURFACE L I NE STAMP (4 1/4),
22
Jw
STAMP AS' SHOWN
SIMPSON
-Strong- Tw
HPA
NER-393 1 11/16 5 1/4~
TYP
jva 1 3/4 T YP
It 1/32
&
3/8, DP.- X V BOSS JS EMBOSSMENT WILL
RPDUCE' A-4 MTH 7 11
4X 09/16 140~R,' T.YP' -1/ 4' TYP -APPROX. 1 -3/4
7'
T AMIP' As~' SHOWN
z
E 07 11/90 NER, VAS ICED ME
Rf V. 04 TC DESCRIPTICIN APPX BY
o. T CONFIDEPITIAL -simpsoN STRONG-TIE C lJNl.rSS 0Tl(FPV#'lSR -NOTED THIS.DqAVING IS THE EXCLUSI~~E
NO
PROPERTY llf-~ SItIPSOtt SM3116 TIE MCC- PRODUCTIOWDRAWIFIG - _F_ OIL COMPANY JIM: ANT) MAY 110T BE . r No" BURRIS I`*- ly EROL. F(fX DIIE'No. 962: AcpRoDucca VITHOUT THEIR -ALL DINENS101,IS!-f 1/32 cw
SCALE- PtAlr 4. ALL AMGLES: tl' EXPPESS VAIT'rEf-I CONSUITI 4 8 - 6 -::86
RIAL; 11) GA. C I M 111) GALVANIZED 'D. MATC - Wei. fin. F MODEL I Q-' HPAHD22 HP$001
AAY,~13-97:TUE'11'-10 4
7- )460
COMPUTATIONS
SIMPS0,k'STR0NG-TIPl COMPANY. INC.
14w Doofinle'or, San Leandro, CA 94577 (510)56 , 2~7775 NO. S~fEETS
C)AfE,' 15~? P9bJEC--T J~PAh
By. C H K: SUBJECt 7
4r
-4-
47 %7", I=e Z~~7-%
47F
k ry
OT
..... .....
jini IJ 0 1 1 UL L 1 4 L rl;l 6- V,~e~v ^j !S.,
6,31
A Division of Testing Engineers, Inc.
August 17,1992- Wcrk,,R6ques't No.'92002.07.3
SIMPSON =ONG-TIE
P-6i Box .1568
San Leandro, CA 94577
ATTN; Ms. K.-Colonias
-Manager. Produtt Development
SUBJ: HPAHD Series Anchor Rull-oul Tests
(Installed on a Corner)
Dear Ms.'Colonias:-
we' J ly 22. 1992. in accordance, with your,requett, have- oerformed the subject tests,on u
TESTPURPOSE
To determine tWultim6te pull-out~ load of the HPAHD~2, anchor when installed in 2360 psi concrete
sample.
TEST SAMPLES
the -$amples tested were in* conformance with,the HPA,HD22 produklion drawing- alt 'ached.
TEST PROCEDURES
The samples tested weire identidal. - Thi anchors"were installed as illustrated in the attached load test.
schematic. The.concreti Wiis'placed'and consolidatedIn accordance '-with ACliecorrimendations.- The
concrete, wai sai-hpled and tested in',compression acc-ordir vg to*ASTM Sta
.
ndards. T
.
he test was
performedwhen a~erage strength wa's 2360 psi;,see the,enclosed cornpression
test report.
.Each assembly was set-Lip as shown on-thel~ad'testschlem'aitic. Load ~W`as applied, afthe same. slo~v
rate uhtil failure. See.,Photos I and 2 for Vie test assemblybefore and after the fai lure.
Oakland,.CA 94623 (415) 835-3142 2811 Adeline Street P.O. Box N075
San:'Francis.co Slanta Clara -..Diabio Valley, Sacramento-
MAY-13-97 TUE 11:13 V.37/43
SIMPSON T C-849 DATE OF TEST: 7722-92 0 1. EST
WIXEN; HijAHD2 2 Corner MATERIAL: 10 GA: .138
see attached detail
ST;
MOISTURE CO)ITENT
NAILING RANGE AVERAGE
READERS: N/A.
~m =ITOIST.
~TEST NO. 1 TEST NO. 2 TEST NO. 3
LOAD# LEFT RIGHT LEFT RIGHT LEFT RIGHT
PRELOAD
-0-
LIMIT @ .125 L
ULTIMATE 15460# 13253# 16000#
KIND OF
.URE Concrete cracked
along top of
block.
concrete tracked
along top of
block;
Concrete cr
*
acked
along top Of
block.
Lowest ultimate 13253 (2 X 3).= 22084
Average ult'imate'= 14904# 2 7452#'
WI
MHY-1.1 J~~: f I ut I 1 14 q-5
QualdvAssurance Services -
Nfaleri . 615 consu'llil7g
jesting Engineers, Inc.
COMPRESSION, TEST~ REPORT ,:
'W09K'RE'QUEST NUMBER ,,SAMP L E NUMBER
PROJECT NUMBER OATE 07/22/92
PR.OJECT NAME TYPE 0 1 F SAMPLE REG - CONCRETE
SIMPSON STRONG—tIE CO
0
'SUPPLIER (CONCRETE) SPECIMENS,MADE BY
MIX,NUMBER AIG'HT!--AWAY J. DURAN,.TEI WITNESSED BY, 121 SAMPLED 07/16/92 TICKET,NO.' - _'l . I :82:830 TIME SAMPLED 7-40AM DATE'RECEIVED 07/117/92 LOCATION IN RUCTURE SLUMP
'FRESH zFD
TEST~SET UP TYPICAL,,INSTALLTION.-FORM AIR TEMPERATURE OF. SAMPLES, 36~'TOT-AL SAMPLES AT ~R—D AREA MIXTURE TEMPERATURE'R:
AIR CONTENT,Q/b:
OAS TESTED
07/21/92. 07/22/92- ~07/22/92 0,7/22/92 10 NUMBER - 3A 3B MARK SPECIMEN
DIMENSION'- inches 6X12
AREA. inches 28.0 ULTIMAtE LOAD. Ib3.1 6100.0 67000 6600,0 65000
ULT14ATE' STR.. psi
AVERAGE PSI" 2180 '2390, 2360 2326 ,'
A49 TESTED, DAYS
4 6. 6.
any UNIT WFIGHTj od
IVIMM STR&M. po
;'NOT SCHEDULED FOR TESTING WILL BE DISCAR DED-AFTER 28 :D:A:YS =0L0
REMARKS. ,SAMPLES TEST.tD IN ACCORDANCE WI-TH ASTM C-19-86.
cc:
REVIE
YOUNG:, F.. DAVIS
'CbNCREtE-'LAA SUPERVISOR
2811 Adeline Strom. -P.O.'Box 24075, Oakland, Californig 94623 e (510) 0&3142 Ilk 44 ,
tmu CLAAA, - VALLEY - SACRAMENTO -,MONTEREY
ICI30 Evaluation Service, Inc.
0 5360 WORKMAN MILL ROAD e WHITTIER, CALIFORNIA 90601-2299
A subsidiary corporation of theinternational Conference of Building Officials
EVALUATION REPORT EFI.5202
Copyright 0 1996 IC80 Evaluation Service, Inc. Issued June 1, 1996
Filing Category: FASTENERS—Screws (066)
DARTSO BRAND SELF-DRILLING/SELF-TAPPING STEEL SCREWS
COMPASS INTERNATIONAL
POST OFFICE BOX 4876
ANAHEIM, CAUFORNIA 9211103
1. Subject: DARTSO Brand Self -Drilling/Self -Tapping Steel Screws
11. Description: A. General: DARTSO Brand screw fasteners are
manufactured from beat-treated steel and have a coating consisting of
phosphate and/or electroplated zinc. Screws are seff-drilling/self -tapping
steel screws available in various nominal shank diameters ranging from
0. 138 to 0.250 inch (3.51 to 6.35 mm), with nominal shank lengths vary-
ing from 7/16 to 11/4 inches (11.1 to 32 mm) with smooth or knurled
shanks. The screws are available in head styles of pan, hex washer head,
pancake, flat, wafer and bugle. The screws comply with SAE J78 and
ASTM C 954.
Allowable fastener loads are as shown in Table 1. Allowable values are
for a single shear connection consisting of two steel sheets of the same
material type and thickness. Steel sheets must conform With ASTM A 653
SO Grade 33 with a minimum 33,000 psi (228 MPa) yield strength for
minimum uncoated thicknesses of 0.0359 inch and 0.0478 inch (0.91
mm and 1.21 mm). and Grade 50 with a minimum 50,000 psi (345 MPa)
yield strength for minimum uncoated thicknesses of 0.0747 inch and
3.1046 inch (1.90 mm and 2.66 mm).
B. Installation: DARTSO self -drilling/self -tapping screw fasteners are
installed without predrilling holes in the receiving member of the connec-
tion. Fasteners of No. 4 through No. 10 screw diameter must be installed
with a screw gun having a minimum speed of 2,500 rpm, with 1,800 rpm
for fasteners of No. 12 and 1/4-inch screw diameter incorporating a depth-
sensitive or torque-limiting nose piece. Installed fasteners must protrude
through the attached members three full threads beyond the attached
members. The connection is for fastening of studs to tracks, studs, truss
numbers, or strap bracing cold-formed steel members complying with
Section 2230, Division V, of the code. The distance from the center of a
fastener to the edge and end of a stud or track shall not be less than three
times the screw diameter. The minimum edge and end distance from can-
necfions subjected to shear force in one direction only may be reduced
to 1.5 times the screw diameter in the direction perpendicular to the force.
C. Identification: Fastener heads are marked with the Compass lntema-
tonal logo as noted in Figure 1. Each box of fasteners has a label bearing
the DARTSO brand name. fastener description, head style, size, point
type, length, quantity, country of origin, ICBO ES evaluation report
ER-5202, and screw gun RPM recommendation as noted in Figure 2.
111. Evidence Submitted: Report of shear and tension tests in accord-
ance with AISI CF92-11; calculations and product description.
Findings
IV. Findings: That the OARTSs Brand Self -DrIlling/Self -Tapping
Steel Screws described In this report comply with the 1994 Unitann
Building Code-, subject to the following conditions:
Fasteners are Installed In accordance with the manufactufor's
Instructions and this report.
Allowable shear and tension values comply with Table 1.
Allowable loads shall not be Increased due to duration of load
such as wind or earthquake forces.
This report Is subject to re-examination In one year.
Evaluation reports of lC80 Evaluation Service. Inc.. are issued solely to provide information to Class A members of 11780, utilizing the code upon which the report
is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorrement or recommex-
dation for use of the subject report.
This report is based upon independent tests or other technical date submitted by the applicant. The lC80 Evaluation Service, Inc., technical staff has reviewedske
test resufts andlor other data, but does not Possess testfacilities to make an independrnt verification. 77icre is no warranty by lCB0 Evaluation Service, Inc, ezprm
or insplied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchawabft.
Page I of 2
WrrH
1AAA
PART NO.:, 73
SIZE: 12= HIM WASHER
2vP
SELF-DRILLING, #3 POINT AV
OTY' 21M
N.W.: 35 LOS SCA6
G.W.: 36 LOS LSO ES REPORT NO.: SF
NADII!NTAMA~ wu 2W "M SMEWWN
Oiage 2 of 2 ER-5202
*ABLE 11-~-ALLOWABLE SCREW LOAOSI.2
Gage of material,in contact with screw head
Ga go of material not in contact with screw head
For St: I inch = 25.4 rm. I lbf 4.45 N. I psi ~6 6.89 kft
'Steil memben shall coinforrn to Section'2230. A3. of the code.
20 SL 19 xa-~-ASTM A 653'Grimie 33 S.Q. with a htinimum of 33.000 psi yield strength
16 SL 14 ji. 12 Sa--ASTM A 653 Grade 50 S..Q. vAth a rninimum of 50.000 psi Yield strength.
.2AIlowable screw loads we based on test rnethods provided in AIS11 CF 92-1. 'Test Methods for Mechanically Fastened Colt!46mbed Steel Connections.- Safety factor
2.1
.3iD Self-drill point'
20 20 Is Is 16 16, 14 14 12 12
WEEL CONNECTING GAGE THICKNESS (in) oa359. CLO339 060478 0.0476 0.05" 0.0596 &0747 0.0747 0.1046" 1 0.1046
33 33 _50 so so MATERIAL
Dimmm Ift" O.D.- Point 86 "L on) (in) TVp@3 Shm, Twision ohm Ter"don sftw TWWM 1110mi Tormlon Sh. T.W.
06 .0.138 03M SID 02 168 81 1 251 138 423 :231 452 2-10 436 320 08 0. 164 0.322 SD 412.3 222 93 330 143 458, 302 533 352 534 363
010 U.IVU VJ64 3u wzj ZZ3 Ili 135, 9 L 230~ 624 337 575
#12 0.216. .0.398 SID #3 232 123 -326 141 622 294 -829 379 894* 497
1/4 inch 0.230 0.490 ~* SID #3 242 .120, 351 137 689 219 920 386 1. 1 (r-' 591
ESGII Corppration
Profession,%tP&~' Review
DATE:, October 17, 199T Q. APPLICANT
t —JURIS.'
JURISDICTION:.. Carl~bad. El PLAN REVIEWER
Q FILE
PLAN. CHECK NO.~ 97-16.32' SETV
oz-;
PR'bj ECT. AD DRESS:. 261'20belisco Pl~
PROJECT NAME: Calabrese SFD Steel
neces ary and substantially comply
The plans transmitted herewith have,been corrected where
with the jurisdiction's building codes.
The plans, transmitted *herewith will.substantiblly comply with thb.jurisdiction's building codes, -
when minor deficiencies identified below are resolved and -checked by building department.-staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed che
c
k
l
i
s
t
and,shou.1d be corrected. and resubmitted for a complete recheck.
The check list tran'smit.ted'herewi,th is, for your information.. The plan.s"are being held'at Esgil -
Corporation until corrected plans are submitted for recheck.
The applicant's c py of the Check list is enclosed forthe jurisdiction to forward to the applicant
p -0
contact person.
p Thb.appli'cant's co 'y.,of the check list, has been sent to:
Esgil Corppration'staff did. not advise the applicant that the plan'check.;has, been completed.
Esgil Corpora'tion'ttaff did advise.,the 'applicant that, the -plan check has been completed.
Pe' (ton.contacted: Telephone #:
Date contacted: (by* F ax' #:
Mail Telephone., Fax In Person
REMARKS: 1. For-,City records and fee purposes, the floor areas shown on,sheetTS of the
plgns-sh6uld,be used., 2. The following sheets of the pla's rid all n must besigned: A2, A8 a
m0ch6hical/electrical, -sheets.
By: Kurt Culver Enclosures:
Etgil Corporation
~El PA. F] CM_ EJ E] PC 10/13/97. trnsmV.dot
9320 Chesapeake,Drive, Suite 208 San. Diego, Califomia, 92123 (619)'560-1468 + Fax (6,191) 560-1576
EsGil.,: Corporation
Professional Plan Review Engine&s
DATE: October -1., 1907 U A~fq NT
JURISD
I
IC . TION: 'Carlsbad
P—JU R MIS.
EVIEWER
Q FILE
PLAN CHECK NO.: 97-1632 SET: IV
PROJECT ADDRESS: 2612 Obelisco'Pl.
PROJECT NAME.. Calabrese SFD. Steel'
The-plans transmitted herewith have,been corrected where necessary_ and substantially comply,
with the jurisdiction's building'cod6s.,
F-1 Theplans transmitted herewith will substantially comply with the- juri sd icti on's building codes -
when,minor deficiencies, identified below -are. resolved and checked by building department
staff.
The plans. transmitted herewith- have significant deficiencies. identified -on the enclosed check list
and should be corrected and resubmitted for a complete recheck. P
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.
The applicant's copy of the check list has been sent to:
4faxed to David Hyatt @ (619) 445-0632' or (760) 431-5993
Z, Esgil Corporation staff,did not advise the applicant that the 'Ian check has been completed. p
F -1 Esgil Corporation staff did advise,the, applicant that the plan che ck has been,completed:
Person contacted: Telephone. #:
Date.contacted: (by: Fax #-..
Mail Telephone Fax In Person'
REMARKS' The designer's are not adequately addressing al'I items from the previous correction,,
lists.' An exorbitant amount of time is,be'ing spent directing and redirecting the designers to.;
revise the plans. for Code compliance. An additional plan check fee may be charged for this
extra time spent.
By: Kurt Culver Enclosures:-
Esgil Corporation
El GA El CM EJ EJ El PC, 9/25/97 trnsr~tl.dot
9320 Chesapeake Drive, Suite 208 San Diego, California 92,123 (619) 560-1468 Fax (619) 560-1576
RECHEC.K PLAN CORRECTIORLIST,
4UMSDICTION: Carlsbad PLAN CHECKNO.: -97-1632~
PROJECT ADDRESS:, .2612 Ob'elisco Pl. SET: IV,
DATE RECHECK COMPLETED: DATE PLAN RECEIVED BY,
ESIG I L RPO RATION:' 9/25/97 0C,t0b6r 1, 1997
REVIEWED BY: Kurt Culver
FOREWORD,(PLEASE READ):
This, plan review, 'is limited to the, technical rpquirements. 'contained' in the- Uniform Buildin' 9
Code,.~Uniform Plumbing Code, Uniform -Mechanical Code, National Electrical, Code and -state
la s~ regulatin ns on d disabled access. This plan review. - w g energy co ervatilon, noise attenu6ti an
_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, tv
or other departments-.
The following items listed need, clarification, modification dr'change, 'All must be satisfied
before the plans will be in conformance ,',with the cited codes and regulations. Per- Sec. 106.4.3,
Uniform, Building Code; th6,approval of the plans d6es not permit the violation ,of any
state, county or city, law.
make all corrections 6h.the original tracings and submit two new sets of ri''t 'to- A. Please p,,n s
ESGIL CORPORATION.
B.-To facilitate rechecking, please identify, next t.o.each'item, the sheet, of the. plans upon
which each
"
correction on thi's~ sheet, has been made and return this sheet ith the
revised plans.
C.:The following items have not been resolved from -the previous plan reviews. The original
correction.niumber has been given for your ref6r'enc.e. "'In case you did not keep a copy of
the 0rior-.-q6rrectipn list, . we - have enclosed those pages,, containing' the outs. tanding
me you have any que corrections. Please contact stions regarding these items.
D.,.Please indicate here if any changes have been made t9i.,the. plans that are not,- a result of
~co rrecti ons'. from this list. If there'ard other changes please. briefly *describe them and where,
they are located on the plans.'Havle changes been ~made notresulting from this,list?
L]Yes .LjNo
Esdil.'Corporafion
Professi.onal Plan Review Engineers
DATE: September. 12 1997 El APPLICANT
] J~U R I ~~~
JURISDICTION: Carlsbad. N E N REVIEWER
El FILE
PLAN CHECK NO." 97-1682 SETf
PROJECT ADDRESS:- 2612 Obelisco Pl.
PROJECT NAME: Calabrese SFD Steel
F71 The plan's'transmitted herewith have been, corrected where necessary, and -substantially comply.
with,the jurisdic'tioh,'s building codes.
El The plans -transmitted. herewith will substantially comply with. the jurisdiction's building codes
when minor deficiencies identified below 'are resolved and C'hecked'by building, department
staff.
F1 The-'pla-ns transmitted herewith have significant, deficiencies identified-on the enclos ed check list.
and should be. corrected and resubmitted for a complete recheck.
The-che.ck list Ira nsmitted 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 jurisdicti,o
.
n
.
to forward to the applicant
contact person.
The applicant's -copy of the check, listl,.has been sent,to-
fa'xed to David Hyatt (619) -445rQ632, or (760) 431-59,93
Esgil Corporation staff. did not advise the applicant that the, plan ha's been completed.'.
El 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
El 'REMARKS:.'
By: Kurt Culver Enclosures:
Esgil,Corppration-
0 GA [:1 CM.-' El tj [:1 PC 9/4/91 trnsmtl.dot
9,320 Chesapeake Drive, Suite 208 San Diego, California 92123 (619) 560-1468 Fax (619) 560-1576
%
Carlsbad 97-1632 111
Septeji~ber 12, 1997
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad PLANCHECKNO.: 97,71632
PROJ ECT- ADDRESS: 2612 Obelisco -Pl. SET:AII
DATE- ~LAN RLCff IVEbBY - DATE RECHECK COMPLETED:'
.ESGIL CORPORATION: 9/4/97 September 12,1997
REVIEWED BY: Kurt,Culver'
JIFOREWORD (PLEASE READ)~
`T.his~ plan review is limited to the technical "requirements, contained in 'the Uniform,- Building
Cbde, Unifbrm'Plumbing~ Code, U . niform Mechanical Cod6, 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,Jaws and ordinances enforced by the Planning Department, Endineering Department
or other departments7.
The following items listed need clarification,' modification -or ch
'
ange.. All items must bels'atisfied
lb ' ef6re the plans will be in conformance with the cit6d 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.
X Please make all corrections on the original tracings, a
I
s requested,in the correction list. Subm'it three sets of
plans for commercial/indUstrial projects (two sets of plahS for residential projects).. For expeditious processing,
corrected sets can be submitted in one of iwb ways:
Deliver all correctedsets of plans'and,calculations/rciports directly t6 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 Planning, Engineering and Fire Departments.
Bring one corrected set of plans and calculations/reports,to EsGil, Corporation, 9320 Chesapeake Drive,
Suite 208, San Diego, CA 92123,,(61,9),,~60-1468. Deliver all remaining sets of.plans and calcu lations/re ports
directly t6 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,
Enginebring and Fire Departments until review by EsGil Corporation is complete.
B. To'facilitate rechecking, please identify, next to each item, the'sheet of the plans uponi,which each
correction on this sheet has been madib and -return this sheet with the revised plans:
C, The following' items have not been resolved from the previous plan ~eviews. The original correction number
has b6en given for your reference. Please,contact me if you have any questions regarding these items. -
D. Pleas& indicate here if any changes have been made to.the p6ris that are not a result of corrections from this
list. lf,there are other changes, please~briefly describe them a nd where they are located on. the plans. Have
changes been made dot resulting from this list?
L.]Yes Eko-
Carlsb,ad 97-1632, 111
September 12, 1997
.31. Esgil Cor'porationwill advise the City of the corrected.floor areas*.,
7. The special inspection program must list the names -of the individuals or -firms
that will do the various special inspections'. Additionally,. the engineer must sign y
the form.
18. Please justify the single layer of dtywall shown on, the bottom of the floor joists.
Please submit a copy from the book that shows this is a listed one-hour
assembly.
Additionally: TWo'5ets of plans were submitted to Esgil Corporation. Only one
set.of those plant had theet-All 0 included with it.
21. Please provide the'addendum now, as previously requested.:
26. The calculations now show that specia I inspection is required for somerriasonry ,
walls. Please, add this to'the special inspection program discussed earlier.
Regarding the truss package:
Only calculations we're submitted. Complete truss plans must be provided,
phowing.where each truss type will go. Additionally, those plans'. must fully detail.
all. -the trusses, showing.:such things as edge distances for screwsat web,
connections. etc. A complete review,6f the calculations cannot begin until then..,
The program submitted for,the truss calculations is~ unknown, Please provide
a hand-calculation for a representativel truss, showing. derivation of all member
loads, membe'r'stress6s,, justification of the member sizes selected and
connection design..
C., O.n sheet 85, a truss supports' the reaction of 2131314. Wh,ich.,tr,uss
calculation shows this?
31. A. The plans submitted had many details too faint'to read. Next time,, provide,
much darker prints'.1
13'. F
,
ield welding 'is shown atsome details. Please add this to the list of items
quiring s re pecial inspection.
On sheet SA a column -is shown at the Foyer below IRB5. Please show an
adequate foundation bellow that column reaction.,
M1323 isbeing supported, by TS columns.- Please detail this.'-,
0
Carlsbid;97-1632 III
September, 12, 1997
32. On sheet S2, at the location where FJ1 1 and FJ12 intersect, a. bearing wall
occurs. This should be shaded. 'there are other examples.on the plans.
PLEASE REVIEW.
36. (d) 1'.' Based on the sketches, on sheets 78A and 80A in the. calculations,
braced Wall lines are not provided at the outer ends of the diaphragm,(for loads.-
in the left-tb-right direction). Please justify this.
2. Provide a design for the reqpired "drag" elemen't'into grid B.
(e) On sheet S4, UB5 is supporting the hip, members by the. Foyer.~. The
calculations for:UB5.don't show this. Please review, the' calculations for other
such omissions.
ati point load, too. (h) 6.. Show a web stiffener at the actual loc, ,on of the
10. There must be some basis for the allowable screw values (more than,.
just the manufacturer's sheet included with the response tothis item). If
the screw values bave been reviewed, and, approved by,a recognized
source,'such as -ICBO,. then they shou,ld be Published somewhere by such
an organization. Please provide an.excerpt of the'allowable screw values
from a recognized approval agency.
1 3.-~ Please provide.a table excerpt to justify the-allowable load used in
-the design of the end studs. at braced panels.
1.5. The actual values must be. increased significantly. Please review
UBC Sec. 2211.11, Item 3.-
-18. Add the high, strength bolts t6the special inspection program.
.43. The U-valule used -for theRl 9 Wall appears to be incorrect. Itis different from
the published tables by the State. The factors used in the Form 3R must be'-
justified. The energy consultant should contact the plan checker to discuss this.
52. Please provide an, itemized response toAhis correction from the original list.
If,you have any questions, please contact Kurt Culver of Esgil Corporation at..
(619).,560-1468. Thank you.
DATE: Aiigust 22, 1997,
JURISDICTION: Carlsbad
PLAN CHECK NO.: 97-1632
EsG!l Corporation.
ProfessionalPlan Review Engineers ' .
SET: Il
OAPPLICANT
El - PLAN REVIEWER
El FILE
PROJECT ADDRESS: 2612 Obelisco Pl.
PROJECT NAME: Calabrese SFD Steel
F] The plans transmitted herewith ha ve been corrected where necessary and substantial ly comply
with the jurisdiction's building codes.
El The plans transmitted herewith Will substantially comply with the jurisdiction's. building code's
when minor deficiencies identified below*e resolved and checked by building department
staff.
El The plans transmitted herewith have significant deficiencies identified on the'enclosbd check list
and should be corrected and resubmitted for a complete recheck.
M-The check list transmitted herewith is foryour 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.
The applicant's copy of the check list has been sent to:
faxed to David Hyatt @'(619) 445-0632 or, (760) 431-5993
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
El Es'gil C'o'rpo*'ra'tio,n' staff did advise the.applicant that the plan chec
I
k has been completed.
Person contacted: Telephone
'Date contacted: (by: Fax #:
Mail Telephone Fax In Person
-1 'REMARKS
By: ,Kurt'Culve'er Enclosures:
"j- Es4l Corporation
El GA'. El CM ".-E] EJ [1 PC 8/13/97 trn~intl.dot
7
6 '93iO, Chesapeake Drive], Suite 208 -San Diego, Califomia 92123 - (619) 560-14 8, Fa.~ ~619) 560-1576
Carlsbad 97-1632 11
August 22, 1997
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 2612 Obelisco Pl.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 8/13/97
REVIEWED BY: Kurt Culver
PLAN CHECK NO.: 97-1632
SET: Il
DATE RECHECK COMPLETED:
August 22, 1997
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, nois e 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,itbms 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.
X Please make all corrections on the original tracings, as requested in the correction
list. Submit thre
'
e 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:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building'Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619)
438-116l.' The City Will route the plans to EsGil- Corporation -and the Carlsbad -
Planning, Engineeringand Fire Departments.
2.--~ Bring one correctedset 6f.plans and calcblations/re'orts 10 EsGil Corporation, p
9320 Chesapeake Drive, Suite 208,- San Diego, CA 92123, (619) 560-1468.
Deliver all remaining sets of plans and calculations/reports directly to the City of
Carlsbad Building Qepartment for routing to their Planning, Engineering and Fire
e 4 D 6rtments: p
NOTE: Plans that are subm.i.tted directly to EsGil Corporation only will not be
"'Citi P16.nning, Engin ering and Fire Departments unt ev y~ .reviewed by the e il r 'iew b
EsGil, Corporation is complete.
B.1 To'-ficilitate rechecking, please. identify, next to each -it6m, 1he sheet of the
-p ans I I ipqr~whiph'each correction on'this sheet has been made'and return is
:sheet with the revisedblans.
Carlsbad 97-1632 11
August 22, 1997
C., The following items have not been resolved,from the'prev'ious plan reviews. The
original correction number has been given for-your reference. Please contact me if
you have any questions. regarding these items.
D. Please indicate here if any changes have been made to the plans that are not a
r isult of corrections from thi's list. If there are-other changes, please brief ly'describe c
'them and where they are located on* the plans. Have changes been made not
resulting from this list?
LJYes DNo
3. Esgil Corporation will advise the City of the corrected floor areas,.
7. Please complete the special inspection program'.
(b) Show a smoke detector outside of the Library.
14. (c) -Specify the ICBO number (or equal) on the plans.
18. Please' provide the basis of approval for the assemblies, as previously
requested.
21. Please provide an addendum to the soils report, as previously requested.
26. Where do the calculations show the affect of the footing on, the retaining wall?
30. The response to this correction stated that the truss plans/calculations would be
submitted to Esgil Corporation on 8/19/97. As of today, nothing has been
received.
31'..-- The framing plans are still VERY lacking in member callouts, specific
connections and detailing.
32. This has NOT been done.
..34.--: ---A. --Pleasejustify the 9'usset plate thickness, considering the thicknesses of the
"0.
..straps.connecting to it.
B., Where are the details for the'moment fram'es?
35.,-' The previous plans contained a detail 7/S15a."_Where is it now? Clarify the
m , ethod- of shear--tra n*sfer there.
r. —
Carlsbad 97-1632 11
August 22, 1997
36. (b) The structural calculation's are still too incomplete to review. Connection
designs should be provided (beam-to-wbeam, beam-to-columns, etc., etc.*).
Additionally, a complete foundation. design should be submitted.
A review of the lateral analysis cannot begin: The calculation's *r6fer to-"grid"
numbers, -yet those grid: lines aren't shown.on the'plans, nor in the calculations.
The design of the framing members shows sketches with many different
spans and loading. conditions, but the acival computer-gen6rated design s- are
only for a'few members. Provide complete'designs, for all members.
(h) -The following are some specific concerns identified in the general review of
the calculations. Please understand that a complete review of the calculations
cann1ot be performed until the basic information requested in the above items is,..
included. Specific conceens:
1. Please clarify the location of 1 RJ3 on sheet 2 Qvith a 12' cantilever).
The cantilever elements will have their compression side on the bottom side....That,
compression side must have lateral bracing: There is a note of sorts on the framing plans, but it.
is unclear as to where it applies and as to how it's achieved.
DERIVE ALL POINT LOADS IN THE FRAMING DESIGN.
The. framing plans don't seem to show the location of all the members shown in* the free-body
diagrams. Please investigate..
On sheet 5, the design is based on a moment,of only 1843 foot-pounds. The negative
moment is much higher (6445 foot-pounds) and must be considered.
Web'crippling must be investigated for all members.
Derive all. the uniform loads in the floor framing design.
B. Show on the plansdetailing for those -special joists that have "TT" sections added to them -to.-----. -
achieve the required section properties.
9. On sheet 18, if "N" equals 68, Why does the summary only call for 34 screws at the top and. 34
at the bottom? A detail may clarify this.
1 0. The allowable screw values used throughout the calculations appear to be much gherthan
in the various ICBO reports.., ~Iease justify them.
Although the lateral design has not been reviewed, it doesn't'appear that the wall weights at
the different levels were included in the overall building weight.
4 7
On page 80, ete.;.deriVe the ublift forc* es.
Carlsbad 97-1632' 11
August 22, 1997
At those shear.pan"els With large uplift forces, the other side of.the panel will have a large
compression force. Please justify the sizes.of the jambs selebted for these loads.
Provide a grade beam'design below the shear. panels.
15."Provide a calculation to justify the number of screws selected for thevarious braced panels.
Derive the. lateral loads on sheet 92, etc.
Wheh checking uplift in the frames on sheet 92, etc.' dse only 2/3 of the dead load (for
those conditions where wind loa& g9vem).
18.. Where do t6e plans show the ~igh strength bolts, as specified -on sheet 102, etc.?,-
19.., The wro,ng equivalent fluid pressure,.was Used on.sheet 129,,, etc.
Please clarify the "Embeded [sic] into Bedrock" design on sheet 130.
LI
4
On sheet 132, the moment is based,on a cantilever conditidn, yet,the.plans,.shown a pin-pin
~66ndition. Pleas
.
e clarify. Additionally, for the' morrfent shown, the rebar is grossly inadequate.
kee't 136, the wrong EFP was used (58 pcf re quired in the soils report for re st rained
walls).'
The plans don't show the retaining w~ll call outs as specified in the design.
'38. Show'on the e*levations the chimneys,,and show.spark arrestors for them.
43. The Form 3's used to determine the U-values are bas~ed on the methodology for
WOOD framing. Please refer to the Design Manua I'fordef6u It.0 -values using,
metal framing.
45. 'The resubmitted plahs arestill-incomplete:. The following areexamples of, -only.
lacking items:
Detail 6/Al 0 is refef dinced at -Section 2 on'sheet A-5, yet that detail doesn't):.
exist.
..Not a single detail i&referenced on sheet S5.
Show the full spanlof 2RB-1-1 on sheet S5' and-show support ateach end.-,.
Spec~ify the -"BEAM" size on sheet S-6.
5. The structural plans'are very lacking in specific detailing.
-52.. Please Provide an itemized response to this.correction fro' 'the previous list
EsGil Corporation
Professional Pian Review Engineers
DATE: June 25, 1997
JURISDICTION: Carlsbad
PLAN CHECK NO.: 97-1632 SET: I
PROJECT ADDRESS: 2612 Obelisco Pl.
E3 APPLICANT
(i~ L3 PLAN REVIEWER
E3 FILE
PROJECT NAME: Calabrese SFD Steel Framing
El The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
El The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department
staff.
El The plans transmitted herewith have significant deficiencies identified on the enclosed che, ck list
and should be corrected and resubmitted for a complete recheck.
Z * The check list transmitted herewith is for your information. Thel plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
F-1 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
Z The applicant's copy of the check list has been sent to:
David Hyatt 2604 Obelisco Pl. Carlsbad 92009
(also faxed to David Hyatt @ (760) 431-5993
Z ~'Esgil Corporation staff did not advise the applicant that the plan check has been completed.
El ~,Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person, contacted:' Telephone #:
Fa' #: -Date contacted:: (by: X
Mail .-Telephone Fax 'in Person
',REMARKS:
Xfirt -Enclosures: By:
F :_6/17/97----~,t~ trnsmtl.dot 0 M `;~ ~~ 1 1:1 Ei. PC 'GA
Zf,i
K.
§an 4 _. 212 3 (619') Fax (619)360-1576 ~9;146U T~ ;9320Ch0a Dri,~e,
Carlsbad 97-1632
June 25, 1997
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 97-163:2 JURISDICTION: Carlsbad
PROJECT ADDRESS: 2612 Obelisco Pl.
FLOOR AREA: 7103 STORIES: 2 (Stepped)
HEIGHT: -201
1.qATkjFTAV:4x-1
DATE PLANS RECEIVED BY
JURISDICTION: 6/16/97
DATE INITIAL PLAN REVIEW
COMPLETED: June 25, 1997
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 6/17/97
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 ordinance by the Planning Department, Engineering
Department, Fire Department or other departments. Clearance from those departments may be
required prior to the issuance of a buildind permit.
Present California law mandates that residential construction comply with Title 24 and the
following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12128/95), 1994
UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95).
'The above regulations. apply to residential construction, regardless of the code editions
adopted by ordinanc'e..
'The following items listed need clarification, modification or change. -All items must be satisfied
;b
.
efore,the plans will be in conformance with the cited codes and regulations. Per, Sec, -,l 06.4.3,
di- d f 'any 1994 .,Uniform Buil ing Code,'thb approval, of the plans oes not'permit the violation .0
state ~ 666W or 6ity law.
-the recheck process, ~.please -note on this -I st (or-ia,copy) e eac Tb -Up'' h
corred i n sectidn',*-4tc. '--t'66-it6rn-h`ai'bi6n addressed, i.e., plan shiget n6inb6Ir, sb~cifidati&
Be~ e6f6'e'nc osethd marked 6p fiitwh6ri~ou idbffiitthe`~6i~~d plans.-; v 11iY11 __7
~,LIST NO.1,1GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS .0 994 UBC) r3fowdot,.,'~
Carlsbad 97-1632
June 25, 1997
GENERAL
1 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 cor'rected sets of 0.1ans and calculations/reports directly to
the City of Carlsbad BuildingDepartment, 2075 Las Palmas Drive, Cailsbad, CA
92009, (619) 438-1161. The City will route the plans to EsGil Corporation
and the Carlsbad Plannin", Engineering and.Fire Departments. 9
Bring one corrected set of.plans and calculations/reports to EsGil
Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619)
560-1468. Deliver all remaining sets of plans and calculations/reports directly to
the City of Carlsbad Building Department for.routing to their Planning,
Engineering-and Fire Departments.
NOTE:
'
Plans that are submitted directly td,EsG.il Corporation' only will not!
be reviewed by the City Planning; Engineering and Fire Departments until review
by EsGil Corporation is complete.
PLANS
2. Plans, specifications and calculations shall be signed and sealed by the.
Caliiornia state licensed engineer or architect responsible for their preparation,
for plans deviating from - conventional woodframe co
-
nstruction. Specify,
expiration date of license. (California Business and Professions Code).
Specify o n the Title Sheet of the plans th6gross floor area'of each elemeni of
this project, including dwelling, garage, carport, atio,'deck and balcony. Section P
106.3.3. PLEASE CORRECT THE AREAS SHOWN ON THE TITLE SHEET.
4.. Submit fully dimensioned plot plan, drawn to scale, showing location, size, and
uses of all existing and proposed structures on.the lot.- Identify property lines6nd
show lot dimensions and all easements. Section 106.3.3.. THE SCALE OF
SHEET A-1 IS SUCH THAT NO DIMENSIONS CAN BE READ.
5 Indicate distance from -property lines toJhe proposed buildiri Section 10 6 3.3. 9.
7v
Carlsbad 97-1632
June 25, 1997
6. On the cover sheet of the plans, specify.any items requiring special inspect
.
ion,
in a format similar to that shown below. Section 106.3.2.
* REQUIRED SPECIAL INSPECTIONS
In additi ,
6n to the regular inspections, the following checked items will also
require Special Inspection in accordance with Sec., 1701 of the Uniform Building
Code.
ITEM REQUIRED? REMARKS
SOILS COMPLIANCE PRIOR TO
FOUNDATION INSPECTION
STRUCTURAL CONCRETE
OVER 2500 PSI
. FIELD WELDING
HIGH-STRENGTH BOLTS
EXPANSION/EPDXY ANCHORS
STRUCTURAL MASONRY
PILES/CAISSONS
7. When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the, building official
for approval prior to issuance of the building permit. Please review Section
106.3.5. Please complete the attached form.
0 GENERAL RESIDENTIAL REQUIREMENTS -
8. Show locati,ons of permanently wired smoke detectors with battery backup:
Inside each bedroom., "LIBRARY"
Centrally located in corridor or area giving access to sleeping rooms.
"LIBRARY"
In rooms adjacent to hallways serving bedrooms, when such rooms,have
a ceiling height 24 inches or more above the ceiling height in the hallway.
NOTE:- Detectors shall sound an alarm audible in alls'leeping areas of the unit.
Section 310.9.1.
9. Dimension on the plans,30" clear width for water.clos.et compartments -and 24"
clearance in irb"nt of water closet. Section 2904. THIS REQUIRED
RECTANGLE MAY NOT FIT IN FRONT OFTHE WATER CLOSET AT.BAtH 2.-
10. -.-Guardrails, i n 509.1): c
, a --~":Shalf have b height of 36"
b) -';,Sh*all be eta"i)ed g6vi6 d g P equacy of con.hections to resist the
e -B. liontal f6ece'presbrib'd in'Table"16
s thah 4"~'~, he triang6iar_`&l3enihgs' 0 'T `,156tWeen railings st~aill`beles`" --Ipenings - 11*, _r
f tformed by the riser,Ireac an ottom'eiement o a g0ardrailbt.b sta
-dless'than ,"s h 611, b
Carlsbad 97-1632
June 25, 1997
11. The walls and soffits of the enclosed usable space under interior, stairs shall be
protected on the enclosed side as required'for,one hour fire-resistive
construction. Section 1006.12.
0 ROOFING AND DECKS
12. Specify on the plans the following information for the roof materials, per Section
106.3.3:
Manufacturer's name.
Product name/number.
ICBO approval number, or equal.
13. Show roof drains and overflows. Sections 1506.2 and 1506.3.
14. Provide skylight ("Solatube) details to show compliance
'
with Sections 2409 and
2603, or specify on the plans the following information for the skylight(s), per
Section 106.3.3:
Manufacturer's name.
Model name/number.
ICBO approval number, or equal.
15. Show,location of attic access With a minimum size of 22"x30", unless the
maximum vertical headroom height in the attic is less t
'
han 30". Access must be
provided to each separated attic area, shall be located in a hallway or other
readily accessible location and 30" headroom clearance is required above the
opening. Section 1505.1.
16. Show attic ventilation. Minimum vent area is 1/150 of attic -area (or 1/300 of attic
area.if at least 50% of.the required vent is at least 3 feet above eave vents or -
cornice vents). Show area required and area provided. Section 1505.3.
17.. Note on the plans: ."Attic ventilatioh 'openings shall be covered with
corrosion-resistant metal mesh with rri6sh openings of 1/4-inch in dimension.".
Sectio'n'l 505.3.
GARAGE AND CARPORTS
r -hour'fire'l5r6tecti6n' on the,'brage tide of walls a' e.. ing equires one g
common tothe dwellingj~ble 3-13, Section 302.4.;, PLEASE PROVIDE THE
b'ASi§ OF~APPROVAL-I'FOR THE ~.~qpll~:~~NIJUALLASSEMBLIES.
7 -,ADDITIONALLY,,P.LEASE DETAILTHEM ON THE PLANS.
-19 ;"~.~:.%Doors may,,open into the" garage ohl~ if the' floor or la4nd'in ega'r`ag'e'isn6t.--.
~4n6rgvthdh~`6ne inch lower,than the',,dodr, threshold.; S66ti
Z" `_--T2/S3 zSHOW A HEIGHT,!OF,,6 INCH
~.N
Carlsbad 97-1632
June 25, 1997
Provide an 18" raised platform for any FAU, water heater, or other device in the
garage which may generate a flame or spark. UMC Section 308, UPC, Section
510.1.
FOUNDATION REQUIREMENTS
Please.provide the "additional or final foundation recommendations" referenced
on page 7 of the soils report.
Per soils report, note on the plan the.soils classificat.ion, whether or-not the soil
it expansive and note the allowable bearing value.'Section 1804.3.
The foundation plan does not comply with the soils report recommendations for
this project. Please review the report and modify, design, notes and details as
required to show compliance: Show on the plans the slab provisions from page
7 of the report.
- If cut or fill'slopes exist, show distanc& from foundation to edge of cut or fill
slopes and show steepness and heights of cuts and fills. Chapter 18.
Note on plans that surface water will drain away from building ~nd show
drainage pattern and key elevations. Section 1804.7.
Please show a footing below the foyer's bearing wall and 1/A5, and ~erify.its, .. surcharge effect was considered on the retaining wall design next to it.
Please clarify the note referencing post tensioned slabs on sheet S1.
Show adequate foundations below all stairs.
- Show rebar at 4/S3.
FRAMING
Provid.e'trus.s'~det'aills''an.d truss calculations for this project. Specify truss
iden tification n
I
umber
. s -
on the plans. THE CITY OF CARLSBAD, DOES'NOT
?~LLOW DEFERRED SUBMITTALS.
The'framing plans as submitted are too incomolete to even allow a olihreView'
~I ~ify all m~m' to begin.~, I ease spe( ber'sizes, show a connections, etc.
r compete'panreview.cannot e perfo, med until then. Delays ~vill,likely occur,
an bdditional corrections will fo ow.
~-v32.'--,,.,;Sh6de'blI beann. n th6 framin 16 walls o g p ns.
2
Carlsbad 97-1632
June 25, 1997
Show posts/columns below each beam/header on the framing plans.
Fully detail all braced wall panels and moment frames.
At 7/S 1 5a, etc., Please clarify the method of ~hear transfer into 'the braced wall
line.
Regarding the structural calculations:
They are too illegible to,read!!. Please review the set of calculations
before you resubmit them. rMany pages are too faint to read. A complete
review of the calculations (and hence a review of the structural system)
cannot be performed until complete [legible] calculations are, provided.
They are incomplete!!
i), No lateral design was provided.
ii) No retaining wall de~ign was provided.
No foundation design was provided.
iv) No connection design was provided.
It is anticipated. that considerable delays will occur due to the above.
Identify in the calculations the locations of each member designed (by
sketch, etc.).
There are many unique span/loading.conditions'that were'not addressed
in the design.
_Ver~ little framing was designed. Provide design for all;strOctural
m embers.
-Plea
.
se provide the basis of approval for the st
I
eel members sele6ted.:'The,
J )ist designations don't seem consistent with thejqpq,~~ efe~6nceo
g e i a in the "En ine r ng B ckup" book.,
J,
Carlsbad 97-1632
June 25, 1997
MECHANICAL (UNIFORM MECHANICAL CODE)'.
37 Specify,on the plans the following- information for the fireplace(s), per Section
106.3.3:
a) Manufacturer's name.
b), Model name/number.
ICBO approval number. or eqLj -al.
Sho
I
w height of chimne~ above roof-per I.C1.13.0. approval-or Table 31-B.
PLEASE PROVIDE THE AB
.
OVE FOR THE BEDROOM 1 FIREPLACE.
Note on the plans that approved.spark arrestors shall be installed on all
chirnneys. UBC, Section 3102.3.8.-
38
39
ELECTRICAL (NATIONAL ELECTRICAL CODE)
Show on the plan the amperage of the electrical service, the location -of the
service panel and the location ofany sub-panels. If ~ervice is over 200 amps,
submit, single line diagram, panel schedule and load'calculations.
PLUMBING (UNIFORM PLUMBING CODE)
Show T and P valve on water heater and show route of discharge line to
exterior. UPC, Section 608.5.
Show that water heater is, adequately brace d toresist seismic forces., Provide
.two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the
.tank). UPC, Section 510.0
42. Provide a. note on the plans: In shomiers and tub-shower combinations,, control
valves must be pressure balanced or thermostati6mixing valves. UPC Se6tilon
4107
ENERGY.CONSERVATION,
Provide plans, calculations. and worksheets to show compliance with current
energy standards.
a)',, No energy calcu lations'Wbre pr~pvided! Onlythe; CFw-;IR form'
4pr&~6~ted'on the
4alue'tob62 N y'do"e"' ` h~' R er'o?? h st .C~7l~.formsho~~thd'willi~insul6tion
M' 'k' "6e*r6r~' cluded in the balcu a e sure s are in "lations.: V.,
X-
.8
A, 7
Carls,bad 97-1632
June 25, 1997
The regulations require a properly completed and Properlv siqned Form CF -IR to
be either i
'
mprinted on the plans, taped to the plans or "sticky backed" on. the
plans, to allow the building inspector to'readily compare the actual construction
with the requirements of the approved energy design.
0 MISCELLANEOUS
The plans as submitted are very, very incomplete. rill in all empty reference
bubbles, provi"de all details, show all member sizes and, in'general, complete the
plans. A complete plan review cannot be performed until complete plans are
provided. This incomp'lete, submittal will likely cause delays in obtaining
approval.
Please recheck the detail references on the plans. For example, detail 6/S20 is
referenced at 2/A5'in two locations. One of those is incorrect. There, are other
such examples throughout the plans. I
Most of the general notes on the title sheet are too small to read. Provide
~ . legible plans.
Provide complete structural detailing and design for the glass dome shown on
sheet A5. Carlsbad does not allow deferred submittals.
49.. Provide complete structural detailing and design for the stairs. Carlsbad does
not allow deferred submittals.
Please specify the width of the lower part of the stair at the "wardrobe" on sheet
A-3.. It appears to be too narrow.
To speed up the review process, note 6n 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 change's have been made to the plans that are not a
result of correctioris'fro'm this list.' If there are other changes, please biriefly
w -lo describe them and the'~ *are cated in the plans.
.—Have changes been made to the plans not resulting from this cor'rection.list?
El No Ll Ole ase* indicate Yes'
"T on has ~66ntracted with Esgil Corporation o *ated it 9320 ~b juri.sdicti c
-Diego,-. C76.1 if6h~i i h Chesape'6-k6b6e;:~s6it6 a 9212,3;'*telep one number v'~,
J 468jo perform t e p an review,for, your project.,;. yo -,of 619/5607 if U have any
th ""'I nrevie' i at ques ic ng ese,p a W~~ P ease, contact Kurt --Cfi1-6ei",
: Esgil C &po rat i on:~~-Tha 6 k you J
S,~ A
Carlsbad 97-1632
June 25, 1997
53. The jurisdiction has contracted with Esgil Corporation locate . d at 9320 Chesapeake Delve, -Suite 208, San Diego, Callforni telephone number of 619/560-1468, -to -perform the plan review for your project.. If you. have any questionsregarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank-yod.,
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTON: LS 54-0
q,~ -163y PLAN.CHECK NUMBER: OWNER'S NAME: UAW. ALEM?,F
1, as the owner, ora'gent of the'owner (contractors may nM employ the special Inspector),
certify that 1, or the archItect/engInasr of record,,Wll be responsible for employing the special
inspector(s) as reqwIred by UnIform Building Code (1.113C) Section 1701,1 for the construction project, locatt d~-at the site listed above. UBC Section 106.3.5.
Signs
Y
as the anginaer/architect of record, certify that I have prepared the following speclal
Insp9ction program as required by U13C Section 106.3.5 for the construction project located at
the site listed above.
OHS&
A.
Signed NO-052957 rn ?" ExpA _V
C/V ~L I List of work- rsquIrIng special -.In spection: OF C ~i
El Polls Compliance Prior to Foundation Inspection Field We Ing
E] Structural Concrete Over 2600 PSI High Strength Bol ng C] Prestressed Concrete Expansion/Epoxy nchors t9 Stru6tural Masonry [3 Sprayed-On Fireproofing n Dsslg~er Specified n Other
Name(s) of Individual(s) or firm(s) responsible foe the special Inspections (listed
above:
A.
a.
C.
Duties of the special Inspectors for the work listed above:
A. -..E1raLX)
- - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Carlsbad 97-1632
June 25, 1997
VALUATION AND PLA N CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 97-1632
PREPARED BY: Kurt Culver DATE: June 25, 1997
BUILDING ADDRESS: 2612 Obelisco Pl.
BUILDING OCCUPANCY: R3/Ul- TYPE OF CONSTRUCTION: V-N
BUILDING PORTION BUILDING AREA
0 t. 2)
VALUATION
MULTIPLIER
VALUE
Dwelling/Garage .576,166
(per applic.)
Air Conditioning
Fire Sprinklers
TOTALVALUE 576,166
Z 1991. UBC Building Permit Fee Fj Bldg. Permit Fee by ordinance: $ 2270.50
Z 1 ?91 UBC Plan Check Fee Plan Check Fee by ordinance: $ 1475.83
-Type of Review: Complete Review Structural Only Hourly P
Repetitive Fee Applicable D Other:
Esgil Plan Review Fee: 1180.66
-hents:
C v ---Carlsbad
BUILDING. PLANCHECK CHECKLIST
DATE: -7 PLANCHECK NO.: CB Q-7
BUILDING ADDRESS: ehsc' o 'Pide e-,
PROJECT DESCRIPTION: Slade
ASSESSOR'S PARCEL NUMBER:,, 2-1 ~--9'60 -2S EST-VALUE:
-7 C'0""- "'e-14"'iNGINEERING DEPARTMENT
APPROVAL DENIAL
The item you have submitted for review has been, Please see~ attached report of -deficiencies
wi
approved. The approval is based, on plans, marked 0. ake necessary corrections to plans
or sped s information and/or specifications provided in your 'ij s for compliance with applicable
submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or
this date, including field modifications, must be- specifications to this office for review.,
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.
Bv:: Date:
A Right-of-Way permit is required prior to
construction of th6 following improvern ents:
FOR....OFFICIAL USE-ONLY,
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT!':'
Date: By.
ENGINEERING DEPT. CONTACT PERSON ATTACHMENTS
Dedication Application
Dedication Checklist
Improvement Application Name: David Rick
City of Carlsbad
Improvement Checklist
Future Improvement Agreement. Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Grading Permi t Application'. Phone: (619) 438-1161 ext. 4324
Grading Submittal Checklist
Right-of-Way Permit Application
Right-of-Way Permit Submittal Checklist
and Information Sheet
Sewer Fee Information Sheet 'A-4
HAWORDTMI F0 Wrbfrlsbad, CA 92009-11576 (619) 438-1161 FAX (619) 2P392-M94
By: Date:
By: Date: (Z Lz Ll 3
BUILDING.PLANCHECK CHECKLIST
t r
SITE PLAN-
ND R DV
1 PT
2 ` 3 :10 71 1 Provide zfully'dimension6d site,olan drawn to scale. Show: N
A/,- North'Arrow ~r V ,6 Pr4erty Liine'si:_ ~'Vv'_'%-'
~Wl Existing & ~~'oposed Structures— Z/~ sem6nts
fcl Existing St~eet.lmproveme'i'nts' '~`:`VR2i ght-of-Way Width & Ad~acent'Streets
Driveway,,-widths
J2,/ U 2. Show on site plan:
Drainage Patierhs._')
1 .,--Building, pad 'gurfaceArainage' -must maintain a minimum slope of one'
per6ent,towa
'
rds an adjoining street.or an'approved drainage course.
2. ADD THE-FOLL - OWING-NOTE: "Finish grade will provide a minimum' positive
drainage of 2% to sw6l,e 5'"away from building."
Existing &.Proposed Slopes and Topography
Ll _U 3. Include onfitle sfieet:
A. Site address
~B. Assessor's Parcel Numbe'r'
Legal De.scripti
or commercial/industrial buildings and tenant impr ovement projects, include:
total building square footage with the square' footage for each different use,
existihg"sewer, permits showing square footage of different uses (m,anufactu ring,
warehouse, office, etc.)~Iiieviously approved.'.
EXISTING PERMIT NUMBER DESCRIPTION
DISCRETIONARY APPROVAL COMPLIANCE
Project does,, not comply with the following Engineering Conditions of.,approval for
PrpjeFct No.' - 17-9- Q rO J C, 14-0
er U
All conditions are in compliance. Date-
,HAW0RD1D0CS%CHKLST~8ui1ding Planchec**Cklst BPOWI Fom DR.doc Rev. 12r26/96 2
4
J
BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS 1 STV 2 ND./ 3`1
A20- Ll L11 5. Dedication for all str6et Rights`-_of'-Wa~ adjacent to the building site and any storm Y
drain or utility.~asements on the building site is required for all new buildings and
Jor remodels with a value at or exceeding $ pursuant to Carlsbad
Muni cipal Code Section 18.40.030.
Dedication required as follows:
A
Dedication required. Please have a registered CivilEngineer or Land Surveyor
prepare.the appropriate legal description together with an 8 1/2" x1l" 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'submitta'I checklist for the dedication process. 'SubRiFthe
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 REQUIRE MENTS
LI L11 Ll 6a.'All'needed public improvements ~upon and adjacent to the building site,.must, be
constructed ' at time.' of building construction 'Whenever the
I
valbb, loi 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'p'ublic
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:
Ll 6b. Construction of the public improvements may be deferred pursuant to Carlsbad
~Municipal Code Section 18'.40. Please submit a recent property title report or
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:
HAVVORDNDOCSXCHKLST\Su11ding Plencheck Mist BP0001 Fonn DR.doc 3- Rev. I Z26M
'BUILDIN GPLANCHECKCHEC LIST*-'-~' K
W ls'. 2 8rdV
LI L11 U 6c.,Ehclosed 'please find 'your Future Improvement Agreement. .!I.Please return
agr4ement signed and notariz6a to the Engineering Department.,
Future Improvement Agreement completed by:'
Date:
U, ._-LI 6d. No. Public, Imprbvements,required. -SPECIAL NOTE: Damaged or defective
improvements found adia6ent'to buildinq site must be repaired to the satisfaction
of the City Inso6ctor!6rior td occupancy
A 4 GRADING PERMIT, REQUIREMENTS
-1need for', a' grading permit are fou'rid in Section The~ixonditions.'that invoke,the',
1.1.06.030 of the'Municipal'Code A
P,
U,_ U LI" 7a'Inadequate information available on Site Plan t6-make a determinati _n on grading 0
ents. .1nclude requirem -accurate grading quantities (cut, fill import, eipprt).
.
7b. Grading Permit required. A, separate grading plan prepared by a registered Civil
',Engineer must be submitted 'together' with * the 'completed application form
attached., N6T'E':" The Gr'adinq Permit must, be issued and rough gr adin-q
5'7 '7A approval obtai66d ~rior to' issuance of a Building Permit.
Grading Inspector sign off by: Date.
P, (0 7c. G~aded Pad Certificati6n required. (Note:,'Pad certification may be required even
if.a grading permit is not required.)
ID Via. U 7d. No-Gfadifig' Peirmit required.,
4~ MISCELLANEOUS PERMITS
U . Ll L11 8. A RIGHT-OF-WAY PERMIT is -required to do workin City Right-o'f-Way ~and/or
private work adjacent to the public'Right-bf-Way. Types of work include, but are
not limitdd to:' street'improvements, tree trimming, driveway construction', tieing
into public storm drain,-,&6Ver and- water utilities'
-o -W -for: Right f ay permit required
V
HAWORD166MCHKLM30ding Plancheek CkW BPOOOI Fom DR.doc Re, 12/26/98 4
F,
Z`751
X"
BU11LD IIN 6PLANCHECK CHECKLIST-
1 st./ 2nd rd./ 31
104Y Q U 9. A SEWER PERMIT ig. require d*~60n, cu'r,rent with. the building permit issuance. The
t.5 ~4c -fee is noted in the fee~ section on the following page.
L) L) 10. .11NDUSTRIAL, WASTE PERMIT'is required.. Applicant, must complete Andustrial
Waste, Permit Application Form. and,submit for City approval prio.r,to issuance of a'
Pe imit.'
lndu_ strial Waste permit accepted by:
Date:
_Q
1 1..NPQES PERMIT
Complies, w,ith the City.'s requirem.6hts of the Nati.onal 'Pollutant, Discharge-:,.
Elimination System (NPDES)4pbrrnit. The applicant shall provide- best
management practices to reduce'!S' u*rface ~poll6tants to an acceptable. level,prior to 7
discharge to sensitive areas. Plans for -such improvements shall be approv6d by
the City. Engineer prior.to i s s u a n'6e of. grading or' building -permit -whichever
occurs.firsi.
U 12.. Required fed's are attached
;r,"'No fees required, 'RM 0 /~j h ed
U U 13.. Additional Comments:
HAWORDOOMCMLSMullding Planchea Cktst BPOOO1 Fo.rm ORA= Rev. 12/26196 5
GRADIN G INSPECTION CHECKLIST
FOR PARTIAL'S ITERE LEASE
0
0 CT INSPECTOR: N40'E'FV>Wqr0 DATE-
P OJ CT ID q'-7 oj GRADING PERMIT NO.9 -7 - 00-39'
L A C 6~~ L S EQUESTED FOR RELEASE. 6~) VZ_ C-)
N/A NOT APPLICABLE
COMPLETE.
Incomplete o.r unacceptable
1 st. .2nd.
1. Site acce~s to req6estcd lots ad6.qLJZ)te an(.] logically
grouped
-1 confrol 1110a'SUCO'S
0 -all site adeq te foi- hc--,~alth, safety ~in vei I Lia
public.
Al)") '4~ Letter of request for partial relea'se submitted
81/2 it x 11 site plan showing requested lots submit ted
.
Compaction report from soils erigineer submitted.
'Engineer of work certification of work done and pad
elevations.
8~. Geologic engineer~s letter if unusual geologic or subsurface
conditions exist.
Project conditions of'approval checked for conflicts
Can water service be installed prior to bringing building
combustibles on site.
Partial release of grading for th e'above stated lots is'approved'for the purpose of
building permit issuance. Iss.uance of building permits is still subject to all normal
City requirements required pursu .
ant to the building permit process.
Partial release of tile site is denied for the following reasons:
tor Date Project Engineer Date
Senior I !-;pector Dat en,
It I? A IONI I A IA I PN I ~;%VAUI:q I I I 1(1\1
PLANNING DEPARTMENT'
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan-Check No. CB -Address
~7
Planner GrecrFisher Phone (619) 438-1161, extension 4328
APN:
0 C, Type of Project and Use:
V Zone: /Q-1-/909) Facilities Management, Zone:.-
IA
CFD (in 'Out) #
Circl 0 (if property in, complete SPECIAL TAX CALCULATION WORKSHEET'provided by Building A Depa.rtment.)
Legend
Item Complete
1tem -incomplete - Needs your action
Envii6nmental Review Required: -YES.'-": NO TYPE
-DATE-~ OF COMPLETION:
Compliance with conditions of approval? lf,not, state conditions which require action.
Conditions of Approval
_0C/ Discretionary Action Required: XES 'NO fYPE
DATE APPROVAL/RESO. NO.
PROJECT NO.
OTHER RELATED CASES:' N1
Compliance with conditions orapproval?. If not, state conditions -which require action.
'-C66diti'ons of Approval
/VtL
&d-ast ail Zone Assessment/Compliance
Project sii6 located in Coastal, Zone? YES NO
CA Coastal Commission Authority? YES,i NO
If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego' 'CA .92108- 1 1725--(6,19)- 52 1-8036
Determine status.(Coastal,Per-mit -Required or. ~~i6m
Coastal Permit ~Determination Fori~n alreadV complet --i~'YE ~y .(1--, 1 4 i_11 ~ ~ ~', 4 , - I * . )_11 I dd~ * _-'S - '
-
~,N(b': t~ I . -If, NOi co,mpletd,Codstal" Permit Determination Form no,W-,' --st. t ~ , , 1 4 C_1 ~ , c.,
0 g 7 C&dstil Perm ft iDeterin,A~~ L e" lit,
ollow-,Ug Actions:
Stamp Build indI.Plans4s "E~erilpt%" or "Coastal Permit Required" (at minimum
Floor
C6mple-~ gif; -Permit Determination Log as neede.d..'~'.
V
Incl ~4-y uiionaryflousio'.g Fee-re4uired S ~1\10
493.)* 4sing (Effective date of Incimionary- Ho Or~inance - may 21, 1
Qate,Entry Completed? YES NO,-`
Site Plan':
3,- 1 . Provide a fully dirnension,61,,site,'pI "a
-
n drawn- scale. Show -North arrow,
property lines' -easements, existing and proposed, structures, streets, existing
street -improve.ment's-',-right-6f-way' width, dimensional setbacks', and ,existing
topographical lines.
2. Provide legal description of property-and ass6ssor'S' 'parcel number.,
Zoning:
1'. Set' backs: ?Wase &O~P_ _4
S Front: Requi4d h o w"n
Int. Side: Required Shown
Street-Sid Req`uir""" e 'dd Shown
Rear: Required Shown' 796c:
Z ~Accessory,Struc etbacks
s
truc e Setba Acces
ory'S
Fiont: Req6ire Shown
I ni e Req I F~o ~
t-
Req I
lni.-- e: Required Sho~vn
~5neet ~ide- Reqj
Rea Req I r ReqUinidt`
eet Side: Re~uir Shown
Rean.
Lot Coverage: Required 0 Shown, 3 -7.
6 11 ~T
ip"
-Require 4 -Height: d :50 2 ~'~i e- Shown
7_1 5. Parking: .,-Spaces -Required ShowU7
Guest Spaces Required- Shown ,
7 Additional Corn ents
A " r
62C
e a -4 1/f iqk
5 ftFa- 4L, -8
Ivceev.:~ 3 Al ;F~f 0 fee 0 _0=4
OK TO, ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
eo
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MFER ART NicHE
,
43
FAU
OPEN STAJRCASE
goUFACTURER TO
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HEArERVIHERMO F,~
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GARAGE
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\\CWS TO BE 7rMPEREM.:
TEMPERED ILIA
16 O'x9'- 0' INSULA,
PANEL'. DOOR
15, WS ce,
7
:44
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CIVA,
—,kcf 18M
Lki
CASA ENGINEERING.
Design tructural Analysis &
7940 SILVERTON AVE.
SUITE 206
DIEGO----CA-92426
TEL. (619) 695 -2761 -
FAX. (619) 695 3367.
Mr., Arnold Calabrese
2604 Obelisco Place
Carlsbad CA 92009
Ai
Project-: Calabrese Stair Desigrv.—_—_----
Carlsbad, CA
July 1997
'4
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36- OMN17r COUNTERTOP,,
WITH SHELVES BELOW
0,
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WrACTURER TO a 10
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CASA ENGINEERING,
7940 Silverton, Avi~. Suite 206'San' Diego. CA 92126, Tel., (619),695-2761 Fax (6,19)695-3367
Table of Colit6ts-
Vertical Analysis & Design ..................................................... ........... Pages: 1 — 76,
Lateral Analysis & Design ...................... ............................ Pa es: 77 91
Moment Frame Design ........... : ..................................... ~,Tages: 92~. —109
Stair Design .................................. ..................... ....................... Page§: 110-127 S
Retainm'g.,Wqll,Desi ............................................................ ~ages: 128 - 136'
A."
3 Exp!~FC. 3
CASA ENGINEE
.
RING JOB NAME .... ............
71WO MVMTO . N AVE SUM WS
SHEET ...... OF ..............
em DEW, CA 9M BY ..... I ............................
............. DATE_..,,;,,o. i ...............
CASA ENGINEERING JOB NAME ..................
SHEET.2...OF .............
7W MVMrCN AVE SUn W6
SM DEM, CA 92 L66 BY..* ................................
lB-(m)ew-v6l
- --- --- DATE .................
-90
A7
- ----------
~IrN ---- - --- -------
IN
/Rilo
/A
---------------- 1;;~-
JOB NAME ................. CASA ENGINEERING SHEET. . ,3 .. 0 F..
mo suarM AW- SUM X6
SM WEW CA 9= BY .................................
DATE ............................
-9 0 wt
.. . ..... ..
- - - - -- --- -
.... ... ...... ......
. ....... . .. ...........
-----------
- - - ---------
---- -------
Beam w (lb/ft) Span (ft) Deflection (in) M- (lb-in) I (in'4) SECTION @ 24 O.C. Reacti2nj!!!L 3.626" HS 18 Jamb V'HS18J,amb '#IOScrews
-IRJI 9 0 16 0.80 -34560, 5.720 12 WC 16 720 2
1 RJ2' 90 .16 ',0.80 34560 .5.720 12 WC 16 720 2
IRJ3 90 20.5-11 0.38 64980 37.56 . 0 12 'HWC 12 2178 , 4
1 RJ4 90 - 13 0.65 22815 3.068. 12 WC 16 585 2
IR,15 90 25-6 1.25 74935 22. 154 .12 HWO 12 1710 4---
I RJ6. 90 13 0.65 M15 3.066 12 WC 16 685 2
1 RJ7 90 29 .,',1.45 113535 .34.061 12 HWC 12., 1305 4
1 RJ8 90. 20 1.00 11.172 12 CW 14 900 2
IR,19 90 .13 M5 '22815. 3.068 12 WC 16 585 2,
1RJ10' 90 20.5-5 50184 10.562.~. 12 CW 14 .142.7.. 4
1RJll 00. 1 16.5 1 -0.83 36754 6.273 .12 WC 16 742.5. 2
CASA UTILITY
7940 SILVERTON-AVE SUITE 206
SAN DIEGO CA 92126 J
number .... 4 CALA13RESE RESIDENCE
... 16.'09:32-' iDate,:t'itne.....~.:08,-26.-1997
Reference.-....:1RJ3. - - - - - - - --- - - - - - - - - - - - --- - - - - - - - - - - - - - - -
Glue Laminated Beam
Design Section
--- - - - - - -
MATERIAL PROPERTIES.-
Allowable Bending Stress for Wood (ps,i) 1250
Allowable Shear Stress for.Wo'od -'. (psi)~-. 106
Modulus -of Elasticity for Wood. s ......... (p: i) 1.600000
-A -Bending -Stress for G L. B.:- llowable (psi)~ ...... .......
,Allow"abbl Shear Stress for G.L.B.
Modulus of Elasticity .tor G. L. B_
(psi) ...............
(psi)
206
'1700000
--DIMENSIONS:
Ll Left-Cantilever. Span
'L2 ..Beam Span
(feetY.
(f eet) 20.5
L3 Right Cantilever-Span' (feet)'.* ......... 1,1
Max..Def. Lmax./240 Y/YES' NINO,: N. ............... I ......
Max Def.,Lmax./360~ Y/YES NINO ..............
Max * Deflect i ion (inchs) ........... 3 75
Taper'Se'ction Vertical/Hotizontal.~.. ................... 0
t ----------- -----------------------
- - --- - - - - ----
Linear loads
- - - - - - - - - - - - 7
CASE X1 _X2 p, R2
FEET. FEET PLV
A 0 31.5 '90.
PLF.
90:
B 0 0. 0
-C .0 ~0 0
D 0 0 0.
E 0.1
0 .F 0 0 0
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - -
Point loads
- - - - - -7 - - - - - --
CASE X~ P.
-FEET POU14D
A 0 0
B 0
C 0
D 0
0. .~o
F 0.
---------- -------------------- ------- -------
LINEARLOAD
-----------
POINT LOAD .
COMBI A B. C D E F A B C D E 'F
Com..11 1'.. 0 .0 0. __-.0. 0 0 0 .0 0.,.
0 0
I
CASA UTILITY
7940 SILVERTON AVE SUITE 206
-SAN DIEGO CA 92126
Job number.....:CALABRESE RESIDENCE
Date,time..,...:08-26-1997
Reference ....... :1RJ3
.16:09:33,
I - - - - - - - - - - - - - - - - - - - - - - - - - - -
Summary Analysis
- - - - - - - - --- - - - - - - - - - - - -
Bending psi
'Value 'Locat. ft. Section Stress Locat.
1Mome,nt,M,ax-. . # I ~ft'-- 2397.245 7.308. 1,3-1/8x13-1/2 684.6042- 20.47~
Moment'min.#.-.ft' -5415..326, 20.475. 2 5-1/8x12 528.3245 20.-475
Shear Max.~ .#
Shear Min. -#
9.86.5801
-1
.
185.8 . 6
20.538
20.475 .'4'
6-3/4xlO-.1/`2
8-3/4xlO-~1/2
523.9318
404.1759
20.475
20.475 l.'
.Reaction.Left -# '656.8903 5 10~3/4x§ 20.475
Reaction Right#
-- - - - - - - - - - - 7--
.2178.11
Deflection (inches) ---------- --- Shear (psi).---
Sec.' Max'. Locat. Min. Locat. Stress Locat.,-
1 .3462896 31.5 .-5.98gb33E-3 19.467' 42..1639 20.475 -
2'' .3006445 31.5 -5.199396E-3 19.467 .28.92341 20.475
3 .3407371: '31.5 -5.892777E-3 19.467'- 25. 019156. 20.475'
4 .262854 31.5 -4.545843E-3 19.467 19.36098 20.475 .
5 .3397467
Com.1 Analysis
-----------------------------------------
31.5 .-5.87556E-3
----------------
19.467 .18.385421 .
Bending psi
------- ---------------
20.4,75
Value Locat-ft. Section S
*
tress Locat.
Max.#.ft *2397.-245 7,308 .1 3-1/8xl3.-1/2 684.6042 20.475
-Moment IMoment
Min.#.ft- 5415.326 20.475 .2,5-1/8xl2 528.3245 20.475
Shear Max. # 986.5801 20.538 3 6_3/4xlO-~1/2 523.9318 20.475
Shear 'Min-.- #
Reaction Left #.
71185.86
-656.8903
20.475 ~4
5
8-3/4xib-i/~
10-3 /4x9-
A04-.1759
447,7781 9
20.475-
20 ..4 7 5
Reaction Right# 2178.'11
-------------
Deflection (inches) -------- Shear (psi)
Sec. Max. Locat. Min. ~Locat. Stress Locat.
1 .'3462896 31.5 75.989033E-3 19.467 4.2.1639 20'.475
2 .30G6445 31,.-5 -5.199396E-i 19.467 28.92341 20.475 .
3 .3407371 -31.5 --5.892777E-3 19.467 -25.09756 20.475
.262854 ~1.5 -4.54584.3E-3 19.467. 19.36098~ 20.475.
5 .''.33974 . 67 31.5 -5..875.56E-3 19.467. . 18.3.8542 20.475
------------------------------------------------------------------- -------------
649so &-ir,
640-72-:
ASA UTILITY
940 SILVERTON AVE. SUITE 206
AN DIEGO C:A 92`1126
nUmber ...... CALABRESE RESIDENCE tob
ate,time. 07: 3%~ .eferen*-t e ....... IRJ5
GlUe Laminated. Beam
D '
esign Section
MATERIAL PROPERTIES-
Allowable Be~nding Stress f or Wc-117~*lcl (psi ........ 1'250 Allowabl-e -Shcar Stress for Wl:lcd Cpsi)'. 8.5 ModUIUS cif_-Elas Cl C - t ic ity f or Wo J 'psi ...... 1.70( 0.00 Allowable,Bending Stress f o r '~'G. L.'B. (7 p s i Ai I ow'a'bel Shear Stress for. G. L. B.' .(ps i) llodUl US of El astic i ty. for L*. B. :(Psi) ............... 1700000 'DIMENSIONS.-.-
Ll:.Left Cantilever Span C f eet.) ............ 0 L Beam' Span, C f eet-) ... ........... '25 L3 Right Can.til-ever., Span .(feet. .6 Def. Lmax.~240~.'. Y/YES N/NO .................. I ....... y max. Def. L ri i a x . 3 G C) Y/YES N/NO .............. ............ Max. De f I ec t ion't ruc: h s) . Taper Section Vert ical /Hor izontal .
-----------
v .................. 0 0
Linear loads:
~CASE X 11 X2* Pl ~ I ---
P22 , I . : , , FEET FEEl' PLF.
A 0 .31 901.
PLF
90
C) 0 F: C) 0 C)
D cl 0. .0 0 - E C) b 0
F 0 0 0 ------------- -----------------------
Point loads
-------
CASE X P.
FEET POUND
A
B C)
.0
D C) 0
-E C)
F
----------------- ---------------- 7-
L I NEAR -LOAD POINT LOAD COMB I A B C D E- A- D E F Com. t 1 0 0 C) 0 0 C) 0 _0 0 0
ASA UTILITY
4 0 B I LVEF*..-rON AVE,SUITE 2CDE
DIEGO CA 92,7,12N,
t
AN
ob n Ct m b e r C A L A B F.'ES, E RESIDENCE.
ate,time ..... tO8-ol-1997. 12: 07 531
Re -f er en c e I RJ5
SLtmm,=k.r y, Analysis 3 Bend,i rig., pi:~-i--~
Val Ue Loc at. f t 3 Sec t i on Stress Locat'. Ma.x -f t 62?4 ~ 4 5'/- 7 8 11.78. 4 2", 1 113X 1`12".. 5 99. _3'.2,4 11.78 : A
lomant-
1 c... fn e n t, M i n f fl- .-.16C_)3. 354- 24'.'.:J86' 1'3, 5 - 1 / 8 x 1 1 2 795.7252 11.78. hear , Max.. 1054.62 0 3 F,'-- 3 / 4 X-9 8 2`2 . 3) 3 1 11. 78 She'ar~. Min'.., _~--11BS.5 .24. -Doe 3: .,4* 8 3 -.4 x,9 9 83 4 3 G 8 11'.-7e. _eac t i on Le f t' # 1060 2 5. A Q -,' 33/ 4' 7 1 X 2 .743. 1154 o4 11.78,- e ction Rig~ a It# 172.9; 8'
----------- D ef I ec t i rin nc hea) Shear (psi.) Max., LIcic at . Mi.n., Li -St ress . tc, c at
fed
1 .8777367 1 *-".'l 52 57 .974 -11 47.541.6, .24.986 2 .'7989064. 52 5276729 3 33. 13004. 24. S)86~' 3 ..-9632229. 122. 1.52 -.6362019 31 29.*34667 L' 24.986. 4- .743057
-1'.
12'.. 15 2 4907846'. '31- 22.63886 24. 98(.:, 5 04512 .1 2-'. 1 52 -.6902942 31 22.11237 24.986
Com. i Analysis 01
--------------- 7 ---- I --------------- ---------
Bendil)g psi Va I UeL Lor- at. f t 3 Section -Stress L L -:4 c a t Moment -Ma.v.,.~#. ft I 1~. 78 L 13 1 131 x 12 999.1324 11.78 ilbafen t ' M i n # f1t I G Ot:' 3. 3" IJ4 24.986 3 2 5-71/Bx10-1/2 .795.7252 11.78 helar Max. i054.62 o 3 3 6-3/4x'D 8 217' . '3) 3 1 2 111.78 Shea-r -.Min. "1188.54- X24 . 9 8 G 3" .4 8----)Z/4x':) 634 . 3698 11.70 Reacticj-', Left # 1060.2 3 3 16-33/4xT-1/22' 743. 5404.*: -11.7-0 eactic-n Ri-ght# 1729iB
D e f 1 e 'C' 11 ri i tic hes*~ S1 -)ear '(psi E-; e C M. _1X. Loc at Min. _ic a t Stress Loc at . .1 1 , .8777367.
2 .798.9064
12.152
12.152
--..57974
-127,76729 31
47.5416
-1. 13004 3 3
24 !- 986. Ej 24.9 C, 3 ,9- 3 2 22-3 2.* 1 5.a~ (5 3 F, 2! 0 19 3i' 29 17J 57 - . `46F .'-,4. 936 4 7 4 '3 C-) 3 121 . 15- :2*1, .4907846 31 .22.6-3886 24. 986 C_ Ij - 1 1 0 5 1 2_'. 1527, - ---,D4--: 690.4~ 31 e-2..11237 24-906
C,'?-4 7 f5 74 9 3
'
s. i
-T 0.7517, 5) 377.93
$TL (377-93) 22, 1 4 in
CASA UTILITY PAGeS 7940 SILVERTON AVE SUITE 206 S '9 r)(15k
,SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE'
Date,time ..... :08-26'-19.97. -16:23:19
Reference ...... : 1RJ10
- - - - - - - - - - - - - - - 7 - - - - - - - - - - - - -
Glue Laminated Beam
- - - --- - - - - - - - - - - - - -
Design-Section
MATERIAL PROPERTIES
-Allowable Bending Stress for Wood (psi) ...... 1250,
Allowable'Sh6ar Stress for-wood' (psi,) ................. i106~
'Modulus of Elasticity.for Wood - (psi) ........... 1600000',
Allbwable,Bend.inq Stress for ..G.L.B.. (PSI) 30,0.0
Allowabel Shear Stress for G.L..B. ~(psi) ............... 206.
Modulus of Elasticity for G.L.B.
DIMENSIONS:.
A psi) ....... 1700000
Ll'Left,Cantilever," "Span Afeet) ... 0.
L2 Beam Span
.L3 Right*,Cantilever Span
(feet) .... ..........
Af eet)
20.5
5.
Max. Def. Lmax./240 ..Y/YES NINO ............. .......... Y
Max. Def. Lmax._/360 YIYES NINO ...........
-
Max. Deflection
Taper~Section Vertical/Hori2ontal ........
--------------------------------------------------- --------------
............ (inchs) .............
............... I
0
A 0
Linear loads
CASE X1 X2 P1 -P2
FEET." FEET ..PLF PLF
A 0 .90 90
B. 0 0
C 0 0 '0 0
,D 0 0 .0
E 0 .0 0
0
0
-
F .01 0 0 , -----------------------------------------------------------
Point loads
.CASE. X P
FEET ,. POUND
A .0 .0
-B 0 0
-C 0z 0
D 0 0
_E 0
F 0 0
-7 - - - - - - - - - - - - - - - -
LINEARLOAD
- - - 7 - ----- - - - - - - - - - -
POINT LOAD
COMBI A B 'C D E F A B. C D E F,
Com.1 1 , 0 .0 0 0 -0 '0 0 0 0- 0 0
CASA UTILITY
7940 SILVERTON AVESUITE 206
SAN DIEGO ~A 92126
Job.number .... : CALABRESE RESIDENCE
Date,time.......:08-26-1997
Reference ..... :1RJ10
16:23:20
Loment
- - - - - --- --- - - - - - - - - -
Summary Analysis
- - 7 - - - - - - - - - - - --- - - - - - -
Value* Locat..ft.
- - - - - - - - - - - - - - - - - -
Bending psi
Section. Stress Locat.
Max.#'.ft' 4182.043 9.639 ..1 3-1/8x9 1189.559' 9.639
Moment Min.*#.*ft -1124.1 20.502 2 8-1/8x7-1/2 1b44A91 9.639
Shear Max. *',.#' -863.0319 .20.538 3 6-3/4x7_1/2 :793.0394 9.639
Shear Min. # -972.9681 20.451 4 8-3/4x7-1/2 611.7732. 9.639
Reaction Left # 867.6219 5 10.-3/4x6 .778.0546 9.639~
Reaction Right#
- - - - 7- - - - - 7
1427.378
Deflection (inches)* ----------- --- Shear (psi)
Sec. Max. ~Locat. Min.' 'Locat.' Stress Locat.
1 .. .9357266 9.945 -.6280887 25.5
2 :.9859369 9.945 -.66179Q7 ~25.5 37.96949 20.451
3 .7485814 .9.945 -.5024698, 25.5 28.82868 20
*
451
4 , .5774773 9.945 -.3876201,- 25.5 22.23927- 2.0.451
5 .9180459
Com.1 Analysis ,****
---------------------------------------------------------
9 .945 6162203 25-5 22.62716
Bending_psi
0__- -----------------
20.451
Moment Max.#.ft
Value -_-Locat. ft..
4182.043 9.639
Section Stress
1 3-1/8x9 1189.559
Locat.
.9.639
Moment Min.#.'ft -1124.1 20.502. 2 5-1/8x7-1/2 1044.491 9,.639-'
Shear'Max. # 863.0319 20.538 3 ,6-3/4x7-1/2 -793.0394
Shear Min. # --972.9681 20.451 4 8.-3/4x7-1/2 611.7732.,:9.'639, -
9.639
Reaction Left # 867.6219' 5 10-3/4x6 778.0546 9.639.
React.ion Right# 1427.378
~.1 Sec - ------- Ma-x--
. ---.Deflection
Locat.
*(inches) ------
Min.
-7 -- -
Locat.
--- Shear
Stress
(psi)
Locat.
1 .9357266 ...9.945 -.6280887 25.5 51-.89163 20.451
2 .9859369 9.9,45 -.6617907 25.5 37.96949 20.451
3 .7485814 9.945 -.5024698 25.5 28.82868 20.451,
4 .5774773 9.945 -.3876201 .25.5 .22.23927 20.451
-5 ~.9180459
------------------------
..9.945
L -----------------
-.6162203 25.5
7 - - - - - - --- - - -
22.62716
- - - - - - - - - - - - - - - - -
JOB NAME ................. CASA ENGINEERING SHEET.J2-OF
.............
'MO SLVB:ffON AVE SUM WO
SM DEW CA 9=6 BY ............
.................. -......DATE ...... ..................
lea
G~5)bo4ft- 7 .4 '. , ~I'Ft
VJ 12- x A-D
-2-6 1
E~ 35 Ij
7P-O
------- ------
t~; Olk'
12 P WC 12-
Is- . ......
...... 2-a H3 .14
JOB NAME ................. CASA, ENGINEERING SHEET.0.0F ............
7W SLVMTCN AWE SUM 2W
SM aEW CA 9= BY ...........
-.-.---.-.DATE ................
:7
5.51
3.5 - ------ --
- ---- ------ 127-6.
_2::7~_6 ~1.(s
59
3446).b
q0 ---------
ISF(7
.3416~6
—6-75—A .5
zi
14737 lb
12- Hvv,/' (2.
"F JOB NAME ................. CASA ENGINEERING SHEET.J.4-.0F .............
n4o sLvwroN Aw- wm 2w WN DEW CA 9ZM BY.. ......................... 78-(M)6%-Vm
DATE ................. ............
JOB NAME ................. CASA ENGINEERING SHEET.le5ff .............
7W M-VMrON AM SWE Z* DEW CA 9= BY .......... ............ I
Ta-(mxm-voi
............... --DATE .............................
... ... -------- --
-------
16 ------------
HS 16
4-r7 2660 16
At -10 H 2- t 2
266Dt 11-3
_-JR535.
)M6
_72 0-, WR
-7: -1-2 A W.C_12._
Beam w (lb/ftl_ Span (ft) Deflect (in) M (lb-in) I (inA4) WEBSECTION FLANGESECTION Reaction(lb) 3.625"HS18Jamb 6"HSIBJamb. #IOScrews Horiz.#IOScrews
1 RB1 .360 4.5 0.23 10935 0.509 2 - 6 HS 16 810 1 1 2
1 RB2 180 3.5 0.18 3308 0.120 2 - 6 HS 16 315 1 1 2
1 RB3 180 3.5 0.18 3308 0.120 2 - 6 HS 16 M5 1 1 2
1RB4 360 5.5 0.28 16335' 0.929 2 - 6 HS 16 990' 1 1 2.
1RB5 405- 26 1.30 1171500 285.175 W12x4O 13197 -
I RB6 585 3.5 0.18 10749 0.389 2 - 6 HS 16 1023.75 1 1 2
1 R87 720 3.5 .0.18 13230 0.479 2 - 6 HS 16 1260 1 1 4
1 RB8 765 15 0.75 258188 40.064 2 -12 HWC 12 5737.5 3 2, 8
1RB9 90 20.5 1.03 56734 12.031 2 - 8 HS 14 922.5 1 1 2',
1RB10 45 5.5 0.28 2042 0.116 2 - 6 HS 16 123.75 1 1 2
IRB11 720 3.5 0.18 13230 0.479 2 - 6 HS 16 1260 1 1 4
lRB12 720 3.5 0.18 13230 0.479 2 - 6 HS 16 1260 1 1 4
1RB13 go 3.5. 0.18 1654 0.060 2 - 6 HS 16 1 ~7.5 1 1 2
1RB14 90 7 0.35 6615 0.479 2 - 6 HS 16. 315 1 2
lR615 585 7 0.35 42998 3.114 2 - 6 HS 16 2047.5 4
1RB16 go- 16 0.80 149976 22.154 2 - 10 HS 12 3305 2 2 4
1RB17 go- 16 0.80 149976 22.154 2 - 10 HS 12 3305 2 2 4
1RB18 675- 5.5 0.28 47616 3.005 2 - 8 HS 14 2658 2 1 4
IRB19 675- 3 0.15 22380 1.418 2 - 6 HS IS 3884 2 2- 8
I RB20 675- 5.5 0.28 271236 22.154 2 -12 HWC 12 .9895 4 4 12
I RB21 765- 20 1.00 235560 49.482 2 -12 HWC 12 5100 3' 2 6
I RB22 90- 28.5 1.43 -283176 81.129 2 -12 HWC 12 2 - 6 DLT 12 3027 2 2 4 (T&B)
1RB23 45, 7 0.35 3308 0.240 2 - 6 HS 16 157.5 1 2
1RB24 360 7 0.35 26460 1.916 2 - 6 HS IS 1260 1 1 4
1 RB25 90 16 0.80 34560 5.720 2 - 8 HS 14 720 1 1 2
1 RB26 338 3.5 0.18 6211 0.225 2 - 6 HS 16 591.5 1 .1 2
1 RB27 45 3.5 0.18 827 0.030 2 - 6 HS 16 78.75 2
1RB28 45 6.5 0.33 .2852 0.192 2 - 6 HS 16 146.25 1 1 2
1 RB29 203 3.5 0.18 3730 0.135. 2 - 6 HS 16 355.25 1 1. 2
1 RB30 203 4.5 -0.23 6166 0.287 2 - 6 HS 16 456.75 1 2
1 RB31 203 4.5 ~0.23 6166 0.287. 2 - 6 HS 16 456.75 1 1 2
1 RB32 203 4.5' 0.23 6166 0.287 2 - 6 HS 16 456.75 1 1 -2~
1RB33 135- 13 0.65 117528 13.911 2 - 10 HS 12 2 719 2 1 4
1RB34 135- 13 0.65 117525 13.911 2 - 10 HS 12 2719 2 .1 4
1RB35 113- 20 -1.00 .601560 111.288 2 -12 HWC 12 2-6DLT12 6509 .3 3: 8 .(2) 16.(T&B)
1RB36 450 3 0.15 6075 0.189 2-6HS16 675 1 1 2
1 RB37 450 3.5 0.18 8269 0.299 2 - 6 HS 16 787.5 1 1 2
1 RB38 720- 18 0.90 179580 37.560 , 2-12HWC12 4320 2 2 6
ICASA UTILITY .. PAGE5,16
.7940 SILVERTON AVE SUITE,-206 - S q jr5 ItQ-
SAN DIEGO CA 92126
Job number.'.-..-:CAIABRESE RESIDENCE
Date,time..~... :08-26-1997 16:47:54
..,Reference ... ?.:lRB5
-------------------- ---------------------------
Glue.Laminated Beam
-----------------
-Design Section
MATERIAL PROPERTIES
Allowable Bending Stress for,.Wood .(Psi).' ... 1250
Allowable Shear Stress for Wood (psi) 10'6
Modulus~of Elasticity for Wood :.Jpsi)....,~
Allowable Bending Stress for.*G.,L.B. :(psi),...
........ ....
...........
1600000'
3000
Allowabel Shear Stress for G.L.B. (psi) ............ 206
M
odulus of.Elasticity for G.L.B.
.,DIMENS.,IONS.:
(psi),. . . . 1700000
L1,Left Cantilever Span (feet) .......
L2 Beam Span (feet)., ............ 26
~.L3 R ight Cantilever Span -.(feet)
' Max. Def.~ Lt nax./240 Y/YES NINO ... ........ Y
'Mdx. Def. Lmax./360 -Y/YES NINO ... ...... .
Max..Deflection ...(inchs)
Taper Section.Vertical/Horiz'onta'l ............
---------------------------------------------------------------
...........
.........
0.
0, 0
Linear loads
CASE X1 X2 Pi P
FEET FEET PLF PLF.
A- 0. 26 405 405,.,
B 0 0 .0 ''o
C 0 0 0 0
D, 0~ '0 0 0
0 .0 0, 0
0 .0 0
F, ----------------------------------- ------------------------
Point loads
CASE X P
,.FEET. POUND
A 7 5738
B 11' 6480
C, .0
D 0 0
E 0 0
F, 0 0
- - - - - - - - - - 7 - --- - - - - - - - - - - - - - - - - -
LINEAR LOAD
- - - - - - -- - -- - - - - - -
POINT.LOAD
'COMB I A. B C D ~'. - E F A B. "C' -D E F''
Com.1 .1 0* 0 , 0 1 1 0 0 0
CASA UTILITY
.7940 SILVERTON AVE SUITE 206
.-SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-26-1997 16:47:55
Reference ...... :1RB5
- I
- - - - - - - - - - - - - - - - - - -- - - - - -
Summary Analysis
...Valub
- - - - - - - - -
Locat. f
- - - - - -
section .....Stress
Bending psi
Locat..
Moment Max.#.ft- .97,624.72 11.024. 1 5-1/8x22-1/2 270'9.'152-.,-11..-024
Moment Min.#.'ft -3.90625E-3
Shea,r.Max. 13175.85 20.'538
2
3
6~3/4x2l ..236lz293
8-3/4x19-1/2 2112.589
11.024*
.11 ~ 024
Shear Min..,* # -9551.385 .26 4 10-3/4x18 2018.082 -11.024
Reaction Left.#
Reaction Right#
131961.62
:,9551.385
5 10-3/4x6, 778.0546 9.639
------- 7--Deflection (inches) ---------- - Shear (psi) -
Sec. Max. Locat.-,- -Min. Locat. Stress Locat.
1.289691 '12.324 -2.503477E-2 25.948 171.3893 .052-
2 1.204384 12.324 -2.338193E-2 25.948 139.4239 .0152
3 1.160419 12.324 -2.252373E-2 25.'948 115.8291 .052
4 1.200884t
5 .9180459.,
12.324
9.945
-2.'330999E-2
-.6162203
25.948 102.1361
22-62716
.052
.20.451
Com.1 Analysis
Value
------------------------------------------------------------------------------
Locat. ft. Section Stress
Bending psi
Locat.
Moment Max.# ft 97624.72 -11.024 1 5-1/8x22-1/2 2709.152 , 11.024~
Moment Min.#.ft -3.90625E-3
# ..Shear'Max. 13175.55'
26
20.538
2.6-3/4x2-1
3:'8'3/4x19-1/2,
2361-.293
2.112.589
-.11.024
'11.024
Shear'.Min. # -9551.3
1
85.1 26 10-3/4x18 2018'.082 '11.024
Reaction Left.#
Reaction Right#
i3.196.62
9551.385
5 10-3/4x6 778.9-546 9.639
- ----------- Deflection (inches) ------------ --- Shear'(psi) ---
Sec., 'Max. Locat. Min. Stress Locat.
1.289691 .1 12.324 -2.50'3477E-2 25.948 171.3893 .052.-,
2_ 1.204384 12*.324 -2..338193E-2 .25.948 139.4239~ .052
3 .1.160419 12.324 -2.252373E-2 25.948 115.8291 .052
-
4 1:200884
5 .9180459'
-----------------------------
12.324
9.945
-2.330999.E-2
-.6162203
---------------
25.948
25 .5 -
7 ----------------------------
102.1361
22.62716
.052
20.451
9 7 6 Z-5 17-) 1171 SOD 3 7, ro
-L(5.1 XZZ,S)3
I Z 25 41Z 64.7
2_0 -5.17 5 1 _LST
CASA UTILITY:
.7940 SILVERTON AVE 'SUITE. 206
:j
SAN DIEGO CA 92126
Job ,ni.imber .... :.CALABRESE RESID1314CE
Date,time.,.....:08-27-1997. 08:38:36
Reference ..... :1RB16
----------------------------------------------
-:Glue Laminated Beam-
Design Section
MATERIAL PROPERTIES
`.`Allowable Bending Stress for Wood ..-1250
..Allowable.She'Ar Stress.for Wood. (psi) ........ ........ ~106
'Modulus of Elasticity for Wood ........ 1600000.
Allowable.Bending Stress for G.L.B. (psi).....,..-.......--3000
Allowabel Shear Stress for*G.L.B. (psi):.
206
Modulus of Elasticity for G.L.B.
DIMENSIONS:'
(psi)..* ........... 1700000
Ll Left. Cantilever' Span .(f eet). .0
L2 —Beam Span~ .(feet) ............. 16
'L3 Right-,Cantilever'.Span (feet) ...........
Max. Def.,.Lmax./240 Y/YES NINO ... ........... ....... Y.
Max.. Def.- Lmax./360 Y/YES NINO .... ....................
Max. Deflection
Taper Section Vertical/Horizontal ..........................
-------------- --------------------------------------------
(inchsY ........... . 0 .0 0
Linear loads. -
CASE. X1 X2 Pi P2
''FEET FEET PLF 'PLF
A 16. 90 .0 90
,B 0 0 0 0
~C 0. 0 0 0
-D~ 0 0. 0
E 0 0
F* 0 0 .0
---------------------------------------
.0
0.
01
..Point loads
---------------
CASE X
FEET POUND
A 4, 3446
B. 0
C 0.1 0
D 0 0
E 0 0
F.— 0 '0
----------------- ---------- -------------------------- -
LINEAR LOAD POINT LOAD
COMBI A' B C D E' F A B C D E F
-Com'l 1 0 0 0 0 0 1 0 0 0 0 0
22
CASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92126'
Job nutnber.....:CALABRESE RESIDENCE
-Date,time ..... :08-27-.1997 08:38:37
Reference ...... :1RB16
- - - - - - - - - - - - - - - - - - - - - 7 ---------- 7 ------- Summary Analysis ,.*** Bending'psi
Section ~Stress Locat. Value Locat... ft.,
Moment,-Max.#.ft 12498 4. 1!3'_1/8x12 1 9 9 A8 .4-
Moment, Min.#.ft'-. 0 '0 .2 -5-1/8x10--1/2 1592.577 4.
Shear Max'. '# 3-3-01.62 -0- 3-,6-3/4x9 '..1645. ' 827 -4.
.1269.638 4 Shear Min. # -1581.5 16 4 87 3/4x9
'ion*Left 4 .3304.5 - 5 i0-3/4x7-1/,2 1488.134, 4 -React
Reaction. Right# 1581. 5
-------- Deflection tinchesY
-------------
-7. Shear (psi)
Sec; Max.~ Locat. Min. Lo'cat. Stress ''Locat.
1 .6272029 7.264 -1.277'639E-2 :.15..968 '132.0648 ..032 ,
2 -.570872 7.264 -1.163498E-2 '.15.968 92.*03122 .032 -
.6882879 7_264 -.0140231 15.968 81.52-148 _'032
4 .5309653 ''7.264- -1.081625E-2 15.968. 62.'888. .032,
5' .7468078 7.264 -.0152168 15.968 61.42549- .032
------------------------------------------ ----------------------------------- -
Com.1 Analysis Bending psi
Locat.. ft. Section stress - Locat...
I
Moment Max.#.ft 12498 4 1 3-
-
1/8x12 1999.68. 4
.Moment Min.#.ft ..._.0 0 2 5-1/8xlO~--1/2 1592.5177. 4
'Shear Max. # .3301.62 0 3 6-3/4x9.. 1645'. 82.7 4
IShear Min. # -1581.5 16 4-8 - 3 /,4x9 1269.*638 4
.Reaction,'.Left # - 3304.5'" 5 - 10--:3/4x7-~,1/`
`
2 1488.134 .4
Reaction Right# 1581.5
-----------
Deflection (inches) -------------- --- Shear~ (psi)
Sec. Max. Locat. Min. Locat. Stress Locat.
1, .6272029 7.264 -1..277639E-2, 15.968 132.'0648 .032
2 .570872 -1.16349RE-2:.-15.968 92-03122 .032
3 .6882879 7.264 -.0140231 15.968 .81.52148, .032
4 ~5309653 7.264 -1.081625E-2. 15.968 62.888 --.032
5 -.7468078 .7.264~1 -.0152168 1,5.968 .032
------------------ -------------------------------------------------------
)Z_00,7_GX7-5)-37=, .3-77.9-3
F'T -3 -7 7,93) 2-2..'194
23
CASA UTILITY
7940 SILVERTON AVE,SUITE 206
SAN DIEGO CA 92126
Job number..... :CALABRESE RESIDENCE
..... :08-27-.19,97 08:39:10, ,Date,time
Reference. .... *.:lRB17
------------------------------------------
Glue.Ldminated Beam
------------ 7
"Design Section
MATERIAL PROPERTIES~
Allowable Bending Stress for Wood, .(psi) ................ 1250
Allowable Shear Stress for Wood (psi)'. .1.0 6
Modulus of Elasticity for.Wood (psi) ....... 1600000
Allowable Bending Stress for-G.L.B. .(psi) ............... 3000
Allowabel-Sheat'Stress for'G.L.B. ;(psi) ...... 206
Modulus of Elasticity for-G.L-.B. (ps i) 17G0000
DIMENSIONS:,.
Ll Left Cantilever .-Span. feet) .... .0,
L2 Beam 'Spa n- (feet) ............ 16
L3 Right Cantilever Span .(feet) ... 0
Max. Def. Lmax./240 Y/YES NINO .................. ........
Max.. Def. Lmax./360' Y/YES NINO~— ....
ion Max. Deflect' (inchs) ............ 0
Taper Section Vertical/Horizontal.* ..................... 0 0
- - ----- - - - - -- - - - - - --- - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - -
Linear loads
------- -
CASE X1, X2 Pi.
FEET FEET 'PLF PLF
A , 16 90- 90
'0 0 0 0.
0 .0. 0 4
D 0 -0 0 .0
E . 0 0 0
F 0 0 0
----------------------------------
0
Point loads
CASE X P
- - - - - - --------7
FEET POUND
A 4 3446
B' 0 0
C 0 0
D .0 01
E 0 0
F 0
----------------------------------------------------------
LINEAR LOAD POINT LOAD
COMBI' A ..B C D E F A B C D . E F,
Com.1 0 0 0: 0 0 1 0 1 0.-1 0 0 0
CASKUTILITY
7940 SILVERTON AVE.SUITE. 206
..SAN DIEGO tA 92126
'Job number...-.:CALABRESE RESIDENCE
Date,time ..... :08-27-11§97 08:.39:11
- Reference ....... 1RB17
Summary Analysis
---------------------------------------------------------
Bending psi
Sect -ion Locat.
Moment Max. f t 12498
Value Locat,.
'
f t.~'
.1 3-1/8x12 1999..168 --.4.
'Moment Min. f t 0 to 2*571/8x10 -1/2'1592.577. A
Shear.Max. .0 3 .6 -3 /4X9 --1645.823 4
I Shear.~*.Min." -4 8-3/AX9, ~1269.638 A:
...Reaction Left .3304.5 5 .10-3/4x7_1/2, 1488-.13.4 4
Reaction Right#,` 1581.5
------- *Deflection (inches) - 'Shear .(psi) ---
Sec. Max Locat.. Min., 'Lbcat. Stress -Locat.
1 6272029 7.264 .-1.277639E-2 -.15.968 .132.064*8 .032.
2 510872 7.264 -1.163498E-2 .15.,968 92..03122 ..032
3 -.68'82879 7...2 6 4' .0140231 15-968 81.52148 -.032
4 .5309653- '7..264 -1.081625E-2, ~15.968 .032
.7468078 7.264
------------ -----------------------------
-.0152168.' 15.968
--------------
61.42549~ ....032
--------------------
"Com.1 Analysis Bending psi
Value -,-.Locat. f t.' Section ...Stress.... Locat.
Moment Max.#.ft 12498..' 4 1 3-1/8x12 1999.68 4
Moment-Min.#.ft .0 0 2 5-1/8xlO-1/2.1592.577 4
Shear*Max. # .3301.'62 0 3,6-3/4x9 1645.827 4
1:Reaction
Shear Min. #
Left #
71581.5
3304.5
16
5
4 :8-3/4x9
.10-3/4x7-1/2 1488.134
4
4,..,.
:pReaction Right# 1581.5
------------ Deflection (inches). --------- Shear (psi)
Sec.~ max. Lbcat. ..Min. Locat. Stress Locat.
1 7.264 -1.277639E-,2 5 8 15.96 132.0648 .032
2 .570872 7.264 15.968 92.03122 .032
3 .6882879
4 .5309653
.7.264
.7.264.
-.0140231 -15.968
15.968
81.52148'
612.888
..032
.032
5. .7468078 -7.264 -15.968 61.42549 -.032.
----------------------------------- -------------------------------
IZA 99K (Z~ .149976
1~00J5X7 37?,9
5T
17
~~77 )3) Zq L 4
ICASA UTILITY
7.940 -SILVERTON AVE. SUITE 206
CAN DIEGO CA 92126.
Job number.'....:CALABRESE RESIDENCE
Date,time ..... :08-27-19,97, 08:48:11
Reference ..... :lRB19
--------------------------------------------------
Glue-Laminate'd Beam
--------- -
Design Section
MATERIAL PROPERTIES
Allowable Bending Stress for Wood. (psi) ... ............. 1250
Allowable Shear:Stress for wood (psi) ................ 106,
..Modulus of Elasticity for Wood
Allowable Bending..Stress for G. L.'B.
..(Psi) ...........
(psi).. .... 3000
-'Allowabel Shear Stress for G.L.B. (psi) 206
M u od lus of Elasticity'for G'. L1. B. (psi) ................ 17.00000
DIMENSIONS:
LlIeft Cantilever Span (feet) 0
L2. Beam, Span (feet) ............... 3
L3 Fight Cantilever Span
Max. Def., Lmax./240 Y/YES. NINO ..........................
(feet) ...... 0.,
y",
Max. Def. Lmax./360' Y/YES, NINO ...... * ......
Max. Deflection
Tap~ar.S.ection:Vertical/Horizontal.-,
(inchs,)
................... 0./ 0
- - --- - - --- - - - - - - - - - - - - - - - 7 -
.,Linear loads
- - - - - - - - - - - - - - - - - - -
CASE X1 X2 P1 P2
FEET FEET PLF PLF
A'. 0 3 675 675
.0 B—
,
0 0
C
0. 0 , 0 0
D' 0.. 0 0 .0
E -0 0 0
F 0
1
0 0
- - - - - - -- - - - - - - - - - - - - - - - - - - - -
0
Point.loads
- - - - 7-7 - - - --- -
CASE X P
FEET. ''POUND
,A .5. 3446
B 0 0
C 0
D 0
E— 0 0
F 0 .0
------------ - - - - - - - - - - - - --- - - - - -- - - - - - - - - - - 7 - - - - --- - - - - - - - - - - - -
...LINEAR LOAD~ POINT LOAD
COMBI A C D ~E F B C D E F
Com.1 1 0.-' 0 01 0 '0 1 0 0, .~..o 0 0
CASA UTILITY
7940' SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ...... :08-27-1997 08:48:13
-Reference ...... :lRB19
- - - - - - -- - - - - --- - - - - - - - 7- - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - -
Summary Analysis Bending psi
Value * Locat. ft. Section stress Locat'.
Moment Max.#.ft 1865.214 1 3-.1/8xlO-*1/2 389,.7917 *.648 ..648
7,),7 0()C)r C A Q rvio ent . min.. ff . t
Shear'Max..'
#
3880.117 -0 3 6-3/4x4-1/2, 982.4998 ....648
Shear Min. # -1586.833 3 4 8-3/Ax4-1/2 757.9283 .648.
Reaction Left'# 3884.167 5 10-'3/4x3 1388.067 ..648
Reaction Right# 1586.833
------- Deflection (inches) ----------- Shear ..(P*si)
sec. Max'. Locat. min.* Locat. Stress L6cat.
.1 5-.508881E-3 .1.-374 , -1.161326E-4 2.994 177.3768 ...006
2 1.800253E-2 1.374 -3.79525E-4 2.994 189.274 .006
3 3.239962E-2 1.374 -6.830517E-4- 2.994 191.6107 .006.
4 .024994- 1.374 -5.269115E-4 2.994 147.814 .006
5 6.866079E-2
. . . . . . . . . . . . . . . . 7*
1.374
. . . . . . . . . . . .
-1.447481E-3
. . . . . . . . . . . . .
2.994
. . . . . . . . . . . . .
180.4706 -.006
. . . . . . . . . . . . . . . . . . . . . .
Com.1 Analysis Bending psi
Value- Locat.. ft. -Section Stress Lodat.
Koment Max.#.ft 186
,
5.214 .648 1 3-1/8x10-1/2 389.7917 .648,
..Moment Min.# ft
0 0 ~2 5-1/8x6 .648
Shear Max. 4. *3880.117 -or 3 6-3/4x471/2 982.4998 .648
Shear -Min'. # '3.' 4 8-3/4x4-1/2 757.9283 .648
Reaction Left # ~884.167 .5 10-3/4x3 1388.067 .-648.
Reaction Right# 1586 . 833
---------- Deflection (inches) ----------- - Shear (psi) ---
Sec. Max. Locat. min. Locat. Stress Locat..
I .5.508881E-3 1.374 -1.161326E-'4 2.,994 177.3768 ..006 ,
2 1.800253E-2 ..1.374 -3.79525E-4 2.994 189.274 .006
3 - 3.239962E-2 1.374 -6.830517E-4 2.994 191.6107 .006
4 024994 -1.374 -5.'269115E-4 2.994 147.814 006
5 6.866079E-2
-----------------
1.374
---------------
-1.447481E-3
r
----------------------------
2.994 180.4lo6'
-------------------
._006
CASA"UTILITY
7940 SILVERTON AVE SUITE 206
.Job
SAN'DIEGO CA 92126
number....:CALABRESE RESIDENCE*
Date,time ...... :08-27-1997 .09:34:12
Reference ..... :1RB20
---------
--------------------------------
G-lu--e--L-a-m-i-n-a-te--d--B-e-a -m---
Design Section
MATERIAL PROPERTIES
.~..~Allowable Bending Stress for Wood ,.. (psi).... ... 1250
A11lowable-Shear Stress for-Wood (psi) .............. 106
Modulus of-Elastic-ity for Wood (psi) ............... 16000.00.
Allowable Bending Stress f6r,G.-L.B.., (psi) .......... 1.......: 3000
Allowabel Shear Stress for G.L.B'. (psi).. . ~-206
Modulus of Elasticity for G.L.B. .(Psi) ............... 1700000
DIMENSIONS:.
L1,Left Cantilever Span, (feet) ...... ...... 0
L2 Beam Span. (feet) .... ........ 5.5,
.L3 Right.,Cantilever S an p (f eet) 0
Max.* Def.. Lmax../240. Y/YES. NINb-. . ........ Y
Max. Def. Lmax./360 Y/YES :NINO ......... ..............
Max. Deflection (inchs) . . ....... 0
--------------------------------------------------
Taper Section Vertical/Horizontal ............. ......... I 0 0
Linear loads
CASE X1 X2 Pi P2
FEET FEET PLF PLF
0 5.5 675
0 0- .'-0. O~ -
.0 0- -0 0 0
D 0 0 0 0
0' 0 0 0
F. 0 0 0
-----------------------------------------------------------
Point loads
CASE X. P
FEET POUND
A 14737 3
*B 0 0
C 0 0
D 0 0
.E 0 0
F 0
-------------------------------------------------------------
LINEAR LOAD POINT LOAD
COMB I A B. C D ~E F. -A C D E. F
Com.1 1 0 0 0 0 0 1 0 0 0 0.
CASA.UTILITY _3D
7940 SILVERTON AVE SUITE 206
-SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE -
Date,time.~ .... :08-27-1997
Reference ...... :1RB20
- 09:34:14
--
- - - - ---- - - --- - - - - - - - - --- - - - - - - - - - -
Summary Analysis,
- - - - - - - --- - - - - - - - - 7 --- -
Value Locat. f
- - - - - - -
Section
Bending psi
Stress Locat
lmoment.Max.,#.ft 22602.53 .3.003 -1 3-1/8x24 904.1013 3.003*
-Moment Min.#.ft -7.324219E-4
She,ar.Max. # ~,85'47.461
5.5
0,.:
2.
3
5-1/8x15
6-3/4x12
1411.28.
1674.262
Shear Min. # -9894.613 5.5 4 8-3/4x9. -2296.13 3_003
.1
Reaction.Left #
Reacti.on Right#,
8554.887
9894.. 613
.5 10-3/4x7-1/2 2691.278 3.003
--------- .7 Deflection (inches) ---------- Shear (psi)
Sec. Max. Locat. Min.' Locat. Stress. Locat..
1 1 . 6 3'3 4'6,6 E - 2 .2.805 -2.980541E--4 5.4-89 . 197.8921 .5.,5
-2 4 . .079679E-2 2.805 -7.443781E-4 5 !489 193.0656' 5.5
.3 6.049867E-2 ~2.805.' -1-;104035E-3 5.489 183.2336 5.5
4 .1106262
5 A55597
2.805
2.805
-2.018541E-3
-2.839564E-3
----------------------------------------------------------------------
5.489
5.489
188.'4688
184.0858
5.5
5.5
-------
Com.,l-Analysis
'Value Lodat. ft. Section
Bending psi
Stress Locat.
.moment Max.#.ft 22602.53 3..003 1 3-.1/8x24, 904.1013, 3,003
Moment Min.#.-ft
5. 5~' 2 5-1/8xl5* .1411.28
'
3.'003
Shear.Max. # 8547.461 0 6_3/4x12 1674.262 -~.003
Shear Min.' # ~9894.613- 5.5, 4.8-3/4x9 2296.13 :, 3.003
Reaction Left #
Reaction Right#
8554.887
9894.613
5 10-3/4x7-1/2 2691.278 3.003
- ------------ Deflection ,(inches) ------- (psi) ---
Sec. Max.
1 1.633466E-2.
Locat..
2.805 .-2.,980541E-4
Min. Locat.
5.489
Stress
197.8923
Locat.
5.5
2 4.079679E-2 2.805- -7.443781E-4 5.489 193.0656 5A
3 6.0'49867E-2 2.805 -1.104035E-3 5.489 183.2336 -5.5
4 .1106262. 2.805 -2.018541E-3 5.489 188.4688, 5.5
5 .155597* 2.805 -2.839564E-3 5.489, 184~.0858 5.5
-------------
7 -------------------------------------------------
Z-7 I Z_:~6 Yb -
. . . .................. .....
-0,75X7.$)
4- 22_IcA I Yj
CASA UTILITY
7940 SILVERTONAVE SUITE 206
SAN DIEGO CA 92126
Job number.. :CALABRESR RESIDENCE
Date,time ...... :08-27-1997 09:02:48
tReference......:1RB21
---------- - - - 7 - - - - - - - - - - - - - - - - - - - - -
-Glue Laminated Beam
- - - - ----------------
Design-Section.
.:MATERIAL PROPERTIES,
Allowable .Bending.Stress ..for Wood ......... (psi), ~1250
Allowable Shear:Stres~.for.Wciod
Modulus of. Eldsticity-ior Wood
-(psi)
(psi)".,....
106
1600000'
-.,All-owable-Bending Stress for G.-L.B,. (psi) 300-0'
Allowdbel Shear Stress'.'for G.L.B. (psi) ... .'206
Modulus of ElAsticity.for, G.L.B..
DIMENSIONS:.
(psi) 1700000
Ll Left Cantilever..Span. (feetY.''. ........ 0
L2 Beam Span
L3 Right.Cantilever Span
(feet)
(f ee.t) ..........
20
0
Max., Def. Lmax./240 Y/YES NINO ..................... Y
-.Max. Def. Lma.x./360 Y/YES NINO.'.... ................
Max. Deflection (inchs) .......... .0
-----------------------
Taper.Section Vertical/Horizontal ........ ........ 0, 1 0
- - - - - -
-
7 7
Linear'Toads
CASE Xi.: X2
--- - - - - - - - - - - - - - -
P2
FEET FEET PLF PLF_
A & 20 .,0
B .0 0
165~,
C.
.0 0 .0. 0
~0 .0 0. D '.0
E 0 - 0, .0
-
F 0 0 0
-------------------------------------------
Point loads
CASE X P
-----------------
FEET POUND
A 0 0
B 0
0. 0.,
D 0 0
E 0 0
F 0.
- - - 7-7 - - - - - - - 7 - - - - - - - - - - - - - - - - -
LINEAR LOAD
..COMBI A B C D E
- - - - - - - - - - --- - - - - - -
POINT
F A B C
LOAD
D E F
Com.1 1 0 0 0 0 0. 0 0. 0, 0, 0 0
CASA UTILITY -
7940 SILVERTON,AVE SUITE 206.
SAN-DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-27-1997
Reference ..... :1RB21
09:02:50
----------------------- --------------- --------------- Summary Analysis
Value LoPat. ft.
Bending psi.
Section Stress. Locat.
Moment Max.#.ft -19629 . 87 ~11.56, .2010.099 11.56.
Moment Min..#.ft 0' 0 2 5-1/8x13-1/2 1513.173 11.56
Shear Max. # ~549.969 0 .3 .6
'
-3/4x12 7'1454.065 .-11...56
Shear Min. # _-5100 20 .4 8-3/4x10-1/2 1465.087 11.56
Reaction Left#-"..- 2550 5 10- .3/4x10-1/ 1192.512 11.56
Reaction Right#
-----------
5100
Deflection (inches) -------- Shear (psi)
Sec. Max. Lbcat. Min.- Locat. Stress Locat...
t 2
1 -.911 * 6777
-.7625534
:."10..32
.10.32
-1.727833E-2 ,
-1.445021E-2
19-.*96..
19.96
.163
'
.2
110.5691.
20,
20
3 _82436 .10'.32 --:1.562632E-2 19.96 * 94..44444 .20
4 .9492687 10.32 -1.799027E-2 19.96 83..2653 20
5 .772661 10.32 -1.464224E-2 19.96 67.77409 20
Com.1 Analysis
------------------------------------------------------------------------------
Bending psi
Moment Max.#.ft
Value Locat.,ft.
19629 .87 11.56
Section --Stress-;---
3-1/8x15
--
2010.099
Locat.*
11.56
Moment:Min.#.ft 0 0 2 5-1/8x13-1/2 1513.173 11.56
'
Shear Max. #
Shear' Min.'-.'.
2549.969
-5100
.0
20
3,
4
6-3/4x12
8-3./4x10-1/2
1454.065
1465.087
11.56
11.56
Reaction Left ,# 2550 5 10-3/4x10-1/ 1192.512 11.56
-Right# ,Reaction 5100
-----------
Sec. ..Max.
Deflection
Locat.
(inches) ----------
Min.~ Locat.
---.Shear
Str ess
( si) p
Locat.
1 .9116777 -1.127833E-2 19.96 163 1 2 2Q
2 .7625534
3~ .82436
10.32
10.32
-1.445021E-2
-1.562632E-2 ,
19.96
19.96
.110.5691.
94.44444 20
4 .9492687 10.32 -1.799027E-2 19.96 83..2653 2Q.
5 .772661 -1.,464224E-2 19.96 67.37409 20 .
------------- --------7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 -7 7 77-
-OX I Z)_ 2-355-GO
ot)
3
1Z
_:,,L7 (TA4 1) n4- TST 2-9
I
J-O,B , NAME .......... . CASA ENGINEERING ISMU/11i ~,*c S H E E T3.. O.B..A. 0 F .............
7W SLVBVM AW- SUM WO
17 SM DEGO, CA 92M6 BY .................................. 7W619)695-2761
CASA UTILITY-
1SAN
7940 SILVERTON AVE SUITE -.206'11-
DIEGO CA 92126
job nu,m,ber.-...:CALABRESE-RESIDENCE
~-Date.time......:08-2771997
Reference ...
- - - - - - - - - - - - - - - - - - - - - - - - - - - 77 - - - - - - - - - - - - - - - - - - - - - - -
Glue Laminated..B,eam
Design Section.
~MATERIAL PROPERTIES,
*Allow*able Bending Stress for Wood', (psi) ................
i.~-.Allowable Shear'Stres*s-for Wood. (psi)
odulus of . Elasticity.- for Wood .(psi:) 16000.00
~-Allowable -Bending'Stress for:,G.L.B. -('si) p 3000
Allowabel.'~Shear -Stress*--fot''G.L.B. (psi).. . ~206~
..'-Modulus of Elasticity -.for'G.L..B.-
DIMENSIONS:
(psi) ............ 1700000
Ll.Left,Cantilever: Span' (f eet) ........... 0.
L2. Beam Span
L3 Right Cantilever Span
(feet,)...
(feet),
28'.5
Max. Def. Lmax./240"Y/YES. NINO.* ................... Y
Max. Def. Lmax./3'60 Y/YES -N NO.., ........
Max. Deflection (inchs), .......... 0
Taper Section-Vertical/Hori'zontal .........
* ------------------------------- ------ ------------------------
I ........... __~O-_/ `0
,.CASE
--Line'ar loads
X1 X2 P! P2
FEET*. FEET PLF PLF.
A. 0 28.5 90 90
0
C 0, ''0 ~ : . 6 0
D, 0 0 0
E 0 0. 0 .0' ~0 0. - --- --
-
- - - - - - - -- - - - - - - - - - -- - - - - - - - - - - - - - - 7- - - - - - - - 77
Point loads
CASE. X P.
FEET POUND
9 255,0.
B 0 0
C 0- 0
D 0 Q
E 0 ~ 0.
01 ~0
- - - - - - - - - --- - - - - - - - - -- - - - - - - - - - - - - - - - -
L AR IN~ LOAD
- - - - - - - - - - - - - - - - - - -
POINT.LOAD
COMBI' :A B D E F A. B C D E F
'Com. 1 1'. 0 01 .0 0 1 .0, 0 01 O~ 0
30D
CASA UTILITY
794,0 SILVERTON AVE SUITE 206
.SAN DIEGO CA 92126
Job number .... :CALABRE SE RESIDENCE
Date,time....'.:08-27-1997
Reference ..... :1RB22
0:10:38
----- ------------------------------------------------------
Summary Analysis Bending psi
Value Lo-cat. ft. Section Stress Locat.
Moment MaxA.ft 23598.13 9.006 1 3-1/8x18 1678.089 9.006
Moment MinA.ft -7.324219E-4
Shear' Max..
28.5
3022.107 0 3
2.5-1/8x15
6-3/4x13-1/2
1473.444
1381.144.
.9.006
9.'006
Shear Min.. # -2087.763 28.5 4 8-3/4xl3-1/2, 1065.454 *9.006
Reaction Left #
Reaction Right#
3027..237
2087.763
5 10-3/4x12 1097.588 9.006
----------- Deflection (inches) '7 ---------- --- Shear (psi).
Sec.' Max. Locat. Min. Locat. Stress Locat'. ~'i .1.182631 13.395 -2.-323365E-2 28.443 80.58952 .057
2 1.246089 13.395 -2.447947E-2 28.443 58.96794 .057
3 1.297813 13.395 -2.549486E-2 28.443 49.74662 .057
4 1.001169
5 1.160284
13.395 -1.966971E-2
13.395 -2.279555E-2
28.443
28.443
38.37596
3.5.14078
.057
.057
----------------------------
****.Com.1 Analysis
Value Locat. ft.
7 -----------------------------------------------
J *Section Stress
Bending psi.
Locat.
Moment Max.#'.ft 23598.13 9.006 1 3-1/8x18 1678.089 9-.006
Moment Min.'#.ft -7.324219E-4
Shear Max. #
28.-5
3022.107 0
2
3
5~--1/8x15
6-3/4x13-1/2
1473.444
1381.144
- -9.006
9.006.
Shear-Min. # -2087.763 28.5 4 8-3/4x13-1/2 i065.454 9.006
.Reaction Left'-#
Reaction Right#,
3027.237 -
2087.763
5 10-3/4x12 .1097.588 9.006
----------- Deflection (inches) ---------- --- Shear (psi) ---
Sec. Max. Locat. Min. Locat. 'Stress Locat.'
1 1.182631 13.395 -2.323365E-2 28.443 80.58952 .057
2 1.*246089 13.395 -2.447947E-2 28.443 58.96794 .057
3 1.297813 13.395 -2.549486E-2 28.443 49.74662 .057
4 1.001169
1.160284
13.395 -1.966971E-2
13.395 -2.279555E-2
28.443
28.443
38.37596
35.14078
.057
.057
-------------------------------- ------------------------------------ ------
(Z3_G9ST'12) :z 2-03176 )b - in'
~Sx 13 -5) 3
1 7 ~ ( (372 IZ9. in
CASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-27-1997 09:58:34
Reference ..... :1RB33
--- - - - -
- - - - - - - - - - 7 - - - - - - - - - - - - - - - - ---
Glue.Laminated Beam
Design Section
MATERIAL PROPERTIES
Allowable Bending Stress for'Wood'. (psi).. ............ 1250
' Allowable Shear Stress for ,Wood-,
Modulus of,Elasticity,for Wood
(psi)-. ......
(psi) ...............
106-
1600000
Allowable Bending Stress for G.L.B..~.(psi) .....
Allowabel Shear Stress for G.L.B.
Modulus of Elasticity for G.L.'B.
~'(psi)
.,(psi) ...............
206
1700000
DIMENSIONS:
'I,Ll Left Cantilever 'Span (feet) 0
L2 Beam Span (feet) .... 13
L3'Right.Cantilever.Span (f eet) ............. ~,G
Max~. Def. Lmax./240 Y/YES NINO ....................... Y
Max. Def. Lmax./360 Y/YES NINO ....
Max. Deflection
......... .........
.(inchs) .............. 0,
-
Taper.-Section-Vertical/Hor'lzontal.' 0./ 0'.
I*CASE'.:-
--------------------------------------------------
-Linear loads
7 7 7
-Xi X2 Pi P2*;'
FEET FEEV. PLF PLF
A 0 13 135
B 0 .0.
.-135
'0
C 0 0:.# 0 .,0
D 01 0. 0-
E 0 0 0
0~
0
F ~0 0 0 0
-----------------------------------------
Point loads
CASE ' X P
------------------
FEET POUND q
A 4 2660
0 -0
C 0 0
D' 0, 0
E* 0 0
F 0 0
----------------------------------------------------------
LINEAR LOAD POINT LOAD
COMB' I A B C D E. F A B C, D E F
com,.:i 1 0 0 0 0 .0 1 0 0 0 '0 0
CASA UTILITY
7940 SILVERTON.AVE -SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE:
I
Date,time. .*..-.:08,-27-
Reference ..... :lRB33'
--------------------
'
1997 09:5~;35
m ------------------ m -------------
Summary Analysis
Value Locat. ft.,
---------
Section
Bending psi
Stress' Locat.
Moment' Max.#.ft 9794.229 4.004. 1 3-1/8x10-1./2 2046.794 4.004
Moment Min.#.ft '-1.220703E-4
Shear Max. # 2715.528
.13
0.
2-
3
.5-1/8x9 1698-.728
6-3/4x7-1/2 .1857.276.
4.004.
4.004
Shear Min. # -1695.962 .13 4 8-3/4x7-1/2 143
'
2.756 4.'004
.Reaction
Reaction Left #
Right#
2719.039
.1695.962
5 10-3/4x7-1/2 1166.197 4.004
I---- Deflection (inches) ---------- -7 - Shear (Psi)' -.7
Sec. Max. Locat. Min. Locat.'' Stress Locat.
-1 ~.49659_05 6.032 -9.802415E-3 12.974 i24.1384 .026
2 .4808331 6.'032 -9.491996E-3 12.974 88.30987 .026
3 .6308537 6.032 -1.245405E-2 12.974 80.4601 .026
4 .4866582
5 .3961181
.6.032
6.032
-9.607334E-3
-7.817561E-3
---------------- -----------------------------------------------------------------
12.974 62.06922
12.974 50.52146
.026
..026
Com.1 Analysis
Value Locat. ft.
Bending psi
Section Stress Locat.
.I,Moment*Max.#.'ft .9794.229 4.004. 1 3-'1/8xlO-1/2 2046.794 -4.004-
Moment-Min.#.ft -1.220703E-4
Shear Max.'- 2715'.528
'13
0
2
3
5-1/8x9 1698,728
6-3/4x7-1/2 1857.276
A. 004.
4.004
Shear.Min. -1695.962 13 4 8-3/4x7-:1/2 1432.756 4.00~--
Reaction Left #
Reaction Right#
- -------------
2719.039 ,
1695.962
Deflection
5
(inches) ----------
10-3/4x7.-1/2 1166.197
--- Shear
4.004..
(psi-) ---
Sec. Max.- Locat. Min. Locat. Stress Locat.
1 .4965905 ~6.032 -9.801415E-3 1-2.974 124.1384 .026
2 .4808331 6.032 -9.4919.96E-3 12.974 88.30987 .026
.3 .6308537, 6.032 -1..245405E-j 12.974 80.4601. .026
4 .4866582
5' .396.1181
6.032
6.032:
-9.607334E-3
-7.817561E-3
12.974 .62.06922
12.974 50.52146 _026
C9794 X1z_)
12--
,.7SX7,5)3
7 ---------------------------------------------------------------------
'I IZE~zg -il
s7 29 _S7 .'3) 1.3-91)
CASA UTILITY
7940 SILVERTON AVE SUITE 206
-SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE ,~~'.
Date,time * .....:08-27-1997~ 09:58:41-
Reference ..... :1RB34
-------------------------------
Glue Laminated Beam
--------
Design Section-
,MATERIAL PROPERTIES
AllowableBending Stress for wood (psi)'. 1250-_
Allowable Shear Stress-for Wood
Modulus of Elasticity for'Wood
(psi) ........
(.psi) ............... 1600000 -.
Allowable Bending Stress for G.L B. (psi)' 3000'
Allowabel Shear Stress for G.L.B.
Modulus of Elasticity for G.L.B.~:.'
(psi) ...........
(psi)
206
1700000.
DIMENSIONS:
L 1 Left Cantilever Span (feet) ..... 0
L2 Beam --Span .(feet) ............. 13
L3 Right-Cantilever Span (feet):.. ....... 0
Max. Def. Lmax./240, Y/YES - NINO... . ...... ....... I Y
Max. Def. Lmax./360,' YJYES NINO ........
Max.. Deflection
.........
(inchs) ...........
Taper.Section Vertical/Horizontal, ...
-----------------------------------------------------
.................... 0 0
Linear loads
CASE X2 P1 P2'
FEET FEET -PtF PLF
A 0 13 135.
B 0 0 0.
135
0
C 0 0
0
D 0 0, 0
E 0 0 0
0
0
'0
F 0 0 ~0
- - - - - - - - - - - - - - I --- - - - - - - - - - - - - - - - - - - - - - -
Point loads
CASE X P~
- - - - - - - - - - - - - - - - - - -
FEET POUND
A, 4. .2660
B , 0 0
C, 0 0
D 0. 0
E 0
F 0- 0
---------------------------------------
LINEAR LOAD
----------------
POINT LOAD"
COMBI A B C D E F "A B C D E F
Com.l. 0 0 "..0., 0 1 0 0 0 0-
-,34
CASA UTILITY
7940 ~SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE,
Date,time ..... :08-27-1997 09:58:,42'
Reference ..... :lRB34
- -- - - - - - - - - - - - - - - - ---
Summary Analysis
- - 7 - - - - - - - - - - - - - - - - - -
Value Locat.- f t-.
- - - - - - - - - - - - --- ----- - - Bending-psi
Section Stress. Locat.
Moment Max.#.ft 9794.229 4.004 1, 3-1/8x10-1/2 2046.7941- 4.004
Moment.Min.#.ft -1.2207.03E-4'
.Shear-Max. # 2715.528 .
13
0
2
3 -'6
5-1/8x9
-3/4x7.-l/2
~-1698.728
1857.276
4.004
4.004
Shear Min # -1695.962 -13, 4 8-3/4x7-1/2 1432...756 4.004
Reaction'Left-#.*
Reaction'Right#
'2719.039.
.1695.962
5'10-3/4x77i/*2.1166.19! .4.064
--------------- Deflection (inches) ------------- ---.Shear (psi)-7 --
Sec'. Max. Locat.' Min. Locat. Stress Locat.'-'
1 .4-565905 6.03'2 -9.802415E-3, 12.974 124-.1384 .026
2-- '.4808331 .6'.032 -9.4*91996E-3 '12.974. 88.309817 .026
.1.3 .6308537 6.032 -1.245405E-2 12.974 ~80.4601 .026
4 -.4866582*
5 .3961181
I
6.032
6.032
-
-9.607334E-3
-7.81756IE73'
12.974
12.974 50.52146'
.026
.026
- - - - - - - - - - - - --- - - - - - - - - - -
Com. 1 Analysis
Value Locat.
IMoment,
- 7 --- - - - - - I -
ft.-
- - - - - - 7 - - - - - - - - -
Section Stress
- - - - - - - -
Bending pq
- - - - - - - - - - - -
Locat.
Max.#.ft 9794.229 A.004 1'3-1/8x10-1/2 2046-794 4.0104
Moment Min.#.ft -1.220703E-4
Shear Max. # -.2715.'528'
13
0
--2
3
5-ml/8x9
6-3/4x771/2
1698..728
18517.27'6
~4.004
4.004 .
Shear, Min.. # -1695.962 13 4 8..,-3/4x7.71/"2 '1432.756 4.004
Reaction Left #-
Reaction Right4
2719.039
1695.962
5 10-3/4x7-1/2 1166.197 1 4.004
- ----------- Deflection
-------------
Shear (psi)
Sec.- Max. Locat. Min.. Locat. Stress Locat.-
1 .4965905 6.032 -9.802415E-3 --''12.974 124.1384 .026
2 .4808331. 6.032 -9.491996E-3. 12.,974 88.30987 .026'.
3 .6308537 6.032. -1.245405E-2 12.974 80.460.1 ..026
4. .4866582
5 ".39-61191
6.032
6.032 *-7.817561E-3
-9.607334E-3 12,974
12.974
62.06922
50~52146
.026,
026
------------------------------------------------------------ --------------
JOB:NAME ................. CASA ENGINEERING SHEET.,~-50F ..........
7W sLvanM AM SUn WO
aMDEW, CA 9=6 -BY ................................... 78-(MXM 270
BATE ..........................
Of,) n -A). jZ
716,
305300,/
-- - ------- -
_--_-------
L t2~_W_7,k
ICASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN.' D I EGO CA 92126.-
Job.number*.*.-.'...:CALABRESE,RESIDENCE'-
Date,time ..... :08-27-1997, 10:25:41
Reference ..... :1RB35
------------------------------------------------------ 7 77---
vGlue Laminated Beam
..Design Section.,
MATERIAL PROPERTIES'.
Allowab'le.Bending.Stress -f or Wood (psi), 1250
Allowable Shear Stress for Wood (psi)- .......... 106.
Modulus of Elasticity for Wood
'Allowable Bending Stress for G.L B..
(psi).. -1600000
(psi) .............. 3000
Allowabel Shear Stress for G.L.B..., -.(psi) ............... 2.06
Modulus.of Elasticity for G.L.B. (psi) ........ .1.700000,
DIMENSIONS:
~-'LlLeft Cantilever Span (feet).. ~0
L2 Beam Span. (f eet) 20
L3.Right Cantilever Spari (feet) .............. 0
,Max. Def., Lmax./240 . Y/YES NINO ........................... Y
.Max. Def.. Lmax;/360 Y/YES NINO ........................ .
.Max. Deflection
Taper Section Vertical/Horizontal
(inchs) ...........
.....................
0
0 0
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Linearjoads
- - - - - - - 7 - - - - - - - - - - -
CASE X1 X2 ~Pi P2
FEET FEET' PLF- PLF
A 0 20 113 113
B 0 0 0
C . 0 0 0- .0
D 0 0 0 0
E~ .0 0 0
F .0 0 0
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
0
Point loads
- - - - - - - --- - - - - -
CASE.~* X P
FEET POUND
-6. 5 2660
B 10 5438
C 13.5 2660
D~ 0 0
E '0 0
F 0 0
-------------- -------------------------------------
LINEAR LOAD
--------
POINT LOAD
COMB! A B C D E F A, C D, E F
Com.~i 0 0 .0 0 0 1 1 1 . 0 0 0
7_7
CASA UTILITY
79'40-SILVERTON AVE SUITE 20 6
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
j
Date,time ..... :08-27-1997
Reference ..... :lRB35
10:251:42
-----------------------------------------------
Summary Analysis 4**
Value *Locat. ft.
--------------
Section Stress
Bending psi
Locat.
Moment Max.#.ft. 50130 10... 1 3-1/8x2l 2619.037 ..10,
Moment, Min. #. f t' 0 0 '2'5-1/8x16_1'/2 2586...833 .10
-6'504A8 0 3 6-3/4x15-, 2376.533, -:10 * Shedt-,Max.'.' #
Shear Min. # -6509 20 ..4 8-3/4x15 1833.326 10
Reaction Left ,# 6569 5 10-.3/4xl3'1/ 1842.274 10,
Reaction Right# 8509.
Deflection (inches -------- Shear (psi)
Sec. Max. Lo
'
cat. Min.'- Locat. Stress Locat.
1. 2 ''.9861882
9.92.
9.92
-l..4661'.62E-2
'-1.843296E-2
19-.96
19.96
148.7771
115~459
20
20
3 -.9966156 9.92 -1.863041E-2 '19.96- 96.42963 20
4 768818., 9.92 -1.436967E-2 19.96 74.38857 .20
5 .8584124 9.92
------------------------------------------------
-1.604215E-2,- 19.96 67.27649 20
Cbm'.1 Analysis
----------------------------
Bending psi
Moment MaxA.ft
value --Locat. ft.
50130 10
Section St
1 3-1/8x2l
ress
2619.037
Locat.
10
Moment,.MinA.ft 0 0 .2 5-1/8x16-1/2 2,586.833 10
Shear'Max. # 6504..48 0 3 6-3/4x15 2376.533 10
Shear-. - Min
*
------ A -6509 20. . 4 873/4x15 1833.326 10 -
Reaction Left # .6509 5 10-3/4xl3-1/ 1842.274 .10
,.Reaction Right# 6509 .
----------- Deflection (inches) ---------- Shear (psi) ---
sec. 1W. Locat., Min. Locat. Stress Lbcat.
1 ..7845Q85 9.92 -1.466162E-2 19.96 148.7771 '.20
.9861882 9.92 -1,.843296E-2 19.96 115.459 20
'.~~9"~6156 9.92 -1.863041E-2 19.96 96.42963 20
.4 .7'68,818 9.92 -1.436967E-2 19.96 74.38857 20.
.-81584124~ 9.92 ..-1.
----------------------------------------------------------------------------
604215E-2* 19.96' 67.27649 ~20
D, 50
(S99-4
1.7 -4
ICASA UTI, LITY
7940 SILVERTON AVE SUITE 206 31 D0E_GH'7 ExtST
DIEGO CA 92,126
I
SAN
Job number .... :CALABRESE RESIDENCE
Date,time........:08-27-'1997
Reference ..... :IRB38
---------------------------- ------- -------
Glue~Laminated,Beam
-----------------
Design-Section
MATERIAL PROPERTIES
Allowable Bending Stress for Wood (psi)-. 1250
Allowable Shear Str
*
ess for Wood ~-Apsi),. 1.0 6
Modulus,of Elasticity for Wood
Allowable Bending -Stress for G.L.B.-(psi)...
(psi)'.
.........
1600000
3000
Allowabel Shear~Stlress for,G;L.B'. (psi) 2.06
..Modulus of Elasticity.'for G.L.B.
DIMENSIONS:*
(psi) ............... 1700000
-L1 Left Cantilever Span (feet) ....... 0
L2 Beam Span (feet) ............. 18-
L3 Right Cantilever Span .(feet) .......... 0 -
Max,. Def. Lmax./240 . Y/YE.S NINO ...................... y
..Max. Def. Lmax./360 Y/YES NINO ........................
Max. Deflection
Taper Section Vertical/Horizontal.~ .....
--- ---- ---------------------------------- --------------
.........
............
0
0 0
Linear loads
CASE X1 X2 pi~
FEET FEET PL.F PLF
A 0 18 0 , 720.
B 0 ;0 0 0.,
..-C 0 0 0
D 0 0 0 0
E 0 0 A ~0
;F 0 0 '0
7 --------------------------- -----------------------
Point loads
CASE X P
FEET- POUND
-A .0 0
B
C 0 0
D 0 0
0 .0
F 0 0
- - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - -
LINEAR LOAD
- - - - - - - - - - - - - --- - - - -
POINT
-
LOAD*
COMBI A B C D E F. A B C D E ~F
Com.1 1 0 0 0 0 0 0 0 0 0 0 0
CASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE'
Date,time.,....:-08-'27-1997.
Reference.....,.:lRB38
----------------------------
10:48:39
--------------
Summary Analysis
--------------
Bending.psi
Value Locat. ft~ Section Stress Locat.
Imoment Max.*.#.ft,. 14964 .89. 101.404. 1"3-1/8xl3-1/2 .1891.858 10.404
,--Moment Min.#..ft. 0 0 2 5-1/8x1Z 1459.989 10-404
I
Shear
'Shear
Max; ...#
Min. #
2159.974
--4320
0
16. -4:8~3/4xlO-1/2_1116.913-
3 6-3/4x10-1/2 1447.85 10.404
1'0. 4 04
Reactio n Left # - 2160'.. 5 .10.-.3/4x9 1237.407 10. 404
Reaction Right# 4320
------------ Deflection (inches) ----------- ShearApsi).
Sec. 'Max. Locat. Min. Locat. Stress Locat.'
1. .7722445 9.287999 -1.463649E-2 17.9.64 153.6 18.."
2 .6704535
3.' .759862i'
9.287999
.9.287999
-1.270632E-2
-1.440192E-2
17.964
.17.,964
105.3659
91.42857,-
~',18
18
4 - .5861789- 9.287999 -.0111097 17.964 70.53061
5 .7576538
Com.1 Analysis
9.287999
-----------------------
-1.435716E-2 17.964
-----------------------------
Bending psi
18
Value Locat. ft. Section Stress Locat.
I
moment Max.#.ft 14964..89 -10.404 1 3-1/8x13-i/2 1891.858 10.404
Moment Min.#.ft. 0 0 - 2 5-1/8x12 1459.989: 10.404
Shear Max. :,# 2159.974 0 3 6-3/4xlO.-1/2 1447.85, 10.404
Shear Min. # -4320 .18 4 8-3/4xlO-1/~ 1116.913, 10.404
React ion Left # 2160 5 10-3/4x9 ..-.1237.407 10.4.04...
Reaction Right#, ~.-'4320
---------- Deflection *(inches) ----------- Shear (psi)
Sec. Max. Locat. Min. Locat. Stress Locat.
1 .7722445 9.287999 -1.463649E-2 17.964 153.6 ~18
2 .6704535 9* ' 287999 -1.270632E-2 , 17.964 105,3659 18
3 .7598621, 9.287999 -1.440192E-2. 17.964 91.42857 .18
4 .51861789 9.287999, -,.0111097 17.964 70.1 53061 18
51 .7576538
-----------------------------
9.287999 -1.435716E-2
-------------
17.964
---------- -------
66.97675
7 -------------
18
CASA ENGINEERING. JOB NAME ..................
SHEET.41.0F ............
mo M-%THm AW- SUM WO
am DEW, CA 9=6 BYi ..................................
DAT .......................
ROOF-ID~ ~j
FLY /000
1,5,
I
.... ...... ...
Bearn w (lb~ft) Span (ft) Deflection (in) - M (lb-in) I (in A4) SECTION @ 24 O.C.' Reaction (lb) 3.625" HS 18 Jamb 6" HS 18 Jamb #10 Screws
2RJI-- 90 12 0.60 19440 2.413 12WC16 540 ..2
2RJ2 bO. 11 0.55 16335 1.W9 12 WC 16 495' 2
2RJ3 90 11 .0.55 16335 1.859 -12 WC-16 495 2
JORNAME .................. CASA ENGINEERING, SHEET.4.5.OF ..............
M40m-varM AM SUM WO SM aEW CA WM6 By .................................
-----------
27U6 ti
-2-.FB 7
1060( .4 d6
2-70
7 _-Jr
CASA ENGINEERING JOB NAME ................
S H E ET..4,. 0 F .............
MO SUMM AW- SUM M. RM MW CA 9=6 BY ..........
. ........................
so Wft
7V
Beam_ w (IbIft) Span (ft) Deflect (in) M (lb-in) I (in A 4) SECTION Reaction (lb) 3.625" HS 18 Jamb 6"HS18Jamb #IOScrews_
2RB1 563 4 0.20 13512 0.559 .2-6HS16 1126 1 2
2RB2 50 1.5 0.08 .1900 0.029 2 -6 HS 16~ 422.25 2 -
2RB3 563 1.5 0.08 1900 0.029 2 -6 HS 16 422.25 2
2RB4 563 2 0.10 3378 -0.070 2 -6 HS 16. 563 ~2
2RB5 832' 10 0.50 124800 12.910 2 -40 HS 12 4160 2 2 ~.6
2RB6 270 4 0.20 6480 0.268 2 - 6 HS 16 540 2,,-,
2RB7' 270 4 0.20 6480 0.268 6 HS 16 540 2'
2RB8 270- 6 0.30 188503 129.205 W12 x 22 15863.
2RB9 270 8.5 -0.43 29.261, 2.573 2 - 6'HS 16 1147.5. 2'.
2RB10 270 4.5 0.23. 8201 0.382 2 - 6 HS 16 607. 5 2
2RB1.1 90 30' 1.50 1222848 375.596 TS16x4x3/8" 0032
2RB12 90- 30 1.50 1222848 375.596, TS16x4x3/8" 9032
2RB13 608 3 0.15 8208 0.255 2 -6 HS 16- 912. 2
I. 2RB14,1 360- -1 16 1 0.80 1 921 An 17.672 2 -.10 HS 12 1440' 2
COSA ENGINEERING
7940 SILVERTON AVE V206
SAN DIEGb'cA 0212S
-45 Job, number .... 4CALABRESE RESIDENCE.
Refarence..4.~:2%8
--------------- --------
Glue LaminatidAeam
7 --------- 7 ------
Dell gn~ Sic t ion
j MATERIAL PROPERTIES
.*Allowable Bendiqg .Stress f or Wood (psi) ........... i 100 Allowable Shear Stress for Wood 004 1 106 k-.-JCIL~lus~of Elasticity fqr Wo6j~ Cpsi) ~j ... 1600000 ~Aljqwable . Bending Stress- Ar' G&A. (psi?, j400 AlloWabel.Shear Stress for -TL;BZ Cpqj)~ V~ 165. 7'Modul`us~nf Elasticity forNKLA, 17Q60Q0 .-TIMENSJONS,
.L1 Left Ca t1lover. Span-,- ....... C.. L2 beam Span
L3 light Cant'ilivIr Span , I feet) 0 Mal. D6fv LmqZ/240 *'Y/YEY NINO ........ ;,,!I ......... ax M C -DeQ:'L#0/qS0 1 YJYES.~NINP~ , ....... ........ Mhx.~Deflection d Taper Section Vertical /HSr izontal ..... ------------------------ -------------------------
!, ........ ........ 0 1 0
Linear loads
ICASE xi X2 P2 FEET FEET PLF PLF A 0 6 270 270 B 0 0 0 0 C. 0 0 o- 0 D 0 C)
E-
F 0 C)
............... 0
Point loads
CASE x P
FEET POUND
A -
B 0 0 01 C)
D - .0
E 0
0 0 ............ -------------
---- 71 --------
LINEAR LOAD
=-"7 -------
POrNT -- -
LOAD ~-:6MB I A B D E F A E C) 0 1. 0 0 0 0
CASA ENGINEERING
K
946 SILVERTON AVE* 206:
AN DIEGO CA 0212S
~Job number .... gCALABRESE RESIDENCE
1wn&te4tiqe..j ..:07-31-1997' 10:34:47 1Feference.,;..:2RB8
---------- 1 7 ----- 1 -------- ..........
Summary Analysis 13
------------
Bending psi Value , LocaV toment ft. 3 Section Stress ~Locat. Max.&H 1070S.56 1.00e 3 1 5-1/8x28-1/2 271.6973 1.008 Moment Min.#.Tt -1.953125E-3
6 thear 1,2 0314x=-1/2 -330.907 IIPOS Hax~ 15860.09 0 3 3 8-3/4 x!6-1/2 474.005- 1.00S Shear Min: # --3S20.667 6 3.1 1073W130/077.204 1.0be- 1. Left"W -'15863.33 3 A Fwealtion
leaction Qight# -3820.667 .31 . --------- Def 1 ect ion I (indhei) -* --------- --- Shear (psi),--- Sec max. LOWT. min. Stress Locat.' 1WI 4AOG532E-3 2.604 -9.863262E-5 5.988 162.8764i,'.012 61953765E"3 2.804 -1:522093E-4 .5.98e 156.6429 .012 3 .1.360227E-2 z2A04 -2.977039E-4 5.988 164.7802 .012 4 2.021440E-2. :1.604 -4.4244931-4 5i98S 163.9286 .012 1 5 0 --------------- 0 0
------------------------------------------
0 0 C)
Com. I -Analysis 3 Bending psi
koment
Value Locit. ft. 3 Section Stress' Locat. Max.#.ft .1570S.56 1.008 3 1 5-1/8x28-1J2 271.QP73. 1.008 ..Momeht-Min.#.ft A.953125E-3-
Lhear G 3~2 L-3/4 x22-1/2 330.97Q7 1.008 Ma.x. # 15360.09 0 3 3 8-3/U16-1/2-474.7805 nys Shear 'Min. # -3820.667 6 3 4 1073/4x13-U-A-/7.2885,.1.PO8 Oft-W-1 _~15%3.31 3 :0 j:,action
eactioh:Rfght# 3S20.667 .3
- ----- ~7M"- Deflection. (inches) Shear (PO) Se-:::. Max. Lodat. Min.. Locht. Stress . Locat. 11 I 4.506532E-3 2.604 -9.0632QE-5 5.988 162.8764 .012 .2 E.953765E-3 2.604 -1.52093E-4- 5.9es 156.6429 .012 3 1.3SO127E-2 2.804' -2.977OS9E-4 5.938 164.7802 .01; 4 2.021442E-2 0604 -4,424493EQ 5.08 163.9286 .012 5 0 0 0. 0
F
------------- ------- 7 ---------
100503' L-Irl 7= 5 _7-'k:,P
2~_'04-0 06
17 .4 0 e,~,) 12 9. ZO-5 in IT ST
CASA ENGINEERING
7940 SILVERTON AVE # 206
SAN D I:EGO C:A- 9 _21 2 6
-:E Job number ...... I *ALABRESE ~RES I QENi.
kat e, t.i me. 07-3 1 - 1997 10 3 G- *: 3 *Z
e f er e. . 2RB-.1 I -------------------------------------- -----------
Glue Laminated ,Beam
Design Section
.~M-ATERIAL PROPERTIES
Allowable'Bending Stress -for Wood (Psi) ............... 1350 Allowable'~hear' Stress f ---- r W d cosi) ....... .1C_)G Modulus of Elasticity for- Wof-d (psi") .............. I G 0 Allowable Bending Stress for, 13, L,,B_ I p,s i') -1400 Al I owabel Stress. f or G. L. B. (psi ........ ........ 165'. M-nd u I us o f E I ast i i- it y f *or. G. L. B. (p s* i') ................ 1700C)C)o DIMENSIONS"
L1. Left Cantile-yer 'Span (feet*) .............. 0 L2 Beam Span (feet) ....... 30 L3.Right.Cantilever Span, (feet) .......... 0 Max... Def. Lmax.':/24o WYES NANO... Ma x'. De f . Lffla X. /3360 Y/YES N/NO ................
...... .....y
Ma x.'. be f I ec t-i on (incl 0 Taper, Section Vertical /Hor izontal ..................... 0 0
'Linear loads
CASE xi P1 P,2 FEET FEEI PLF PLF
A. 0 12 90 90 q 30 90 90 C:
D 0 C,
E 0 0
0, 0, 0 0 ---------------- ------------- 7 ....Point loads
7-
C-ASE k P
FEET,- POUND
A 12 7952_'.
B 7952
C 0 0
D 0. 0
E 0.
F _0 0
--------------------- ------------ LINEAR -.L.OAD POINT LOAD UOMB I A' B . . I . - D'' E' ~F A B C: D E F, 1 0 0 0 C) I 1 0 0 0 0
,ItQ
SA ENGINEERING
40 SI&ERTON AVE # 206
N DIEGO CA 92126
Tob number .... :CALABRESE RES16LNCE: late,tfme..%-;:M31-1997 10:36:56
eference.~ ... : 2F,:b ---------------
I i
nn,.z --------------------------
*.Summary Apalysil
-------
Bendinj piW 1 Value Lo~atJftd 3 Section Stress ~Locat. Mgmept Max~ #. f t '101904 12.36 3 1 5"I/W2571/2 2201.06, 12 - Moment Min.#..ft 0 - 3%2 6-2/4 x,2&Q2'2147!113 12:01. Whear Max. #j,,-~9026.6 :0. 1 8-3/021 1901.416 Sheir Minv~ -9032 30 -3 4 1013AV19~1/ 1794.924 12.36 Reac t i on Ae f t ~ # .9032 3 A 0 0 eachon, Righ;V 503Z 3 ----------- 7~Dqf lect ion (inchP'S! --7 She,r (psi j Sec4 Max. LocatW Miq,~~ Licat. btriss LAW. 1- 102SQ03, 1
2 11425432
1418S,
1& 88 -.6240028 .29-94 -2165;193E-2 -2090
102.S671
69.20494
30
'30 3- .3524S2 .14.88 Q!51601%7;~ 19.94 73,73061 30 4,
5 0
14.88
0
-2.558227E-2
0
~19,94 - 64182969
0
30 ,
0.
Com.1 Analysis 3
--------------
vanding psi.~ t Value -Locat. ft. i Section Stress Locat. oient MaV.#.ft- -101900 12.36 0-1 5"1/SA5-1/2 2201.656 12 ..Moment Min.#. ft lo 3-2 6-0/4x2271/2 2447.113 - 12.36 hear.Max~ 962L G- 0 '3 3 8~3/4x2l, 1901.416 12A6 hear Min.
(eaction
~9032 30 0 4 IQ-3/419-1/ 1794.924: 12,38 Left .# 9932 3 5 0
0 Rpaction*Rjghjf,~~. 9032 3
lec.
De f I ec t i on Unchesj ---------- -7-'Shear (ppi).--- Mal. Locat, Min~' Lodat.~ Stress Locat. 1 1.219683 ~,14.88 ,~---.0240006 19,94 -103.6671- 30 2 1.4254-32 -14.80 -2.652193E-2 29.94 S9.20494-' '30 3 1.352482 .14,08 -2.51601SE"2 2V94~ 73.73061 30 4 IV374945 14v88 -2~558227E-2 29-94 64.629Q9 ~-30
1.5 0, C). 0 0., - C) C)
---- --------- 7 --- 71-~--= ---- 7 ------------
2220349
7 --- 7---
Joi-9 kjp-f~ ----------
jj14
1 -7
-7~. -79 (64-07.2- 375 r, 4
tASA ENI-AINEEIRIN13
940 SILVERTON AVE # 206
S A N D I E 13 0 C A '312: L' 1 .2'G
T c- b n u m b e r ...... C:ALABRESE RES I DENC:E
-Atei t-i in ID I C-) 31,7 . 15
Reference ..... RB12
------- --- -- ..... ..... . ... . . . ..... ..... ..... ..... ...
Glue Laminated Beam.
Design: Secti.r.'In
MATERIAL PROPERTIES
Allowable Bending'Stress. f or -Wood (psi) ............... 1350 A 11 owab 1e Shear Stress' f or Wood (psi ) ............... 100- ModUIUS of Elasti.c.ity f or Wood (psi)........ 1 G C) 0 0 C) 0 'Al I-owable Bending Stress f or G. L. B., (psi) ... *., ........... 240 . 0 Allowabel Shear Strest'fcr' G.L.B. (psi) .............. 165 Modul us- of -- El ast ic i ty'.. f or 13. L. B. (Psi) .............. 1700(")00-
DIMENSIONS.-'
L1 Left Cantilever Span 0 L2 Beam Span (feet).6 ...... ... 30 L3 Right' Cantilever -Span (feet) ............. C) Max. Def.--Lmax./240 Y/YES WNO ........................ Y Max. Def. Lmax./360. Y/IYES N/1\10. ............ Max.. Deflection inchsO .... G. Taper Section V,e-,,tica.I/Hc,,,i~,-,:,nt-al.. .... ................. 0 -----------------------------------------
7 -------------- Linear loads
CASE X1, X.2.'.-*. P1 F` FEET. FEET PLF PLF A 0 12-- .90 D 0. B 1.5 3C). .90 90 C 0 o 0 D 0 0 0.
0,
0 E 0. C) 0'. F 0 0 0 . ... ... ............... ....... .... ... ..... ........ .............. .... ... . ..... .. . ..... . __
Po i n.1-1 1 oads
CASE X P
FEET -POUND
A 79 r5f.'12'
B 18 7952
0 0
D 0
E C) 0
F 0, t LINEAR .LOAD POINT LOAD COMBI 'A B C D E q F A B C D E F C) 0 0 1 C)
ENGINEERING
:5c)
tASA
940 SILVERTON AVE. # 2ZOG
SAN DIEGO :C:A 92126
nUmber ...... CALABRESE RESIDENC:E t
ob
ate,time..'...:07-31-1997 10 37: -~e e f er en c e. 2RB -------------------------------------------
1 :-2'
--------------------
SU(nmiary Analysis Ben.d i ng psi
'Val Ue Lorzat.. ft. e c c, n Stress Locat. Moment Max.#. ft I C-) I 9C-)4 12. 33GE .)1. 22C 12 oment min.#.-ft~'. 0 ~-2 G ':/4x-,Z*2--1/2 12 14 7 . I 123) '1 2 . hear Max. 9026.6 0 S 3 8 4 x'--'l 1'901. 416 2. 6 14 Shear Min. 9 0 23 2 'Jo 10 4 ---3/4 x 1. 9 1/' 1794.924 12. G Reac t'i on Le f t -# 90232' - '11 = o eaction Riqht# 9 0 31 2
D6 f I ec t i.cin (i nc h es) ---------- Shear (psi) Sec. Max. Lorat.. :Locat. Stress Locat. 1 2 1.8 1 3 CTI a 3", 14. 3,r3 o2,40028 103. 6671 30 1. 4 '542 3 2 14.88 2. 6 52 1 SK-) E 2 lix., ~ ~ 94 89.20494 '310 - 'D 1.3-152432 14.83 1 C, C) I G- I.: .94 73... 7 3 0 G. I 1,3 749 4 5 14~ 88 -2.'5582227E 2 '29. 94 G 4 G G 9
1
.
4
0 0 0
. . ... ..... ..... Cof-ri. I Anal ys is: Bend i n g psi Val Ue Loc at 'It 3 Section Stress Locat. toment Max.'#. ft 10 1904 12. '3 G- I 5-1/8x25-1/2 '220 1 . 656 1-4, Moment Min.#..ft 0 3 2, -;-3/4x22-1/2 2147.113 2. 3 1.,:L 36 Max. # 9026.6 0 -3 B-3/4x2l 1901.416 12. 1-36 hear Min. # .IR
Shear
9 0 '31 3C.) 3 4 10-13 410 9-1 1794. 9*4'4- 12- . 3 G eactdon Left #' 9 0 '31.2::1 3 0 - 0 Reaction Right.#' 9 0 "31 2: ------------- Deflection (inches.') Sh ear (psi.) ..Max. -Locat. Min. Locat. Stress L~cat. 1 :1. . , 89 G 8 3* 14.88 04240028 2 9. 94 .1( J3. 6671 30 2' 1. 425433'.:~ 14~. 88 -.*.Z. 6 5 2 19 '13E 2 2,9.94 8 9. X.-O "49 4 Ij 3 1 . 3 552" 4 8 -12 14.88 51 (SO I GE---2 29.,94 7 3 . 733 C) F, 1 .1*:10 4 1.374945' 14.88 2 -2. 558227E-2 9. 9 4 64. G'29 C)
.. .... . ... .
7-
1,-(( 75 22 6~ot 2-,
-7 79
ENGINEERING
.F
CASA
/ 94 (-~) SILVERTON AVE # * -20 6.
SAN DIE130 CA 92126
nLtmber.l. CALABRESE RESIDENCE, tob
at e, t -i mf:~ ..... 08-04-11997 0 8.. 1 S. 313,
Reference ....... 2RB 1 4
---------- ------------------- 7--
Laminated Beam
Design Section
MATER I AL - PROPE17.T I ES
Allowable Bending'Stress, fc.r. Wood p S 1'.) ..... u ......... 3 1j Allowab.l.e.Shear .-Stress for Wood (psi ) ........ I ...... 106 MOCILtILIS of Elasti-city f----r. 'Wood* ps 0 ........ 'I F W cw)c) .. Allowab-l-e.Bendin' Stress. for B. 9 (p s j,' ............. 2400 Allowabe.1 Shear Stress for G.L..B. (psil') I G m:
ModUl US- o f Elast i c i t y f o~ 13.1 L. B. (psi) ........ I DIMENSIONS:
L11 Le-ft. Cantilever Span (feet) ...... C) L2: Beam Span f eat'.) ...... ......... Ri.ght Cantilever :Span k bet- f ............. 0'.
...... Ma x'. De f Lmax
"
-/'240 'Y/YES N/NO— Max. Def. L f7l a X . 1/ 3 G C) Y/YES N/NO .............
..Max. Deflection. (inchs) ........... T8pLer Section Vertical /Hor izontal ... ................... 0 0
Linear loads
F. A S E X-1 F P 2-'
FEET FEET PLF =;LF.
A tj 360 .B 1 F, C)
0
D o
or 0 .-F 0 0 0 ------------------------------ --------- -------------- -
Po i nt I oads
CASE X P FEET POUND
0 0
C)
C C)
.D ~0 -
E 0 0
F C) t LINEAR LOAD POINT LOAD COMB I A B C D F A B C D E - F Com.1 I 1 0 0, 0 C) C) 0 0 C) 0 0
4
t-AS4 L NGINEERIN6
7940' PILVERTUN AVE # 206
DIEGQ CA 9112S
if
AN
65 humber.,l.rCALAbRESE RESIDEMOE
ate,time ..... WS-04-1997 08:18:4V Qef erehce. . .,j: 2RB!4
11--n-2 ------ ................
***0 ummary Ana lobis
-----------------
Bending psi ValUe Local. ftv 3 Section Streis Locat. Max.Qf" 7680 3411%1071/2 1604.960 8 omenflMim#,ft
,11
omenj
a 13324 032~ 8 heaR,MqA.,! # A439.977 0 3 3 6-3/4x9 IqljK3QB 8 Shear:Mdn.- ~# ~1440 16 3 1 S-WQ7-112, 1123A474 8
l
eaclAn" LWA Y 1440 5'10-3/4x7-1/2 91414558 8 eaViOn Right#, 1440 ....... Aeflectich Onches) Shear (Opi) --Z ec. Max. Locat. Min. "Locat.~ Stress Locat.; 1 ~'G546589 -936 7. 241432E-2 15.SSe' 65.S2S5S . IS 2 .6338872 71936 ~A,201975E-2 15.96P 46:82927 vI6, 3 ~4 4a 12847 ~-7.936 —9dl2G347E"3 151968 05.555% 16 4 ..6415PS3 -7;938 -1.216513E-2 A.96S 32.91429 1V '.022047' 5 7.93S --9.902547E-3 15.968. 26.7907
- - - - - - - - - - -- - - - - - - - - - - - - - - - -- - - - - -
16 - - - - - - - - - -7 - - - - - - - - -
Co.m;l Analysil
- - - - - - - - - - - - - - - - - -
..Bendipg psi
TV**
'ValUe. LocatiAt. 3 SeAlon Stress~ LocaO' Moment Mai.#. f t 7630 0 1 :3A/8xlO-I/2* 1604AS3 8 M in. 4~& 0 0.. 3 2 5"l/Bx9 1332.032 8
l
oment
War"Max. #
lhear~Min;
1439.977 0: 3 S 6-3/4x9 1011,358' 8 # 1*440 16 0 4 P-3/4x7-1/2 023.04 ~W Rewtiok Left 4 1440 05.16-3/4x7~1/2 914',455B S, eactl6n Rightl 1440 3 be.flection (inches) --07-7--77 -7-.Shear (psi) --7
-
SO! Mix; Locat. 'Mini~.-- Lp"At. Stress- Toqat. 1 -.6546589
2 ~",6338872
7.936
V93S
~4.141412E-2
-1;201975EZ2
15.9SS
IPA%
.65WSW
.46.S2927
10
IS - 3 M12847 7.136 1-9.126347E-3 16.96S. 35.5555S IS 4 .~4'15663 K§36 -0.216513E-2 11.9's 32.91429 AS 5 1522207, 7.936. -9.902547E-S' 15.968 2S.79P4 -IS
--------- -------- 7 --- 77--77 ------ --------- 7' -----------
/.z (_3, 12 5k 1~0. _5) 3
/.7 4 T'6 7Z in
CASA ENGINEERING JOB.NAME .................
SHEET33OF ............
MO SLVUr= MS SUM 2W
SM DEW CA 9ZM BY ................................. m3_("m&_v6l
HAZP
FEAR fqG ................
1.535f
M ~EC14 AN I Ck,
AVG- WT. OT WaL~ =-,3
D. L. 32-
40. psf
_(72
CASA ENGINEERING- JOB NAME ............
SHEET.540F ............
mo aLmsfrm Aw- sum 2w SM DEW, CA 9M BY .................................
... .... .. ..
--- --------
---------- ----- ---- -- ----
Beam w (IbIft) Span (ft) Deflection (in) M (lb-in) I (in A 4) SECTION @ 16 O.C. Reaction (lb) HS 18 Jamb 6" HS 18 Jamb #10 Screws
Uji 96 21 1.05 IC0'56~ 13.796 12 6W 14 1008 2
UJ2 96 8 0.40 q2l'6 0.763 12 WC 16 384 2
UJ4 .96 12- 0.60 20736 2.574 12 WC 16 576- 2
UJ5 96- ~-1.5 A23 '15082 12 WC 16 .1475 4
UJ6 96' 9~ 0.45 11664 1.086 12WC 16 432 2
UJ7 96, -5 0.25 3600 -0.186 12 WC 16 24 0 2
VASAUTILITY _55 7940 SILVERTON AVE SUITE 206—
J'SAN'DIEGO CA 92126 .Job.number...~..:CALABRESE.RESIDENCE
Date.,time ..... :08-21-1997 13:28:51
Reference ...... 1: UJ5
-------------------------------------------
Glue Laminated Beam
7 ---------------- -
Design Section..
.MATERIAL PROPERTIES
'Al*lowable Bending Stress for.Wood! -(psi) ............... 1250
'Allowable Shear'Stress for Wood . (psi) .............. 10"6 1
Modulus of Elasticity for wood
Bending Stress for G.L.B.
~Apsi)
(psi) ...............
1600000~.
.3000
..:Allowabel-.Shear Stress for G.L.B. (psi).. 206
Modulus of~Elasticilty for G.L.B.
DIMENSIONS:
(Psi) ........ .... 1700000
Li.Left Cantilever Span (feet). 0
L2 Beam Span (feet) ............ 3 1
L3 Right,Cantilever Span (feet) ......... 1.5
Max.,Def.. Lmax./240 Y/YES NINO ....................... Y
Max. Def Lmax./360 Y/YES NINO .......................
Max. Deflection
Taper Section Vertical/Horizontal. ........................
(inchs) ............
-------------------
0.
0 1 0
------------------- ----------- 7 7
Linear loads
CASE X1 X2 P1, P2
FEET FEET PLF PLF
A.: ~0. 4.5 96. 96.
B 0 0 , 0
C 0 0
D 0: 0 0:1 0
'0 E 0
F 0 '0 0.
.0
0
-----------------------------------------------------------
Point loads
CASE X P
FEET POUND
A 4.5 767
B 0 0
0 0
D~ 0 0
E. 0 0 ,
F 0 0
-------------- -------------------
LINEAR LOAD
------------------
POINT LOAD
COMBI A B C. D -E F A B C D F
Com.1 1 0 0 0 0 0 1 0 0 0 0 .0,
CASA UTILITY
7940 SILVERTON AVE SUITE 206
-SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
..... :08-21-1997 13:28:55 IDate,time
.Reference......:UJ5
-------------------------------- summary-Analysis
7 ---------------------------
Bending-psi'
I
Value Locat_.-ft. Section Stress Locat.
Moment Max.#.ft 0 0 1 3-1/8x4-1/2 1429.97 2.997
Moment Min.#.ft .-1256.81 2.997 2 5-1/8x4-1/2 871.9332 2.997
Max.". # 910.424. '3.006 3'6-3/4x4-1/2 662.0233 2.997 I*Shear
Shear Min. -# -563.212 2.9197 4 8-3/4x3 '1149.083 '2.997
Reaction Left # -215.5 5, 10-3/4x3 -935.3004 2.997
Reaction Right#
_~_7 I -------
1474.5
Deflection (inches) ---------- Shear (psi).
Sec. Max., w Locat. Min., Locat. Stress Locat.
1 4.5 1.755. 97..11189. -.3.006
2 6.934.745E'-2 4.5 -1.606972E-2 1.755 59.21457 3.006
3 5.265271E-2 4.5 -1.220108E-2 1.755 44.9592f * 3.006
4 ..i370851 4.5 -3.176639E-2. 1.755 52.02423 3.006
.5 .1115809
- - - - - - -
Com.1 Analysis.****
4.5
- - - - - - - - - -
-2.585638E-2
- - - - - - - - - - - - - -
1.755
- - - - - - - - - - -
42.3453 3.006
- - - - - - - - - - - - - - -
Bendin psi .9
I Moment'Max.#.ft
Value
0 -
Locat. ft.
0
-Section Stress
1.3-1/8x4-1/2 1429.97
Locat....
2.997
-Moment MinA.ft -1286.81 2.997 2 5-1/8x4-1/2 ~2.997
Shear Max. # 910.424 3.006 3 6-3/4x4-1/2
871.9 ' 33.2
662.0233 -2.997
.# -563.212 .2.997 4 8-3/4x3 ~1149.083 2.997
I
Shear,Min.
Reaction Left # _275-5 5. 10-3/4x3 935.30C4 2.997
Reaction Right#'
---
Sec. Max.
Deflection (inches) ---------
Lodat. Min. Locat.
Shear
Stress
(psi) ---
Locat.
1 .1137298 4.5 -2.635434E-2 1.755 97.11189 3.006
2 6.934745E-2
3 5.265271E-2
4.5
4.5
-1.606972E-2 -
-1.220108E-2
1.755
1.755
59..'21457
44.-95921
3.0b6
3.006
4 .1370851 .4.5 -3.176639E-2 1.75*5 52.02423 3.006
5 .1115809 4.5. -2.585638E-2 1.755 42.3453. 1.006
- - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - ---- - - - - - - - --
/5082
9. 6 9(Z
I .
1 7
d
17
CASA.ENGINEERING* JOB NAME ............. I I al Mo SLva"m AW-' SUM M SHEET.5.7-OF .............
am DEW, CA 9M BY ...................................
DATE .......................
Ll Cl I /
U[3~3-
-US
UB4
Zgz'. zat zsz- zg?:6
7C
7S6 Vf~ WEB,, 2--]2.HWC 12
FWIZ: 2 --6. DLT [2
1 -0-H-5.j2-
1-174
..... .... .
/2964-
..... .....
CASA ENGINEERING JORNAME .... ...........
SHEET.5.2.OF ............
moo-vagmAM SUM WO SM DEW, CA 9M BY
................................. - - - - -------- ~,ATF ..................... ...
-36 0 t F6UE831 ? I . . ;, - /-- ii c I/
Beam w (IbIft) Span (ft) Deflect (in) M (lb-in) I (in A 4) SECTION FLANGE SECTION Reaction (lb) 3.625" HS 18 Jamb. 6"HS 18 Jamb 1
#iOScrews Horiz.#IOSc rews
~UB1 288 7- 0.35 21168 1.533 2-6HS16 1008 1 2
UB2 288 3.5 0.18 5292 0.192 2 -6 HS 16 504 1 2
UB3 1044.- 6 0.30 601M 3.895 2 - 8 H S 14 3378 2 2
UB4' 396 3 0.15 5346 0.166 2 - 6 HS 16 594 1
3
1
3
.2
8 (2) - 14 (T&B) UB5 756- 16.5 0.0- 343512 56.552 2 -12 HWC 12 2 - 6 DLT 12 6971
UB6 756- 8.5 0.43 91344 9.233 2 - 10 HS 12 3661 2 2 4.
UB7 -756 4 0.20 18144 0.751 2 * -6 HS 16 1512 1 1 4
UB8 648- 1 4 0.70 244944 37.560 2 -12 HWC 12 5184 3 2 6
UB9 504 14 0.70 148176 21.460 2 - `10 HS 12 3528 2 2 4
UB10 324 8.5 0.43 35114 3.088 2 - 6 HS 16 1377 1 4
UB1'1 360 5.5 0.28 16335 0.929 2-6HS16 990 1 2
UB12 360 5.5 0.28 . 16335, 0.929 2-6HS16 990 1.
4 3
2
10 (2) - 14 (T&B) UB13~ 1044- 14 0.70 330312 49.481 2 -12 HWC 12 2~15DLT12 .8063
UB14 96- 2.5-1.5 1 1 0.25 40956 3.297 2 - 6 HS 16 3838 2 8
CASA 'UTILITY
7940 SILVERTON AVE SUITE 206
SAN,DIEGO -CA 92126
:-Job number'....:CALABRESE RESIDENCE.
Date,time ..... :08-21-1997, .,13:45:10;
Reference ..... : UB3
-----------------------------------------------------------
Glue Laminated Beam
Design Section
MATERIAL PROPERTIES
Allowable Bending tress.for Wood g .S (psi) 1-250
Allowable -Shear Stress for Wood (psi) 106
~'Modulus of Elasticity for-Wood
Allowable Bending Stress for G.L B.
(psi) ............. 1600000
30,010
:~'Allowabel Shear Stress for G.L.B.. (psil ........ 206
Modulus of Elasticity for,G.L.B..
DIMENSIONS:
............ (psi).' 1700000
:.Ll Left-Cantilever 'Span (f eet) ............... 0
~:~L2 -Beam Span -. Afeet) .......... 6
L3 -Right Cantilever Span (feet): ................ ~0
~Max.,Def. Lmak
*
J240 Y/YES NINb ......................... y
Max. Def. Lmax./360 Y/YES - NINOI ...................
I Max. Deflection I
.Taper Section Vertical/Horizontal..
(inc'hs) ...... I .....
...................
0 0 0
-----7---7--------------- 7 - - - - - - - - - - - - -
Linear.-loads
- - - - - 7 - - - - - - - - - - --- -
-CASE X1 X2 Pi P2
FEET FEET' PLF ~-PLF
A 0. 6 1044'
0 0 0
C 0 0 ~0
0
.0 D - 0.
E 0 0 1 0
F 0.1 .0. 0
- - - - - - - - - - - - - - 7 - - --- - - - - - - - - - - - -
Point loads
- - - - - --- - - - - - - - -
CASE X.
FEET POUND
'A 2 211
B .5 211
C , 0
D .0
E ~0 0'.
F 0 0.-
7 -.7 - - - - - --- - - - - - - - - - - - - -
I IIINEAR'LOAD
- - - - - - - - - - - - - --- -
POINT LOAD,.
COMBI A- B C D ,~ E F, A C. ~B D E F
Com.1 , 1 0'' 0 0, 0 0 0 0 0
E3
CASA UTILITY,
7940 STLVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE. RESIDENCE
Date,time ..... :08-21-1~997 13':45.:32
Reference.,...-.:UB3
- - - - - - - - - - - - - - - --- - - - --- - - - - - - - - - - - - - - - - - - - -
Summary Analysis
- - - - - - - - - - - - - 7
Bending psi
Value Locat. ft'.- Section Stress
Moment Max.#.ft* 5015.09 2.964 1 3-1/8x9 1426.514' 2.9'64,
Moment -Min.#..ft 0 0 2 5-1/8x6 2.964
Shear Max...' 3295.305 3'. 006 3 6-3/4x&~ 1485.953' 2.964
Shear.Min. .7--3378.167, 6. 4- 8-3/4x4-1/2 2037.878 2.964
Reafction'* Left 5,10-3/4x4-1/2 1658.73.8 2.-964
Reaction Right# 337.8.167
- -------- 7---.Deflection (inches) ----------- Shear (psi)
Sec. - Max. Locat. Min.. Locat. -Stress Locat. .1 9.9
-
81757E-2 .2
'
.976 71.9 39886.E-3 5'.988 180.1689 6
2 .2054169 2.976 ' -3.992582E-3 :5.988 164.7886 6
3 .1559647 2.976 .-3.031374E-3 5.988 125.1173. 6
4 .2851928* 2.976 -5.542529E-3 5.988 '6
~5 .23M34 2.976
-----------------------------------------
-4.512172E-3 5.988 104.7494
Com.1 Analysis,****
7 ------ - -------------------
Bending psi
Value Locat,.-ft. ---Section Stress Locat.
Moment Max.#.ft '5015.09 2.964 1 3-1/8x9 1426.514 2.964
Moment Min .#.ft 0 0 2 5-1MK6 .1957.108 2.964
Shear Max. # 3295.305. 3-006 3 6*-3/4x6 1485.953 2.964
Shear Min. # .-3378.167 6 4 8-3/4x4-1/2 2037.878 2.964
Reaction Left # 3307.833 5 10-3/4x4-1/2 1658.'738, 2*. 964
Reaction Right# :3378.167.
(inches) Shear (psi)
-----------
,Deflection'
.Sec. Max'. Locat. Min. Locat. Stress Locat.
1 9.981757E-2'' 2.976 -1.93988'6E-3 5.988 180.1689 6
2 .2054169 2.976 3.992582E-3 5.988 ~164'.7886 6
:3 .1559647 2.976 -3.031374E-3 5.988 125.1173 6
4 .2851928 2.976 -5.542529E - 3 5.988 .12'8.6921 6
5
7 ----------
~2.976
-----------------
-4-.512172E-3
---------------------
5.988
7
'~104.74194
------------------------
6
Go )so
29 Wo AS)
JOB NAME ................. CASA. ENGINEERING SHEET.~~..OF ............
mo m-va:ffM A%S SWE 2W
SM DEW CA 9M BY .................................
L
-DATE .................................
in
T 77—/2-7.
... ........ -
No
--------- ------
-----------
.. . .......... 65
(6971 .199).
2
Z7 FL- -74
CASA UTILITY
.7940 SILVERTOk AVE SUITE. 2.0 6
SAN DIEGO CA 92126
Job-number'...-.:CALABRESE RESIDENC'E
Date,time ...... :08-21-1997 14:01:30
Reference..,...-:UB5
--------------------------------------------------------------
Glue.Laminated Beam
Design Section
..MATERIAL.PROPERTIES
:Allowable.Bending Stress for Wood (psi) ............... 12~50
'Allowable Shear S'tress,for Wood (psi).., ............ 106
Modulus Pf Elasticity for ..Wood (psi).. ...1600000.
Allowable Bending Stress for G.L.B. (psi)'. .... 3000
Allowabel Shbar~Stress for G.L..B. (psi) 2 . 06
Modulus of :El4sticity for G.L.B.
.DIMENSIONS.:*
(psi)'. 170.0000
an Ll Left Cantilever Sp' (feet). &
_L2 Beam . Span
L~ Right'Cantilever Span.-
'Max.
(f eet) . ...........
(feet) ..............
16.-5 0 .
Def. Lmax./240 Y/YES NINO ....................... Y
Max. Def.'Lmax:/360 Y/YES NINO ................ I ........
Max. Deflection
Taper'Section vertic.al-/Horizontal ........................
(inchs) .......... 0
0 1 0
77 - -7 ---- - - - - - - - - - - --- - - - --- - - - - - - - - - - - --- - -
Lin'ear'loads
- --- - - - - - - - - - - - - - - -
CASE ~Xl. X2 Pi ~P2
FEE T FEET -PLF PLF
A 0 16.5 1 756 , 756 .
B, 0 0 -0 0
C 0 , 0 0 0
D 0- ~0* 0 .0
E. 0, 0 :0 0~
F 0 0 0,
-----------------------------------------------
Point loads
------------
CASE X P
FEET POUND
A, 1_51 _282*
B 4 . 282
282
.8
D ., 282
E-15.5 282
F 0 0~
-------------- ------- ---- --------------------- --- ------
-LINEAR LOAD POINT LOAD
COMBI A B ..0 D E F A B C D E F
'Com. 1. '0 0 0 .0 0
SOo-D -
.CASA UTILITY
7940 SILVERTON AVE SUITE 206.
-SAN'DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-21-1997 14:01:32.
Reference ..... :UB5
------------------------------------
****.Surrmary-Analysis
-----------------------
Bending psi
Value Locat. ft. Section Stress - Locat.
Moment Max.#.f.t.'.,,. 28626.2 8.1*18 1 3-1/8x16-1/2 2422.581. 8.118
Moment Min.#.'ft 0 0 2 5-1/8x13-1/.2 2206.657 *8..118
Shear Max.. #' 0 - - 3 6-3/4x13-1/2 1615.425 - 8.118.
Shear Min. .''.#
6946.9
'
61
16.5 4 8-3/4x12- 1635.783 8.118
Reaction Left # 6971.909 5 10-3/4x1O-1/..1739..038, 8.118
Reaction-Right# 6912.091
---------- Deflection (inches) ---- --- Shear (psi).----
Sec. Max. Locat.' Min. Locat. Stress -- Locat.
1 .694211 8.184 -1.349229E-2 16.40 202.0934 .033
2 8.184 -1.502326E-2'- 16.467 150.6116 .033
3 1 .586797'4 8.184 -1.140615E-2 16.467 .' 114.3533 .033
4 .844527 8.184 16.467 99.2423 '.,033
5 .7830994 8.184 -1.52197 6E -2 16.467- 92. 31842
--------
****.Com.1 Analysis
----- - ------------ ------ -
'Bend,ing
-------- ----
psi.
Value Locat. ft. Section Locat.
Moment Max.#.ft ~28628.2 8.118 1 3-1/8x!6-1/2 2422.581 8.118
Moment Min.#.ft 0 0 2 5-1/8x13-1/2 2206.657 8.118 -
Shear Max.- # 6946.961 0 3 6-3/4x13-1/2 16'7~.425 .8.118
Shear"Min. # -6912.091 16.5 4 8-3/4x12 1635-.783 8.118
Reaction Left #. 6971.909 5.,10-3/4xlO-1/-1739.038 8.118
Reaction Right# ..6912.091
- ------------ Deflection (inches) - ----------- --- (psi) ---
- Sec. Max. Locat. Min. - - Locat., Stress Locat.
1 .694211 8.184 -1.349229E-2 16.467 202.0934 .033
2 .7728546 8.184 -1.502326E-2 16.467 150.6116 .033**
3 - * 5867974 -8.184 -1.140615E-2 16.467 114.3533 .033
4 -.644527 8.184 -1.252818E-2 16.467 99.2423 .033
5 .7830994
------------------------------
8.184 -1.521976E-2
--------------
'16.467
- --------------------------
92.31842 '.033~
-
CASA. UTILITY
.7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
.Job -number .... :CALABRESE RESIDENCE.
Date,time .... i:08-21-1997 14:12:13
Reference ..... :UB6
----------------------------------
Glue Laminated Beam.
---------------------
Design Section
MATERIAL PROPERTIES -..~.
Allowable Bending Stress for Wood. (psi) ............... 1250
.,..,Allow'able Shear-Stress'for Wood, .(Psi).. 106
Modulus of Elastici.ity.for 'Wo'od
Allowable Bending~Stress for G.L.B.
(psi)
p 's i) ..............
1600000~
3000
A116wabel Shear.Stress,for G.L.B., ."(psi) ...... .......... 206
Modulus of Elasticity f,.or G.L.B.~
DIMENSIONS:%
(psi) ............. 1700000
Ll Left Ca'ntilever--S an.' p (feet) ........ 0
L2 Beam Span .(feet) ............. 8- 5
L3' Right Caintilever'Span (feet) 0
Max. Def..Lmax./240 Y/YES NINO ........................ Y.
-Max. Def. Lmax.*/3.60 Y/YES NINO. .0 ......
Max. Deflection (inchs) . . 0.
Taper Section -vertical/Horizontal ................. 0 0
7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- - - - - - - - 7-- 7 - - I
CASE X1 X2* Pi P2
FEET. FEET PLF PLF
A 0'" 8_5 756
B~ 0 0 0
'C 0 .0 0
D 0 0 0 0
E , 0 0. 0
- - I F. 0 0
-------- -----------------------------
0:
--------------------------
..Point loads,
CASE X P
FEET POUND
-A 1 282
-B, 5 282
C 282'
D, .0
E 0 0
.0 0
-------------------- ------------ ------------------------------
LINEAR LOAD' POINT LOAD
COMBI A' B C D E F' A B'. C D. E, F
0 0 .0 0
.313F
-CASA UTILITY
7940 SILVERTON AVE SUITE~206
-SAN DIEGO CA ~92126
Job -.number .... :'CALABRESE RESIDENCE
Date,time ..... :08-21-1997 14:12:.14
Reference ..... :UB6.*
------------------------------------------------------------
Summary Analysis Bending psi
Value Locat. ft. Section Stress. Locat.
Moment Max.#.'ft 7612..042 ~4 1 .403 1 3.-1/8x9.. 4.40.3
Moment Min.#.ft 0 0. 2 5nl/8x7-'1/2 1901.1514 4.403~
Shear Max. 3 5 9 8. 2 6 6 0 3 :6-3/4x7-1/2 1443..469* 4.401
Shear Min. # '-,~-3660.882. 8.5- 4 8-3/4x6 1739.895 - 4.4013 -
Reaction Left,-# 3611.118 1 5 10-3/4x6 .: 1416.194 4.-403-
Reaction Right# 3660.882
Deflection (inches) ----------- - Shear (psi)
--------
Sec * Mak . Locat. Min. Locat. Stress Locat..
1 _3030608 4.233. -5.8942Q7E-3 8.483001 195.2471 8.5 1
2 .~193229 4.'233 ~6.210051E-3 8.483001 142.8637 8.5 ,
3 .2424491., 4.233 -4.714186E-3 8.483001 .108.4706 8.5
4 3652962 ...4.233 -7.104653E-3 8.483001 .104.5966 8.5
5 .2973348.*
---------------------------
4.233 8.483001
--------------------------------------------------
85.1368 8.5
Com.1 Analysis Bending psi
Value Locat. ft- Section Stress Locat.
Moment Max.#.ft 7612.042 4.403 1-3-1/8x9 2165.203 4.403
Moment,Min.#.ft 0 2 5-1/8x7-1/2 1901.1-54 4.403
Shear Max. # 3598.266 0. 3 6-3/4x7-1/2 1443.469 4.403
Shear.Min. #' --3660.882 8.5 4 873/4x6 1739.895 4.403
tion* Left Reac # 3611A18 .5 10* -3/4x6 1416.194 4.403
Reaction Right# 3660.882 .
- - - - - - - - - - 7 Deflection (inches) - ----- ---.Shear (psi).
Sec. Max:' Locat. Min. Locat. Stress Locat.
1 .303060'8 -~-4.233 -5.894207E-3. 8.483001 195.2411 8.5
2 .319322'9 4.233 -6.210051E-3 8..483001 142.8637. 8.5,
3 .2424491 4.233 -4.714186E-3 8.483DOl- 108.4706 -8.5-
4 .3-652962 4.233 -:7.104653E-3 8.4836ol 104.5966 8.5
5 , .2973348. 4.233 -5.781558E-3
7 ------------------------------------------------
'8.483001 85.1368 8.5
(7~ /z_X 1z..) ~9'1 =~A_A )b
3
(z .7 SIG)
1.7
ST
CASA UTILITY 336
7940 SILVERTON-AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-21-1957 14:29:00
Reference..,....:UB8
.7 --- - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7
Glue Laminated Beam
-
Design Section
MATERIAL PROPERTIES
Allowable Bending Stress f or- Wood (psi) ............ .1250
Allowable Shear,Stress for wood (psi).~ .............. :106
Modulus.of Elasticity for Wood
....Allowable Bending Stress -for G.L.B.:
(psi)
(psi) .............
1600000
3000
a .,Allowabel She r Stress for G.L.B. (psi ............... 206
Modulus of Elasticity for G.L.B.'
DIMENSIONS:.
(psi)~ ............ 1700000
Ll Left .-Cantilever Span (feet) ............ 0-
L2 - ~Beam Span Afeet).'..... 14
L3 Right.Cantilever Span feet) .............. ~~ 0
Max. Def. Lmax./240 Y/YES NINO.; ..................... Y
Max. Def. Lmax./360 Y/YES NINO ......... I ...............
Max.-Deflection,
Taper Section Vertical/Horizontal .......
------------------------ -------------------------
(inchs) .............
I ................ ~.o
0*
1, 0.,
Linear loads
CASE X1. X2 Pi P2
-
FEET. FEET PLF PLF -"
A 0 14 648. 648
B 0 0 0. A
C 0 0 0 0
D, 0. .0 0 01
.-E .0 0 0
.F 0 0 0
--------------
0;
0
----------------- 7 --------------
'Point'loads
-------
CASE X P
FEET POUND
A 7 12-96
B 0 0
C ..0 0
-D 0 0
E 0, 0
F , 0, 0
--------------------------- ------------------------------
LINEAR LOAD POINT LOAD
COMBI. A B C, D- E F A'-. B C- D E F
0 0 0 COMA 1 0 0 1 0 '0 0, 0 0
CASA UTILITY
7940 'SILVERTON AVE SUITE 206
-SAN-DIEGO 'CA 92126
Job,number .... :CALABRESE RESIDENCE
Date,time ...... :08-21-1997.
Reference.....'.:UB8
14:29:02
- - ----- - - - - - - - - - - - - - - 7 - - - --- - - - -
SummaryAnalysis
--- - - - - - - - - - - - - - ~ 7 - - - - - - - - - - -
'Bending
- - -
psi
Value Locat.. ft. Section Stress L-ocat.
I'Moment Max.#'ft ~20412 7 1 371-/8x13-1/2:,2580.48 7
Moment MinA.ft 0 0 2 5-1/8x12 1991.415 7
I'
She ar Max. #
.Shear Min'. #
5165.856 -'--2-.,504.
-5184~. - 14 '4
3 6-3/4x!0-1/2'.1974.857
8'3/4x10-~1/2 1523.461
'7
7
Reaction Left # 5184 5 10-3/4x9 7
Reacti on Right# 51841,
I.Sec..., ,
------- ---- Deflection linches) ------ --- Shear (psi)
Max. Locat. Min. Locat. Stress Lo*cat.'
1 6237946 6.944~ -1.197246E-2 13.972 184.32' 14
2 '.5415705
3:'. -.6137921
6.944
6.944
~..0103954
-1.178071E-2
13.972
13.972
126,439
109..7143
14
14
4 .4734961 6.944 -9.08797E-3 -13-.972 84.63*673 14
5 .6120074 6.944
-------------------
Com.1 Analysis
-1.174666E-2
-------------------
13.972 80.37209 -i4
-------------------- Bending psi
'Value Locat. ft. Section Stress Locat.
Moment Max.#.ft' 20412 7 13-1/8x13-1/2 2580.48', -.7
Moment. Min.,#-. ft 0. 0 2 5-1/8x12 , 1991.415 7
Shear Max. # 5165.856 2.504 3 6-3/4xlO-1/2 1974.857 .7
Shear Min.
Reaction Left
-5184
5184
.14
~5-10-3/4x9
-,8-3/4xlO-1/2 15-2.31.4.61
1687.814
.7
..7
Reaction Right# 5184,
-------- 7 ---
.Sec. Max.. ,
Deflection
Locat.
(inches)
Min.
------- I---
Locat,.
Shear
Stress
(ppi)
'Lbcat.'
1. .6237946
.2 .5415705
6.944
6.944
-1.197246E-.:2
-.0103954'
13.972,
13.972
184.32
TP ,
14
3 6137921 6.944. 71.178071E-2 13.972- 143 T 14
4 4734961 6.944 -9.08797E-3 13.02 - .63673 _14~
5 -6120074 6.944 -1.174666E-2 -13.972 30.37209 14
- 7 - - - - - - - - - - 7 --- - - - - 7 7 - - - - --- - - I - - - - - - - - - - 7-7 - - - - - - - - - - - - - --
& 25X ;-i t-3-5)' s4o,72,Z_
1-7 4 - (64-0 -7 Z.,-->) '37,560 (n
CASA UTILITY
7940 ,SILVERTON AVE SUITE 206
SAN DIEGO CA~92126
Job,number .... :CALABRESE RESIDENCE
.Date,time.-....:08-21-1997 14:46:.10
Reference ..... :UB13
--- - - - - - - - - --- - - - - - - - - - - -
T
-7 - - - - - -
Glue Laminated'Beam
- - - - - - - - - - - - - - - - - - - -
Design Section
MATERIAL PROPERTIES
Allowable Bending Stress for Wood (psi) ........ .... 1250
Allowable Shear Stress for Wood (psi)... 106
~Modulus of Elasticity for Wood
Allowable.Bending Stress for G.L.B.
(psi)
(psi) ..............
1600000
3000
Allowabel Shear Stress for G.L.B. ............ (psi).. ~206
Modulu8.of Elasticity for G.L.B.
DIMENSIONS:
(psi) ................ 1700000'
Ll Left Cantilever Span (feet) .........
L2 -Beam Span (feet) .......... 14
L3'Right Cantilever-Span (feet) .............. 0
Max. Def. Lmax.*/240 Y/YES NINO.' ...Y
Max..Def. Lmax./360 Y/YES NINO ...........
!Max. Deflection,
Taper Section Vertical/Horizontal .....................
------------------ -------------------------
(inchs) ......... ..,0
0./ 0
Linear loads
CASE X1 X2 Pi
-----------
P2'
FEET, FEET PLF. PLF
0. .2.5 1044 1044
B1.' 2.5 1124 .8.5 ~1124
C .8. 5" 14 - 1044 1044
0 0. .0
E .0 0 0
F 0 0 0
0
0
-------------------------------------------------
Point loads
CASE X P
FEET POUND
A 2.5 564~
B 0 .0
C 0 o.
D 0 0
E ..0 .0
F 0 0.
------------------------------------------------------------
LINEAR LOAD POINT LOAD
COMBI A B C D E F A B C D 'E F
Com.1 1 '1 0 0 1 0 0 0 0
I i -
CASA UTILITY
7940 SILVERTON AVE SUITE 206.
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-21-1997 ~14:46:12
Reference ..... :UB13
----------------------- ----------------------------- -------
Summary'Analysis
Value Locat.'.ft. Section
Bending psi
-Stress 'Locat.
Moment Max.#..ft 27525.0 - 6.86 1 3-1/8x.19-1/2 16*67.828 6.8'6
Moment.Min.#.ft -1.220703E-4.
1,Shear.Max. 8033.482
14 -
2.504
2
s3
571/8x13-1/*~-2121.823
6-3/4x12 20,38.94
6.86
6.86
Shear -Min. -7597.286 .14 4 8-3/4x10-1/2 2054.395 6.86
-Reaction
IReaction
Left #
Right#
8062.714
7597.286
5 10-3/4x10-1/ 1672.182 6.86
----------- *Deflection 0 (inches) ----------- Shear. (psi)
-Sec. Max.' Locat. Min. Locat. Stress - -Locat.
1 .'~9~31~2 6.916 -5.700059E-3 13.972 197.7473 .028
..5371716 6.916 -1.047336E-2 13.972 174.1676 .028
3 .5807118 6.'916 -1_132429E-2 13.972 148.7682 .0~8
4 .6687013
5 .5442921 -------------
6.916
6.916
-.0130391
-l.'061267E'-2
13.9.72
13.972 -
131.1589
106.7572*
.028
.028
Com.l~Analysis
Value Locat. ft.
I ---------------- 7 ----------------------------------------------
Section Stress
Bending psi-
Locat.
Moment Max.#.ft 6.86* 1.3-1/8x1971/2 1667..828 6.86
Moment,Min.#.ft -1M0703E-4
14 2 5'-1/8xl3-1/2 2121.823 6.86,
-.Shear'Max. , .8-033 .482. 2.504 .3 6,-3/4xl2 2038.94 6.86.
Shear Min.- # -7597.286 14, 4 8-3/4x10-1/2 2054.395, 6.86
Reaction Left #
Reaction R light#
8062. 714
..7597.286
5 10 -3/4x10-1/ 1672.182 6.86
-------- --- Deflection (inches) ---------- - --- Shear (psi),
Sec. Max. Locat. Min. Locat. Stress Locat.
1 .2923172 .6.916 -5.700059E-3 13.972 .028
2 .5371716 6.916 -1.047336E-2 13.972 174.1676 .028
3- .5807118 -1.132429E-2 13.972* 148.7682 .028
4 .6687013
5 .5442921
6.916 ,
6.916
-.0130391
-1.061267E-2
13.972~
13.972
131.1589
106.7572
.028
.028
---------------------- 7-7 ------------------------------------------------
- M (Z7 11 n 5Z6X1Z_) 3' 0 12
_r-7
%JUD INMIVIC .................
SHEET.,59.OF .............
BY................ i ................
-DATE..-... .........................
CASA ENGINEERING
7WO M-MUM AM SUM M SM DEW CA 9=6
nummm-M
4:~
JJ5.lq 17- HWC IZ
340-52-
30 ~si,
15.103 16 92 1
--------- . .....
~4Dr-~;F.
-W-5 L - T:., 2
Q
—A
70o 13 3 (Zj(~.' 06s~ AQ~ 1 4--
CASA UTILITY *
7940 SILVERTON AVE SUITE 2'06
SAN DIEGO CA 92126
Job number-....:CALABRESE RESIDENCE.
Date,time..'.'..:09-21-1997. 14:23*:-12
'Reference ..... :UB14
7 - - - - - - - - - - - - - - - - -- - - - - - - - - - - -
'Giue 'Laminated Beam.
--- - - - - - - - - - - - -
Section .~Design
MATERIAL PROPERTIES
Allowable Bending Stress for Wood. (psi), .............. 1250
Allowable Sh6ar Stress for Wood (psi) .......... I ..... 106
Modulus of Elasti
'
city for Wood
Allowable Bending Stress for G.L.B.
(psi)., .............
(psi) .......... ~.,.,..-3000 :,1600000
Allowabel.Shear Stress for G.L.B. ..(psi) ................ 206
Modulus of''Ela'st'icity for'G.L..'B. :(psi) ......... -1700000
DIMENSIONS:
.-L1 Left Cantilever Span (feet) 0
L2 Beam Span
L3 Right.-Cantilever-Span
Max.:Def. Lmax./240~ Y/YES, NINO .....................
(feet) 2.5
(f eet) ... ......... 1.5
Y
Max..Def. Lmax./360 Y/YES NINO ............
Max*. Reflection
Taper Section.Vertical/Horizontal ...
----------------------- ----------------------
(inchs) ..............
I ....................
.0
0 0
Linear loads.:
X2 CASE Xi'. "Pi.
FEET FEET PLF
P2
PLF -
A. 0* 4 96 96
B 0. ~0
C .0 0.- 0.
0
0
D 0 0 0 0
E 0 0 .0 0
F 0 0 --0 0
- - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - --- - - - - -
Point loads
- - - - - - - - - - - - - - - - - ---
CASE X P
FEET POUND
A 4 2207
B 0 .0
C 0 0
D 0., 0
E 0 0
F 0 0
- - - - - - - - - - - - - - - - - - --- - - - - - - - - - --- -
LINEAR LOAD
- -- 7 - - - - --- - --- - - - - - -
POINT LOAD
COMBI. A 'C D E F A -B C 'D E F
Com.1 0. 0 0 0 b 1 0 0 0 0 0
jo,
CASA UTILITY
7940 SILVERTON AVE-SUITE 206
.SAN DIEGO ,,CA 92126
Job number.~...-:CALABRESE RESIDENCE
Date,time ..... :08 -21
Reference ...... :UB14
-1997 14:23:14
- - - - - - - - - - - - - - - - - - - - - - - --- - - - -
Summary Analysis
- - - - - - - - - - - - - - - - - - - - - - - 7 - - - - - - Bending psi
Moment Max.#.ft
Value Locat..ft.
1.525879E-.41
Section Stress, Locat.,,
4 1 3-1/8x6 2184.033 2
*
.496
Moment Min.#.ft
Shear Max. #
-3412.551
2350.616
2..496
2.504
2
3
5-1/8x6
6-3/4x6
1331.127
1011.126
2.496
2.496
Shear Min. # -1487.016 .4 8-3/4x4-1/2 1386.697 2.4§6
Reaction Left # -1247.4 5 10-3/4x4-.1/2 .1128.699 2.496
Reaction Right# 3838.4
--------- Deflection (inches) ----------- -----Shear (psi)*---
Sec... Max. Locat. Min. Locat. Stress Locat.
1 ..1218466
~2 ~7.429674E-2
4
4
-2.337104E-2
-1.425063E-2
1.44
1. 44
188.0493
114.6642
2.504 .,
2.504
3 5.641051E-2 4 -1.081992E-2 1.432 87.05985 2.504
4 .1031506 -.019785 1.432 89.54727' 2.504
5 .0839598 -l'.61040'7E-2 "1.432
------------ ----------------------------------------------------------
72.88731. 2.504. ------
Com.1 Analysis. Bending psi
Moment Max.#.ft
Value Locat.
1.525879E-4
ft.] Section Stress Locat.
4 3-1/8x6 2184.03 3 2.496
Moment Min.#.ft
'Shear.!Max. #
-3412.551
2350.616
'2.496
2.504
2
3"6-3/4x6
5-1/8x6 1331.727
..1011.126
2.496.
2.49.6
Shear Min. # -1487.016 2.496 .4 8-3/4x4-1/2 1386.687 2.496
Reaction.Left # -1247.4 5 10-3/4x4-1/~ 1128.699 2.496
Reaction'Right# 3838.4
----------- Deflection (inches) ---------- _ --- Shear (psi)
Sec. Max. Locat. Min. Locat. Stress Locat.
1 .1218466
2 7.429674E-2
4
4 -1.425063E-2
1.44
1.44
1.88.0493
114.6642
2,504
2.504.
3 :5.641051E-2 4 -1.081992E-2 1.432. 87.05985 2.504
4 .1031506 4 -.019785 1.432 89.54727 2.504
5 .0839598 4 -1.610407E-2 1.432 . .72.88731, 2.504''
-------------- ----------------------------- 7 --------------------------------
-409~;6
Z_G
177
T5 T Z9 625) 3-297 4
I
I
CASA ENGINEERING
7"0 M_VSr0N AW_ SUM 2W SM DEW CA 9=6
JOB NAME-CALAI.3
SHEET.rOOF .............
BY..~.F ..........................
-WzW97 DATE.,.. ......................
LEVEL.
F-LOOR.
PL-Y ......
__D A p
__-A&W~LAT(0.0 -7.5 psT
_1_5 psf-
ME(~ H A Kj I C4L
PAr-7r f Tj 0 f
32
L. 4o p5f
7Z p f
_96
CASA ENGINEERING JOB NAME .................. .
S H E E T. C--.).4.- 0 F ............
7W M-VEWON AVE SLUE 2W
SM DEW CA 9=6
TEL(68)%&-2761 BY .................................
DATE .............
Nf~ -2-A
...........
I N
. ...........
- - - -------- -
ro
lens
--- ------- ----- ---
FJ-9-.-
12-~Pj- 14
-----------
Beam w (lb/ft) Span (ft) Deflection (in) M (lb-in) I (in^4) ''SE - CTION @ 16 O.C. Reaction (lb) 3.625" HS 18 Jamb .6" HS 18 Jamb #10 Screws,
FJI 96 1 7 0.85 4 16 16 7.319 1 2 WC 16 8 16 2
FJ2 96 24 1.20 82944 .20.593 12 HWC 12 1152 2
FJ3 96 4 0.20,,- 2304 0.095 12 WC 16 192 2
FA 96 6.5 0.33 6084 0.409 12 WC 16 .,312 2.
FJ5 96 6 0.45 11664 1.086 12 WC 16; - 432
FJ6 06 10 0.50 14400 1.490 .1 2 WC 16 480 '2
FJ7 96 6.5 0.33 6084 0.409 .12 WC 16 312 A 2
FJ8, 96, 8 0.40 9216. 0.763 12 WC 16 384 2
F.19 96 7 0.35, .7056 0.511 -12 WC 16. 336 .21
FJ10 96 20.5 1.03 60516, . . 12.834 .12 CW 14 984 2
FA 1 96 8 0.40 9 216 0.763' 12 WC 16 384 2
Fjl~- 96 - -10, 0.50 144-00 1 1.490 12 WC 16 i 480 2.
'JOB NAME ................. CASA ENGINEERING SHEETC-.-6-OF .............
MO M.VBUON AVE SUM MO.
am DEW, CA 9=6 BY....
DATE............................
a ffil
146s A/ft
2--6 H514
"MA WA Vid - "I
Q1399 6
12% t
2-..12- PW
4- 6 HS 16
-3.5
la3z ft
2- -.(S H5 I
8.s, rN
17-75~b
j310
CASA ENGINEERING
7W MV8:ffON A%S SUM 2W
SM DEW CA 9=6
JOB -NAME .................
BY........... lo ......................
_DATE ............................
. I
........ .
141? ljp ass lb
_39L lb1ft
Ak
2_52-
12
__G~-D.J.1 2-
..........
0'_HS 12-
JOB NAME
.................... CASA ENGINEERING S H E E T.r,-.~ 0. 0 F ............
7W SLVB:MON AW- SUn 2W
SM DEW, CA 9=6 BY ...................................
TBASA96-27M
....................
mr3zl 2 12*HWC 12-
.... ......
jql 7-*
ao Ft k323
-0.5-
61Z
~99 W-Ft
HG I
Pero- c, Ps 16
.-MB23-1
...... +-2.5 A,
------------------- (2604t
------------- 156# 2,670tt
MB
JOB'NAME ................. CASA ENGINEERING.
SHEET~?~AOF... .......
7NO M-VBnM AW- SUMMO SM DEW* CA 9=6 BY .................................. TWOOM-2761
----------------- ~,------,---DA-T-E ...............................
.............
---H-S J 6. M1333
-m B34
.. ...... ...
. ......... . ..
------- ---
-661
Beam w (lbift) Span (ft) Deflect (in) M,(Ib-in) I (in^4) WEB SECTION FLANGESECTION Reaction(lb) 3.625"HS18Jamb 6"HSISJamb MOScrews Horiz.#IOScrews
MB1 468- 8.5 0.43 50720 4.460 2-8HS14 109 1 :1 4
MB2 612 15.5 0.78 220550 35.364 2 -12 HWC 12 4743 2 2 6
MB3 540 8.5 0.43 58523 5.146 2 - 8 HS 14 2295 1 1 4
M84- 324 5 0.25 12150 0.628 2 - 6 HS 16 810 1 1
MB5 612- 6.5 0.33 104316 7.122 2 - 10 HS 12 4960 2 2 6
MB6 1296- 6.5 0.33 234360 4.785 2 -12 HWC 12 11062 5 4 12
MB7 1368 3.5 0.18 25137 0.910 2 - 6 HS 16 2394 1 1 6
MB8 1332 3.5 0.18 24476 0.886 2 - 6 HS 16 2331 1 1 6
MB9 300 8.5 0.43 32513 2.859 2 - 6 HS 16 1275 1 1 4
MBIO 1260- 3.5 0.18 31440 1.154 2 - 6 HS 16 3116 .2 2 6
MB1 1 264 3.5 0,18 4851 0.176 2 - 6 HS 16 462 1 1 2
MB12 396- 6.5 0.33 30348 2.281 2 - 6 HS 16 1555 1 1 4-
MB13 264- 4.5 0.23 39768 9.233 ~2 - 8 HS 14 6696 3 10
MB14 264 3.5 0.18 4851 0.176 2 - 6 HS 16 462 1 2
MB15 1008 11 0.55 182952 20.819 2 -12 HWC 12 5544 3 2 8
MB16 252 3.5 0.18 4631 O.i68 2 - 6 HS 16 441 1 1 2
MB17 936 15.5 0.78 337311 54.086 2 -12 HWC 12 2 - 6 DLT 12 7254 3 3 8 (2) - 15 (T&B)
MB18 144 4 0.20 3456 0.143 2 - 6 HS 16 288 1 1 2
MB19 396- 6.5 0.33 37716 3.005 2 - 6 HS 16 2256 1 1 4.
MB20 252 16 0.80 96768 16.017 2 - 10 HS 12 2016 1 1 4
MB21 396 16.5 0.83 161717 27.603 2 -12 HWC 12 3267 2 2
MB22 900- 6.5 0.33 60876 4.785 2-8HS14 , 4088 2 2 6
MB23 900- 3.5 0.18 165504 11.343 2 -12 HWC 12 8669 4 3 10
MB24 612- .3 0.15 12048 0.412 2 - 6 HS 16 1233 1 1
MB25 96 3.5 0.18 1764 0.064 2 -6 HS 16 168 1 1 2
MB26 96 3.5 0.18 1764 0.064 2 -6 HS 16 168 1 1 2
MB27 96- 8.~ 0.43 51312 3.895 2 -8 HS 14 1831 1 1. 4
MB28 288- 5 0.25 27240 1.418 2 -6 HS 16 2232 1 1 4
MB29 96- 8 0.40 73536 5.408 2 -8 HS 14 1920 1 1 4
MB30 96- 6. 0.30 10368 0.676 2 -6 HS 16 432 1 1 2
MB31 .96, 4 0.20 2304 0.095 2 -6 HS 16 192 1 1 2
MB32 96 7 0.35 7056 0.511 2 - 6 H S 16 .336 1 1 2
MB33 96 3.5 0.18 1764 0.064 2 - 6 H S 16 168 1 1 2
MB34 96 3 0.15 1296 0.040 2 - 6 HS 16 144 1 1 2
MB35 360 18 1 0.90 1 174960 1 32.579 1 2 -12 HWC 12 3240 1 2 2 4
G13C
-CASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA.9212-6
Job number.......:CALABRESE RESIDENCE
Date,time ...... :08-27-1997 16:32:05
Reference ..... :MB6 -
- - - - - - - - 7-7 - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Glue Laminated Beam
- - - - - - - - -
Design Section ,'
MATERIAL PROPERTIES
,Allowable Bending Stress for Wood (Psi) 12,50
Al1owable.Shear Stress for Wood
Modulus of Elasticity for Wood
(psi)
(Psi) 1600'0'00,~.
Allowable Bending Stress,for ~3010.0
Allowabel Shear Stress for G.L B. (psi) 206~
Modulus of Elasticity.for-G.L.B. (psi).~ ....... 1700000 ._
DIMENSIONS:
Ll~Left Cantilever Span.. -(feet) ............. 0
L2 Beam Span
L3 Right Cantilever.,Span
(feet) .............
...(feet) ...... I ...... 1.
6.5
0
Max. Def.. Lmax./240 Y/YES 'NINO ..................... Y
Max. Def. Lmax./360, Y/YES. NINO ..............
Max. Deflection
..............
(inchs)....,..'.. .... 0
Taper Section Vertical/Horizontal ..................... 01/ 0
- - - - - --- - - - 7 7:7 - - - - - - - - - - - - - - --- - - -
Linear loads
- - - - - - - - - - --- - - - - - - - -
CASE- X1 X2 Pi P2
FEET FEET PLF PLF
A , .6.5 1296 .1296
-B 0 01 0
C 0 0~ .0 0 1
D 0 .0. 0 0
E ... 0 0 0 0
F 0 0 0
------------- ----------------------------------
0
Point loads
----------
'CASE' X :P
FEET POUND
A 2 9895
B 0 0
C 0 0
D, 0
E 0 0
F 0 0
--------------------------- 7 ------------------------------
LINEAR LOAD' POINT LOAD
COMBI* A B C D .!E, F A B C D E,~ -tF
Com.1 1 0 0 '0 0, 0 1~ 0 0 0 b o.
,CASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
'Reference
Date,time ..... :08-27-1997
..... :MB6
16:32:06
****.Summary Analysis
Value
------------------------------------------------------------
Locat.' ft. Section Stress-
Bending psi
Locat.
Moment Max.#.ft 19529.92 2.002. 1 5-1/8x16-1/2 1007.793 2.002
Moment Min.#.ft 0 0 2 6-3/4x12 1446.661~ 2.002
shear max. 11045.54 0 3-8-:-3/4x10-.1/2 1457.6-27 2.002
Shear M in. # -7256.615 6.5 .14 10-3/4x7-1/2 2325.423. 2.002
Reaction Left # 11062.38 .5 10-3/4x4-1/2 1981.486 2.004
Reaction Right#
- ----------- Deflection
7256.615
(inches) ------ Shear (psi)
Sec. Max. Locat. Min. Locat. Stress Locat.
1-1 3'.981224E-2
2 7.858048E-2
-3.029
3.029
-7.851038E-4
-1.549519E-3
6.487
6.487..
195.9297
204.547
.013.'
.013'
3 9.048688E-2 3.029, --l.784604E-3 6.487 180.3353 '.013
4. ;2021018 3.029 -3.985121E-3.",6.487 205.4984. .013
5 .2528505 2.844 -4.933244E-3. 5.~988 111.6482. .012
Com.1 Analysis
------------------------------------------------------------------------------
Bending psi
Value Locat.-ft. Section Stress Locat*
I'Moment
Moment Max.#.ft 19529.92 2.002. 1 5-1/8X16-1/2 1007.793 2.002
Min..#.ft' 0 0 2 6-3/4x12 1446.661~ 2.002
Shear Max. # 11045.54 -0 3.8-3/4x10-1/2 1457.627 2.002
Shear min. # -7256.615 6.5 4 10-3/4x7-1/2 2 325'423 2.002
.Reaction Left # 11062.38. 5,10-3/4x4-1/2 1981.486 -2.004
Reactibn Right# 7256.615
--------- Deflection (inches) - ---------- Shear (psi) ---
Sec. Max. Locat.. Min. Locat. Stress Locat.
1 3.981224E-2 3.029 -7.851038E-4 6.487- 195.9297 .013
2 7.858048E-2 3.029 -1.549519E-3, 6.487 204.547 .013
3 9.048688E-2 3.029 .-1.784604E-3 6.487 180.3353 .013
4 .2021018 3.029 -3.985121E-3 6.487 205.4984 .013
5 .2528505
------------------------------
2.844 -4.933244E-3 5.988
----------------------------------------
111.6482 .012
-
9 G 3 0 2,34 3 6 0 A
10'. 7 5 14. S) ?fl. 63
T9T 63) ~z 4.7SS in
ICASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN DIEGO.CA':92126
Job number. . CALA BRESE RESIDENCE
Date,time ..... :08-27-199T 16:49:13'
tReference ..... :MB10
------------------------------------------------------------
Glue Laminated Beam
Design Section
MATERIAL PROPERTIES
Allowable,Bending Stress for Wood- (psi). 1250
:Allowable Shear Stress for Wood (psi): ......
Modulus of Elasticity-.for Wood (psi) 1600000
~Allowable Bending Stress for G. L. B.. (psi) ................. 3000
'Allowabel Shear Stress for G.L B'~ (psi) -206
Modulus of~.'Ela:sticity for'G.L.B.,
DIMENSIONS:
psi) ............ 1700000
Left.Cantiiever Span 'Ll (f eet.). ............ 0..
L2 Beam Span
L~. Right Cantilever Span
(feet) .........
(feet) ..........
3.5
0
.'Max. Def.,Lmax./240 Y/YES NINO ...... ................ Y
Max. Def. Lmax./360 Y/YtS, JTINO ......................
..Max. Deflection.
7aper.Section Vertical/Hor'izontal ...................
---------------- ------------------------
(inchs).....~.....*. 0
0 0
tCASE
Linear loads'
_X1 X2 P1
------------
P2
-FEET. FEET PLF, :PLF ,
A 0 - 3.5 1260
-B 0 :0 0 0
C 0 0 , 0 0
D ~0 0 0 .0
E 0 0 0 0
F 0 0 0
------------ ------ ------------------------------------------
0
Point loads
CASE X P
FEET POUND
A 1. 1275
B 0 0
C ~0 , 0
D 0 0
E 0 0'
..F 0 0
7 - - - - - - - - - - - - - - - - - - - - - - -
:LINEAR LOAD
- - - - - --- - - - - - 7 - - - - - -
POINT
---
LOAD
COMB! A B C. D E F A B C - - D E F
Com.1 1., .0, 0 0 1 0 0 0 .0 0
70
CASA UTILITY
7940,SILVERTON AVE .SAN DIEGO CA 92126'
SUITE 206
Job number.,...:CALABRESE RESIDENCE
Date.time.'....:08-27-1997 16:49:14
Reference ..... :MB10
------------------------------------------------------
Summary Analysis
------
Bending,psi
IMoment Max..#'.ft
Value -Locat.
2619.532
.ft.
1.40-
Section' Stress -
1 3-1/8x7-1/2 1072.96
Locat.
1.463.
Moment,Min.#.ft 0 0 2_5-1/8x4_1/2 :.1817.-345 1.1463 -,
Shear.Max. #
Shear Min-. # -2569.286' 3.5
3 6-3/4x4-1/2
4 8-3/4x~
1379.836'
2395.001
1.*463 .
1.463..
Reaction Left #.. 3115.714 5 10-3/4x3 1949.42 ''1..463'
Reaction Right#. 2569.286
----------- Deflection (inches)' ---------- Shear.(psi).-,--
Sec...~ Max. Locat. Min.. Locat. Stress Locat.*
1 3_045996E-2 -,--l-.687 -5.987934E-4 3.493 198.8412 .007
2 .0859868
3 6.528626E-~,2
1. 687.
1.687
-1.690344E-3
-1.283416E-3
3.493
3.493
:202.. 0744
153.4269
.007-
-.007
4 .1 699777 -3..340676E-3 3.493 177.5368 .007
5 .1383537
Com.1 Analysis
1.687 .
-----------------------------------------------------------------------------
-2.-719904E-3 .3.493 144.5067'
Bending."psi
.007
Value - Locat.. ft. S ection Stress Locat.
Moment Max.#.ft 2619-.532 1.463 1 ~-1/8x7-1/2 lb72.96 1.463:
Moment Min.#.ft 0. 0 2 5-1/8x4-1/2 18'17.345 1.463'
Shear Max. # 3106.894 0 3,6-3/4x4-1/2 -1379.836 1.463
Shear Min. #
Reaction Left #
-2569.286
-3115.714.
3.5 .4 8-3/4x3
5 10.-3/4x3
239.5.001
1949.42
1.463'.
1.4.63
Reaction Right# 2569.286
-------------- Deflecti8n (inches). -7 -------
--
--.Shear (psi)
Sec. Max.. Locat.- Min. Locat. Stress Locat.
1 3.045996E-2 1'.687 .-5*. 98 ' 7934E~4 3 .49'3. .,198.8412. .007
2 .0859868 1.687 -1.690344E-3 .3.493 202.0744, .007.
3 6.528626E-2 1.687 -1.283416E-3 - .3.493 153.4269 .,ob7
4 .1699777 1.687 -3.340676E-3 3.493 177.5368. .007
5 ...1383537 ,
-- - - - - - - 7 - - - - - -
1.687
---------------------------
-2.719904E-3 3.493
7 ------------------------------
144.5067 .007
M - (Z-6ZO.X1Z)~= -3144o A-In
3
19-69
1. ri A
CASA UTILITY 70A
7940 SILVERTON AVE SUITE 206
SAN'DIEGO CA 92126
Job number.'...:CALABRES8 RESIDENCE
Date;time..,'...:08~27-:-1997 - 17:06.:~24
Reference......:MB12
7 - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - Glue Laminated 'Beam - - - - - - - - - - - - - - - - - - ---
Design' Section'
MATERIAL PROPERTIES.
for Wood - ...Allowable-Bending.'Stress '(psi) ............ 1250
Allowable --ghear Stress for Wood (p s i) .............
Modulus of Elasticity for Wood
Allowable Bending'Stress for G.L.B.
(psi)*.,...............
(psi).. .
.160000*0
3000
Allowabel Shear Stress for-G*.L,.B.~ (psi)..,.. 206
Modulus.of Elasticity'for G.L.B.
DIMENSIONS:
(psi) 1700000
-L1- Left .Cantilever~ Span (feet) ............ 0
L2 Beam Span (f eet) 6.5
L3 Rig
. ht Cantilever Span (feet)'.. 0..
Max. Def., Lmax./240- Y/Y9S NINO .......................
y
Max. Def. Lmax./380 Y/ YES NINO .......... ...........
Max. Deflection
Taper Section Vertical/Horizontal ........................
--------------------------------------------
(inchs) ............ .0
0 0
loads
-------------
CASE X1 Pl.'' P2
FEET -FEET. PLY PLF
~A 0 6.5 -396. 396 ,
B 0 .0 0 -0
C. 01 0 0
0
0 0 .0 0
F 0 0 0 0 - I - --- - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - --- - 7 - - - - - - - - -
Point loads
.:CASE X P
FEET POUND
A
B 355
C 0 0
D '0 0
E 0 0
0
----- -------------------------------- --------------------
LINEAR LOAD POINT LOAD
COMBI A B C D 'E F -A B C -D E F
Com.l~, _I
70B
CASA UTILITY
79AO SILVERTON AVE SUITE 2.06
-SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-27-1997
Reference ...... :MB12
17:06:25
Summary Analysis
---------------------------------------------------------
Bending psi
Value Locat 'ft. Section -Stress , Locat.
I'Moment'Max.#.ft 2528.88 3.471 .1 3-1/8x6* 1618..483 3.471
Moment. Min.#.ft -3.051758E-5
Shear max. 1514.621
.6.5
0
2
3
5-1/8x4-1/2
6-314x4-1/2
1754'.454*
1332.085.
3.471
3.471
Shear Min. # -.1555.231 6.5. .4 8-3/4x4-1/2 1027.609 3.471
Reaction Left #
Reaction Right#
1519.769
1555.231
5 10-3/4x4-1/2 836.4255. 3.471.
---------- Deflection (inches) ----------- -.--.Shear (psi)
Sec. Max. Locat. Min., Locat. Stress Locat.
1 .2001115 3.263 -3.87-9834E-3 6.487 124.4185 - -6.5
2 .2892309 3.263 -5.606422E-3 6.487 101.1532. 6.5
3 .2196011 3.263. -4.257299E-3 6.487 76A0151 6.5
4 A694066
5 .1378891.
3.263
3.1263
-3.284202E-3
-2:673108E-3
6.487 59.24688
48.22421
6.5
6.5
Com.1 Analysis
-----------------------------------------------------------------------------
Bending psi
I
Value Locat. ft. Section. Stress. Locat.-
Moment Max'.#'.ft 2528.88 3.471 1 3-1/8x6 ..1618.483 3.471'
Moment MinA.ft -3.051758E-~-5
She-ar",-Max. # '1514-.621
6.5
0 -
.2 5 - 1/ 8x,4 - 1/.2
6-3/4x4-1/~
1754.454
1332.085.
3.471.
3.471
Shear Min. # :p -1555.231 6.5 .4 8-3/4x4-1/2 1027.609 3..471.
Reaction Left'#
Reactio n Rightt,
1519.769
1555.231
.5 10--3/4x4-1/.2 836.4255 3..471
---------- 7 Deflection (inches) ---------- --- Shear (psi) ---
Sec. Max. Locat. Min. Locat. Stress Lo6at.-
1 .2001115 3.263 -3.879834E-3 6..487 124.4185 6.5
2 .289 2309 3.263 -5.606422E - 3 6.487 101.1532 6.5
3 .2196011 3;263 6.487 76.80151 6.5.
4 .1694066
5 .1378851
3.263
3.263'
-3.284202E-3
-2.673108E-3
6.487
6.487
59.24688
48.22421
6.5
6.5
CASA UTILITY
7 Toc
7940 SILVERTON AVE SUITE. 206.
SAN DIEGO, -CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ....... 08-28:--1997 09:23:31
Ref erence ..... :MB13
--------------------------- r ------------------------
Glue Laminated Beam
----------
Design Section
MAtERIAL-PROPERTIES.
(psi) ............. 125G, Allowable Bend
*
ing.Stress for Wood
Allowable Shear.Stress for.Wood .............
Modulus of Elasticity for Wood
Allowable'Bending Stress for G.L.B.
(psi) ...
.(psi) .........
1600000
300.0
A
I llowabel Shear Stress.for G..L.B. (Psi,) ............ 206
..,Modulus of Elasticity for G.L.B.
DIMENSIONS:*
APsi) ..... 1700000
Ll Left Cantilever :Span (feet) 0.
L2 Beam Span. Afeet) 4.5
L31ight
*
~'Cantilever'Span (feet) ............ 0
..Max.* Def. Lmax../240 Y/YES NINO ......................... Y
Max..Def'. Lmax./360 Y/YES NINO .......................
*Max. Deflection (inchs), ....
..Taper Section vertical/Horizont.al ... ....................
----------------------------------- 7
0
0 01
--------------------- Linear loads
CASE X1 ~X2 Pi P2
FEET FEET ~PLF PLF
A' 0 4.5 264 264
B .0 0 1 0 - ~.o
C 0. 0 0 0 .
D .0 0 0 P
-
E. 0 0 0
F 0 0
-- - ---------------------------
0
0
Point loads
---------------
CASE X P ,
FEET POUND
A, .5 6865
B 0 0
C .0 0
~D 0 0
E 01 0
F~. ~0 0
--------------------------------------------------------
LINEAR LOAD 0 POINT LOAD
COMBI A_ B C D E 'F A B C D ~E F
C6m'. 1 1 0 0 0 0 .0 1 0 0 -.0 0, 0
DD
CASA UTILITY
SILVERTON AVE SUITE 206
1.
7940
SAN DIEGO CA 92126
Job*number .... :CALABRESE RESIDENCE
Date,time ..... :08-28-1997
Reference ..... :MB13
09.:23:32
-------------------
****-Summary Analysis
w -------------------------------------
Bending psi
Value Locat. ft.
.5'039999..l
.-Section Stress Locat. -
Moment Max.#'.ft 3313.906 1 3-1/8x16 1/2 280.4496, .5039999,
Moment Min.#.ft
Shear Max.. #
-,2 .441406E-4.
.6693.846
41*5 .2,.5-1/8x10'-1/2
0 3 6-3/4x7-1/2
422.279.7
628,4148.
.5039999
.5039999 .
Shear min." # -1356.778 4.5. 4 8-*3/4x6 757.4642 5039959
Reaction Left #
Reaction.Right#
---------- 7 ---Deflect-ion
6696.222 5
(inches) -----------
10-3/4x6 61.6.5406
Shear'
.5039999
( s i) p
.Sec. Max. LOcat. Min. Locat. Stress. 'Locat.
1. 4'.931642E-3 1.989 ~-1.108544E-4 4.491 194;7301 .009
-2 1.166894E-2 1...989 -2.623366E-4. 4.491 186.58.8 .009
3 2.431115E-2 1.989. .-5..465247E-4 4.491 198.3362 .009
4 . .0366295
5* 2.981469E-2
1.989
1.989
----------------
-8.235631E-4
-6.703152E-4
4.491
4.491
191.2527
155.6-708.
..009
. 009.
Com.1 Analysis'****
7 -------------------------------------------
pending psi,
Value Locat. ft. Section Stress Locat.,
Moment Ma-x.*#.ft -, 3313.90'6" .5039999 1 3-1/8x16-1/2 280..4496 .51039999
Moment Min.#..ft -2.441406E-4,,
.8hear Max. #
4.5
0
2
3
5-1/8xlO'.1/2,422.2797
6-L-3/4x7-1/2 628.4148
.503-9999.
.5039999 ,
Shear Min. 4 4.5 .4 8-3/4x6 757.4642 .5039999~
Reaction Left #
Reaction Right#
-1356 ' .778~
6696.,222.
1.356.778
5 10-3/4x6 616.5406 ..5.039999
----------- Deflection (inches),- -------- --- Shear (psi) ---
Sec. Max. Locat. min. Locat. Stress Locat.
1 4.931642E-3 1.,989 -1.108544E-4 4.491 194.7301
_2 1.989 -2.623366E-4 4.4'91 186.588 .009
3 2.431115E-2.. .1.989 -5.465247E-4 -4.491 198.3362 ..009
4 .0366295
5 2.981469E-2
'1.989
1.989
-8.235631E-4
-6.703152E-4
4.491
4.491
191.'2527
.155.670B
.009.
- - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Z33 N4 29
JOB NAME ................... CASA ENGINEERING
. SHEET....7 I. OF .............
7W SUMM AW- SUM WO SM DEW, CA 9M 8y ....... .......................
-----DATE ............................
MBO- J~QEDED Ir-L
S-7.203
---------- -- -- 12 41jX 12-
1 29626.0
4
49340
M 49;540----
.2-74 1 rt 2
..........
-7
5..QZLiq
547
CASA ENGINEERING JOB NAME ..................
SHEET.Z~'~OF .............
mo aLvaUM AW- SUM aM DEW, CA 9M 'BY ........... ...................
rzW
-- ------------
use TT
..............
........ ..
- ---------
- --------- .... ..
.72A.
CASA UTILITY
7940.-SILVERTON AVE SUITE 206
SAN DIEGO-CA 92126
number.....:CALABRESE RESIDENCE
Date,time.......:08-28-1997 101:12:46
Reference ..... :MB19
- - - - - - - - - - - - - - - - ---------- 7 - - - - --- - - - - - - - - - - - - - - - - - - -
Glue Laminated Beam
Design Section.
PROPERTIES..
~Allowable Bending-Stres.s for Wood' Apsi'). 1250
Allowable.Shear.Stress.for wood.
Modulus of Elasticity for Wood'-
(psi).. ...........
(psi)
106~
1600000—
Allowable Bending Stress for G.L.B. (psi)..' .~.,3.000,
Allowabel Shear Stress for G.L.B., (psi).. 206 .'',Modulus.'of Elasticit y.for.G.L.B.. (psi) . . .
DIMENSIONS:
Ll Left -Cantilever --Span (feet)
L2 7-Span (feet) ...... -5
Right Cantilever 'Span (feet) ............. 0,.
Max. Def. Lmax./240 -Y/YES 'NINO ........................ Y
~Max. Def-. Lmax./360 'Y/YES NINO ........................
Max. Deflection (inchs) 0.
Taper Section.vettical/Horitontal ................
-------------------------------------
I ........ 0 1 0
Linear loads
CASE X1 P1 P2
FEET 'FEET, PLF PLF
-A 0 6.5 . 396
B 0 .0 0
396
0 0 9 .-C 0
D 0 .0
E 0 0 .0
0
0.
F 0 0 0
---------------------------------------------------------
0
Point -loads
CASE X P.
FEET-. POUND,,
A 1.5 1260
0 01
C 01 0
D 0 0
E 0 0
F, 0 0 - ---------------------------------------------
LINEAR LOAD.
COMBI A B C D E
--------------
POINT
F A B C
LOAD
D .'E F
Com'.1 0. 0 0 0 .1 0 0 0 0 0
72B
CASA UTILITY
7940 SILVERTON AVE SUITE 206
sAN DIEGO CA 92126
.Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-28-1997 ,
Reference ..... :MB19
- - - - - - --- - - - - - - - - - - - - - - -
10:12:47
- - -- - - - - - - - - - --- - - - - - -
lMoment-Max.#'.ft-
Summary Analysis
Value Locat ft. Section Stress
Bending psi -
Locat.
3143.118 2.52*2 1 3'-1/8x6 2011.596. 2.522
Moment'Min.#.ft 0 .0 5 71/8.x6 2.52.2
Max. 2251.083 0 - 3 6-,3/4x4-,1/2 ~-16554634 .2..522 jShear
Shear Min. # -,1577.769 6.5 8-3/4x4'1/2 ~1277_204 ,2.522
Reaction'Left 2256.231- 5 10-3/4x4-.1/2.1039.584 2.522
Reaction Right#
------------
1577.769
Deflection (inches) ---------- -Shear (psi) ---
Sec. Max. Locat.. Min. Locat. Stress Locat.
.1 .241~2*84 3.094' -4'. -3 .951193E 6.487 180.0866 ..013
2 ...1508099 3.094 , - r3.019223E-3 '6~48 7- 109.8089 -. ~.013 -,
3 .2714163 3.094 -5.434068E-3 -6.487 111.1646 ..013
4 .2093783 3.094 ~-4.191968E-3 6.487 85.75553 -.013
5 .1704241 3.094
Com.1 Analysis
--------------------------------------------------------------------------------
-3.412089E-3 6.487
-Bending
69.801N .013
psi
Moment Max.#.ft
Value Locat-.--ft.
3143.118 ~2.522
Section Stress
1 3-1/8x6 2011.596'
Locat.
2.522
Moment Min.#.ft 0 0 2 5-1/8x6 1226.583 2.522
Shear-Max. # 2251.083 0 3 6-3/4x4-1/2 1655.634 2.522
Shear Min.' .# -1577.769 6'.-5 4.8-3/4x4-1/2 1277.204 2.522
Reaction Left # 2256..23.1 5 10,-3/4x4-1/2 1039.*584 2.522
Reaction Right# 1577.769
----------
Sec. Max.
Deflection
Locat.
(inches)
Min.
7 --- ---
Locat.
Shear.(psi)
Str
*
ess
---
Locat'.
1 .2473284 3_094 -4.951193E-3 6.487
2 .1508099
3 .2714163
3.094 -3.019223E-3
-5.434068E-3
6.487
6.487
109.8089
~111.1646
.013.
.013
4 .2093783 3.094 -4.191968E-3 6.487, 85.75553 .013
5 .1704241 3.094 -3.412089E~3~ 6.487 69.80102 .013
----------------------------------------------------------------------------
ICASA UTILITY 7-3
7940'SILVERTON AVE-SUITE.206'
SAN, DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
.Date,time ...... :08-28-1997 10:39:38-.
Reference ..... :MB23
- - - - - - - - - --- - - --- - - - - - - 7 - - - - - - - - - - - - - - - - -
Glue Laminated'Beam
I --- - - - - - - - - - - - -
Design -Section*
MATERIAL PROPERTIES
Allowable Bending 'Stress for Wood (psi) .1250.
Allowable Shear Stress for'Wood* (psi)*, ............. 106
Modulus of Elasticity for-Wood .(psi) ............... 1600000
Allowable Bending Stress,for G.L.B. (p s i) ....'30M
Allo.wabel ShearStress for G.L.B. (psi) . . '206
M
odulus of, Elasticity for G.L.B.-
DIMENSIONS:
(psi) ...............
Ll Left .Cantilever.' Span. (feet) .............. 0
L2 Beam,- Span Afeet) ......... 3.5:.
Right Cantilever Span
'Max.'
~L3
D'ef. Lmax-./240 Y/YES NINO.*..
Cfeet)... . . 0
................. .. Y
Max. Def. Lmax./360 Y/YES NINO ........... .......
Max. Deflection
Taper Section Vertical/Horizont'al ........................
(inchs) ..... ........ -0
0 0.
----------------------------------------------------------
Linear loads
CASE 'Xi X2 Pi P2
FEET FEET PLF PLF
A 0 3.5 900 !-900
B 0 0 0
0 0 0 .0
D 0 0.
E .0, ''0 0
F, 01 ..0, 0
0
0
-------------- - -------------- 7 -------------------
Point loads
CASE -X P
FEET POUND
A ..1.75 .14187
B 0 0
C 0. 0
D 0 0,
E 0 01
F .0 0-
----------------------------------------------------
LINEAR LOAD
-------
POINT LOAD
.COMBI A B C D E F 'A~ B C D E.- F
Com. 1 1 0 0 0 0. 1 0 0 0 0 0
CASA UTILITY.
7940 SILVERTON AVE -SU ITE 206
SAN DIEGO.CA.92126
Job number..,..:CALABRESE RESIDENCE.,
Date,time ...... :08-28-1997
Reference ..... :MB23
---------------------------------
10:39:40
---------------------------
Summary Analysis
value Locat.*. :ft. section Stress.,
Bending psi-'
Locat.
moment MaxA.ft 13791.75 1.75 1 3-1/8x2l 720.5486 1.75
Moment MinA.ft 0 0 2 5~1/8x13-1/2 1063.14 1.75
She r Max. a
Shear Min.'- #
8662.2
-,8.668.5
0 -
3. 5
3
4
6-3/4xlO-1/2'1334.349
8 4x7 - 1/ 2., _2 0 17. 5 36
1.75
1.75
..Reaction Left # 8668.5. 5 10-3/4x6, 2565.907 1.75
lReaction Right4
-------------
86,68.5
Deflection -(i nches) --- Shear (psi) -7 sec. Max. Locat. Min. Locat.l. Stress . Locat.
1 *- 6..008855E-3. -1.736 . -1.102198E-4 3.493- 198.1371..' 3.5
2~ 1."379128E-~-- 1.736, -2.529-783E-:4 3.493 187.935 3.5
~2;--225501E~2 1.736 * -4.082389E,-4 3.493 183.4603 3.5
4 4.710934E-2 1.736 -8.6438iE-4 3.493 198.1371. 3.5
5" 7.489232E-2
Com.'l Analysis
------------------------------------------
1.736 -1.373877E-3' 3 .493
-----------------------------------
201.59-3 3.5*
Bending psi
i
Moment Max. #-,."f t
Value Locat.-I ft.
13791.7.5 1.75
Section Stress I
3-'1/8x2l 720..5486
Locat..
1.75
Moment Min.#.ft .0 0 5-1/8x13-1/2 1063.14 1.75
Shear''Max.. # -.8662.2 0 3 6-3/4xlO-1/2-- 1334.349 1.75
Shear Min. # .-8668.5 3.5-..,.- 87 3/4x7-1/2 2017.536 1. 75
Reaction Left #, 8668.5 5 10~3/4x6 2565.9,07 1.75
Reaction Right# 8668.5
------------
Sec. Max. -
Deflection.
Locat.
(inches) ----
Min. I
------- ---
Locat.
Shear
'Stress
(psi)
Locat.
1 6'.008855E-3 .. 1.736 .-1.102198E-4 3.4'93 198.1371 3.5
2. 1.379128E-2 1.736 -2.529783E-m-4 3.493 187.935 3.5
3 2.225501E-2 1.736 -4.082389E'4 '3.493 183
,
4'6 0 3 3.5
.4 4.710934E-2 1.7,36 ~-8.64381E-4 3.493 198.1371 3.5
5 .7.4892-32E-2 1.736 -.1.373877E-3 .3.1493.. 201.593 3.5-
----------------------------------------------------------------------
0579ZX~12)
93, 1~,
1-93-S) 343- 'M"
7S
CASA UTILITY-
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92*126
Job number .... :CALABRESE-RESIDENCE
Date,t'ime, ..... :~08-28-1997
Reference, ... :MB24
- - - - - - - --- - - - - - - 7 - - - - - - - - - - - - - - - - - - -
Glue Laminated Beam,
Design Section
- - - - - - - - - - - - - - - -
MATERIAL PROPERTIES
Allowable' Bending Stress-*for Wood (psi:) .1250,
Allowable'Shear Stress for Wood (psi) ............... ~106
Modulus of Elasti,city-for Wood. (psi~y. . ......... 1600000
Allowable-'B6riding~'Stress for G.L.B. (psi) ................. .3000
Allowabel Shear Stress for G..L.B.
Modulus - of Elasticity for..G.t.B'.'.,-
..(psi)
.(psi) ..........
2 06'
17000010
-DIMENSIONS:
'Ll tilever Span Left,.Can
L2 Beam Span,
(feet) ........
(feet) ...............
0
3
L3 Right Cantilever Span .(feet)., ............. 0
. Max. Def. Lmax./240 Y/YES NINO ...... .................... y
Max.. -De f Lmax, -/ 3 6 0 Y/YES NINO .......
.Max. Deflection - (inchs) 0..
Taper Section Vertical/Horizontal ...................... 0 1 .0
--------------- *-1 --------
- - - - - - - - - -
—Linear loads
- - 7 - - - - - - - --- - - - -
CASE X1 X2- P1 22
FEET FEET PLF
A 612
PLF
6i2
B .0. 0, 0 0
C, 0 0 -0
D 0- 0~
E'. 0 0
0
0
F -.0 0 0 0
--------------------------------------------------
Point loads
-------
CASE X P
FEET ~-..POUND
A 315
B 2 315
C 0, 0
D 0 .0
E. 0
F 0 0
- - - - --- - - - - - - - - - - - - - - -
LINEAR LOAD
- - - 7 - - - - - - - - - I - - - - - -
POINT LOAD
COMBI A B C D* E F A, ~~-B. C. D F-
Com.1 1 0 0 0 0 1, 1 0 .0, ~0 0
7G.
CASA UTILITY
7940 SILVERTONAVE SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESEIRESIDENCE ,Date,time,,,..,:,08-211-1997
Reference ..... :MB24
1.1.:23-:18-
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- - - - - - - - - - - - - 7 -7
Summary. Analysis
- - - - - - - Bending psi
Mome nt Max.#..ft
Value
1003.5.
Locat. ft-.
1.5,
-.Section
.1.3-1/8x3
Stress
:2568.§6
Locat..
- 1.5
Moment Min.#..ft O~ 0 2 5-1/8x3. 1566.439~ 1.5
Shear.Max.
Shear Min.
1229.328 0
-1233 -
3
4
6-~~/4x3
8-3/4x3
'1189.333
917.4857
1.5
-1.5
,Reaction -Left # 1233 5 1.0-3/4x3 746.7907 1.5
Reaction*Right# 1233
------- Deflection (inches) ----------- Shear (psi) ---
- -Max. Sec." -Locat. -Min.. Locat.. Stress Locat.
~1' .1352176 1.488 -2.607788E-3 2.994 197'.28 3
2 .,0,824499
3 6.260079E-2
1.488
1.488
.-1.~89912E-3'
~-1.207246E-3.
2.994
2.994
120.*2927
91..33334
3
.3
4 4.829201E-2 1.488 -9.313946E-4 2..994 . 70.45715 .3*
5 3*930,746E-2 1,488,
-----------------
Com.1 Analysis
-7*581071E-4-
------------ -------------------------------------
2,994 517,34884 3
Bending psi
Nalue Locat. ft. Section Stress Locat.
Moment Max.4.ft 1003.5 1.5 .1 3-1/83b 2568 -.96 1.5
Moment Min.#.ft -0 0 2 571/8x3 1566'.439 1.5
Shear Max.. # 1229.328 -l' 0' 3 6-3/4x3 ..1189.333 -1.5--,
Shear--Min. --#
~Reaction.Left #
-1233
.1233
3 4
5
8-3/4x3.
10-3/4x3
913.4857
746..7907
1.5
1.5
Reaction Right#. i233'
-------------
Sec. Max.,
Deflection (inches) -----------
Locat. Min. Locat..
7 - Shear
Stress
(psi) ---
Locat.
1 .1352176 1.488 -2.607788E-3 2.994 197.28 3(
2 .0824499 1.488 -1.589912E-3. 2.994 120.2927 3
3 6.260079E-2 , '1.488' -1.207246E-3 2.994 '91.33334 3'
4 4.829201E-2~ 1.488 -9.313'946E-4 2.994 ...70.45715 .3
5 3.930746E-2 1.488 -7.581071E-4 2.994 57.34884 -. 3
------------------ ------------------------------------------- -----------------
(1004XIZ-) zo-q
-3. 1 Z-5 3) 7.03
1.7
T5T -(7,03) .412 1 n4-
.1
CASA UTILITY
7GA
7940 SILVERTON AVE SUITE 206
SAN DIEGO CA 92126
Job number.... :CALABRESE RESIDENCE
fate,time,........:08-28-1997 11:44:15
Reference ..... :MB27
-----------------------------------------------------------
Glue..Laminated Beam
Design Section-
MATERIAL PROPERTIES
Allowable-Bending.,Stres's fbr.Wood, (psi) ............... 1250
Allowable Shear Stress for,Wood
.Modulus of Elasticity for Wood
(psi) ................
Apsi) .................
106
1600000
Allowable Bending-Stress,for G.L.B. (psi) ............. ~,.._3000
Allowabel Shear Stress for G.L.B:
Modulus of Elasticity for G.L..'B.
(psi)..
(Psi) .............
206
1700000.
DIMENSIONS:
.'Ll,Left-Cantilever Span. '(feet) ............ 0
L2 'Beam -- Span - (feet) ........... 8.5
Cantilev'er,Span Afeet) ............. 0
Max. Def~. Lmax./240 Y/YES NINO ........................ Y ,
Max.,,Def. Lmax./360 Y/YES NINO.* .......................
-Deflection .,,Max. (inchs) ............... .. .. 0-
.Taper..Sectio'n VerticAl/Horizontal..~ ....................... 0 1 0
----------------------------- 7 -7777 ---------------
Linear loads
-------
$'CASE X1 X2 Pi -FEET FEET PLF PLF
t
A 0 .-8.5 -96
B .0 0 b-
96
0
C 0 0 0
D , 0 .0 0.
E. 0 0 .0
0 0"
F 0 0 .~ 0 0
----------- -----------------------------------------------
Point loads
-
CASE; X P
FEET POUND
-A 2.5 2016
~B 0 0
C 0 0
D 0 0
E 0 0
F. 0 0
- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - -
LINEAR LOAD
- - - - - - - - - - - - - - - - --- -
POINT LOAD
COMB A B, C D ~E F A B C D E F
Com.1 1 0 0 0 .0 0 1 0 0 0 0
7GB
CASA UTILITY*
SILVE RTON AVE' SUITE 206
SAN DIEGO CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ....... 08-28-1997..
~Reference ..... :MB27
------------------------------------------------
1.1:44:16
-****-Summary Analysis
Value Locat. ft.,
7 ------
Bending.psi.
Section Stress Locat.
Moment Max.#.ft 4276.056- 2.4§9 1-3-1/8x7-.1/2 1751.473 2-499
Moment'Min.#.ft '0 0~ .2 5-1/8x6 '1668.705 ~-2'.499
ShearMax..' # -
Shear -Min. #
11829.427
-1000.941.'
0,
8.5
3
4
6-3/4x6 -,'1266.98,
8-3/4x4-1/2 -1737.572
-.2.499
2.4991 .1
Reaction Left 1 1831.059' 5 10-3/4x4-1/2 1414..303 2.499
Reaction Right#-
- -------- I ---- Deflection
~10.00.941
(inches) ------------ -Shear (psi) ---
sec. Max. Locat. -Min. Locat. Stress -Locat.
3.893 -4.88318E-3 8.483001, .017
2 .2921335 3.893 -5.81'5257E-~ '8.483001 8"9.24033 .017
3 .2218047 , 3.893 -4.,416244E-3 8.483001 67.75655. .017
4 -.4055862 - ~3.893 8.483001 69.69.245 0.17
5 .3301281
------------------
Com.1 Analysis
3.893.
------- -----------------------------
-6.572468E-3 8.483001, 56.72641
--------
Bending ps
.017
i'
Moment Max.#.ft
Value Locat. ft..
4276.056 .2.499
Section Stress
1 3-1/8x7-1/2.
.,.Locat..
2.499
Moment Min.#.ft 0 2 5-1/8x6 11668.705 -2.499 .
S
,
1~ear~Max. #'. 1829.427 0 .1 6-3/4x6. 1266
.
.9 . 8. 2 1 .49 . 9
Shear Min. # '-1000.941 8.5 4 8-3/4x4-1/2 :-1737.572 2.499
Reaction.teft # 18.31.059 5, 10-3/4x4-1/2 -1414,.303 2.499
Reaction Right# .4000. 941-
- ----------- Deflection
Sec., Max. Locat.
(inches) ----
Min. Locat.
--- Shear
Stress
(psi)
-Locat.
1~ .2452986 .3.893 -4.88318E-3' 117.0833* .017
2 .2921335 -5.815257E-3 '8.483001 8 '
483001
89.24033 .017
3 .2218047
3 - 893
3.893 -4.416244~E-3 8.48.3001' 6 7.75655 .017
4 .'4055862- -8.074536E-3 8.483001 69.69245 .01~
5 .3301281 3.893 -6.57,2468E-3 8.483001 56.7 641 .2 .017
------------------------------------------------------ -----------------------
(4Z70(Z-) 312
t 75) (4. 5)
3 09_S i n4 ,0 .....................
UT ILITY 'CASA'' 7ro C 7940 gItVERTON;AVE SUITE 206
SAN DIEGO.CA 92126
Job number'....:CALABRESE RESIDENCE -
.Date,time,.; ... :08-28-1997 11: 5 6: 13.
Reference ..... :MB28
- --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Glue Laminated Beam
- -- 1 -7 7 _7 _7 7'
Design Section
MATERIAL PROPERTIES
Allowable Bendin Stress Eor'Wood :'(psi) 1250
'Allowable Shear Stress for'Wood (psi) ..... 106
Modulus of Elasticity for wood
Allowable-tending Stress for G.L.B~.
..............
(psi).... ......
1600000..
3000
Allowabel'Shear Stress'for. G.L.B.' "(psi) 206
Modulus of Elasticity f or G. L.. B!
DIMENSIONS:
(psi) . 1700000
-L1 Left Cantilever _Span .(feet) ............. 0
L2 Beam Span (feet) ........... 5
L3.Right Cantilever Span
'.Max..'Def'. Lmax
'
'/240 Y/YES NINO ........................
(feet) ............
Y
Max..Def.: Lmax./36.0 Y/YES NINO ...... ..........
...Max. Deflection.
, Taper .section ..Vertic.al/Horizo'ntal, ..........................
11
- - - - - -- - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - 7-
-(inchs)..
- --- - - - - - - - - - - - - --- - -
0.
01 1 0
--
Linear loads
CASE X1 X2 P1 P~
FEET. FEET. ..PLF
A~ 288
O'~ 0
"C -.0 0
0
'0
D 0. 0 0
E 0. 0 0,
F 0 .0 0
-------------- -------------------------
0.
.0
-----------------
Point loads
.CASE X P
FEET POUND
A , 1.5 1260
B 4.5 1260 -
C, 0, 0
D 0 0 ,
-E 0 0,
F
1 0
0
---------------------------------------------------
LINEAR LOAD POINT LOAD
qOMBI A B C -D E
Com. 1 ~1 0 0 0 0
F A B C
0 0
D E' F
0 0 0
7SD
.CASA UTILITY
7940 SILVERTON AVE SUITE 206
SAN D I EGO CA * 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-28--~1997_
Reference ..... :MB28
11:56:14
-
- - - - - - - - - - - - - - - - - -
Summary Analysis
- - - - - - - - - - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - -
Bending psi -.Value Locat..,ft.' Section Stress Locat..
M . oment Max.#.ft
'Moment Min.#.ft
2270.247
0
1.62
0
1
.2
3-1/8x6
5-1/8x4-1'/2
1452.958
1575.022
1.62
1.62
Shear*Max. #
Shear Min. #
1725.12
-2232
0
5
3
4
67 3/4x4-1/2
8-3/4x4*1/2.
-1195.85
922.5129
1.62
1.62
Reaction Left # 1728 5,' 1073/4x3 1.62
Reaction Right#
------------
2232
Deflection (inches) ------- -7 - Shear (psi) ---
Sec. max. Locat. Min.' Locat. '.Stress Locat.
1 .1055506 2.42 -2.096572E-3 4.99 .178.56 -
* 5 2 1525574 2.42 -3.030698E-3- 4'. 99 145.1707 -5
3 .,1158,3.08 2.42 4.99 110:.2222 5
4 8.935498E-2 -1.774998E-3 4.99 85.02857 5
-
5 .2454666 2.42
Com.1 Analysis
-------------------------------------------------------------
-4.876202E-3 4.99 103.814 .
Bending psi
5
-Value Locat; ft. Section ..Stress, Locat..
Moment'Max.#'.ft 2270.247 1.62 1 3-1/8x6 1452.958 1.62
Moment Min.#.ft*. 0 0 2 5-1/8x4-,1/2 1575.022 1.62
Shear Max. # 1725.12 3 6-3/4x4-1/2 .'1195.85 1.62
Shear Min.' :-.#
Reaction'Left #
-2232
1728
.5 4
5 10-3/4x'3
8-3/4x4-1/2-922.5129.-1.62
1689.486 .1.62.
Reaction Right#..p 2232
---------
Sec. Max.
Deflection
Locat...
(inches) ------------
Min. Locat.
--- Shear
Stress
(psi) ---
Locat.
1 .1055506 2.42 -2.096572E-3 4.99 178.56 5
.2 .1525574 2.42 -3.030698E-3 4.99 145.1707 5
3 .1158308 2.42. -2.3Ob451E-3 4.99 110.2222 ~5
4 '',8.935498E-2.. 2'.42 -1.774998E-3 4.99 85.02857 5 -
5 .2454666 2.42 -4.876202E-3 4.99 103.814 5
- - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7-7
CASAUTILITY :7GE
7940 SILVERTON.AVE SUITE 206
SAN DIEGO CA 92126
Job number-.,...:CALABRESE RESIDENCE
Date,time ..... :08-28-1997 '12:13:01
Reference :MB29
---------------------------------------
.-,Glue LaminatedtBeam
------------
..Design Section
MATERIAL~PROPERTIES
—Allowable Bending Stress for.Wood 1250
Allowable Shear Stress for Wood.. (psi) 106 .
:.-Modulus of Elasticity for-wood
'Allowable 8ending'Stress -.for -G.L..B.
(psi)
(psi) ...... ........... 300&
Allowabe,l, Sh.bar.,Stress~ -for G..L.B. (psi)'..* .......
Modulus'of Elasticity for G.L.~B. (psi). 17-00000.
DIMENSIONS:
.-L1 Left Cantilever Span (feet) 0
'L2 ~Beam Span (feet) 8
L3:Right Cantilever'Span
Max.-Def. Lmax./240 Y/YES N/NO ........
(.f eet) .............
.............. Y I
Max. Def..~Lmax-./360 Y/YES N/NO ..........................
Max. Deflection
Taper Section Vertical/Horizont&l.~ ....................
(inchs) .
*0
0,
0
-7 - - -7 - - - - - - --- - 7 - - - - - - - - - - - - - - - - - -
Linear loads
- - - - -- - - - - --- - - - - --- -
CASE. X1 X2 Pi P2
FEET FEET PLF PLF.
A .0 8 96 96
.0 B. 0 0
C ...0 0 0
0
.0
0 0 0
E ~_o 0 _0 .0,
F 0 0 0 0
- - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 - - - - -- -
Point loads
CASE X P
FEET POUND
A 1.5 158
B 4.5' 2678
C 0 0
0 1 1 0 .~D
E 0 0
F 0 0
------------- ----------------------
LINEAR LOAD
----------
POINT LOAD
COMBI A B C, D, E F A B C D E. F.
co.m. 1, 1` 0 0 0 0 0. 1- 0, 0 0 0
GF
CASA UTILITY
794d SILVERTON..AVE SUITE 206.
SAN DIEGO CA 92126
Job number....,:CALABRESE RESIDENCE
Date,time ...... :08-2871997
Reference ..... :MB29
----------------- -------------
- 12:13:02
Summary,Analysis.***
Value Locat, ft.
-----------------
section Stress
Bending-psi
Locat.
Moment Max..#.ft 6127.624 4-.496 .1 .3-1/8x'7-1/2 2509.875 4.4916
.Moment-Min.#.ft' 0 0 2-5-1/8x6 23.91.268 4.496
Shear Max. # .1682*.464 .0 3' 6-'3/4x6 4.496
.Shear Min. # -1920 8 8-3/4x6 , 1400.6- 4 496
Reaction Lbft'#_. 1684 5 10-3/4x6 -1140*.023 4.496
Reaction Right# 1920
Deflection .(inches) Shear .(Psi)
Sed'. Max. Locat. Min.' 'Locat'. 'Stress .,:Locat.
~.3106168
2- .369923
4..096 .
4.096
-5 '70236E:-3
-6.791067E-3 7.984
122.88
93.65854
8
8'
.3 .2808678 4'.096 -5.156015E-3 ~7.984 .71.11111 8
4 .2i66691' 4.096 -3.977822E-3 .7.984 54.85714 8
5- .1763588 4.096*
--------------------
7.984
-
~44.65116 8
Com.1 Analysis
-------------- - - - - - - - - - - - 7 - - - - - - - ---
'Bending psi
Moment Max.#.ft
Value Locat.-"ft.
6127 ..624 .. 4.496
Section Stress
~.i 3- ' i/8x7,-1/2 2509.875
...Locat.
4.496
Moment Min.#.ft 0 .0 2 5-1/8x6 .-.2391.268 4.496
Shear Max.. # 1682.464 0 3 6-3/4x6 1815.592 4.496.,
Shear Min. # -1920 8 4''.8-3/4x6 "1400..6 -41 .496
Reaction Left # .1684 10-3/4x6 1140-023 4~496
Reaction Right#.* 1920
------------ -Deflection
.Sec., Max.,
(inches) ----------
Locat. Min. Ldcat.-
--- Shear
Stress.
(psi),
Locat.,
1 .3106168 4.096 -5.70236E-3 7.984 122.88 8
.2 .369923 ,-'
3 .2808678
4.096
4.096.
-6.791067E-3
-5.156015E-3.~~7.984
7.984, 93.65854
71. 111*11
8
8
2166691 4.096 -3..977822E-3 *7.984 54.85714 81,
5 i.1763588 4.096 -3.237305E-3 ,~7.984 44.65116 8*
----------- I ----------------------------------------------------- 7 ---------- 7 --
M z- Z-).,
'7 _j_
_9z. ZG
Tl~r 540,5 'n4
ICASKUTILITY 7G
7940. SILVERTON AVE SUITE 206
JSAN.DIEGO CA 92126
Job number.'...:CALABRESE RESIDENCE
:.-Date,time ...... :08-28-1997 12:21:57
,Reference ..... :MB30
-----------------------------------------------------------
'Glue.Laminated Beam
Design Section
MATERIAL PROPERTIES
Allowable Bending Stress for.,Wood (psi) .......... 1250
Allowable Shear Stress for Wood -,.(psi).. 106
V Modulus of Elasticity for Wood
.Allowable Bending Stress for G.L.B.
~(psi) ...... .......
(psi) .............
Allowabel Shear Stressfor G-.L.B. (psi).' 206
Modulus of Elasticity for G.L.B.
..DIMENSIONS:
..... 1700000
L1 Left Cantilever Span (feet) ...... 0
L2 Beam - Span. Afeet)
L3 Right Cantilever.Span., (f eet) .............. 0
Max. Def. Lmax./240 Y/YES NINO... ........ Y
Max. Def. Lmax./360, Y/YES -NINO .............. ......... .
Max. Deflection
Taper'Section Vertical/Horizontal..i,
jinchs) .......... !..
I .......... .........
0
0 0
-------------------------------------------
Linear loads
CASE X1 X2 Pi P2
FEET' FEET PLF PLF
A 0 6 96 96
B . .0 0
C 0, 0 0
0
..0
D 0 .0 0
E 0 .0. '0
F 0 0 0
----------------------------------------------------------
Point loads -
CASE X P
FEET POUND
A 3 288
B 0 0
-C 0 0
D 0 0
0
F 0 01
-------------- - - - - 7 --- - - - - - - - - - - - 7-7
LINEAR LOAD
-------------------
POINT LOAD
COMBI A B C D E F A B C D E F
Com.1 1 0 0 0 0 1 0 0 0 0 0
7G H'
CASA UTILITY
7940 SILVERTON 'AVE SUITE 206 .
-SAN DIEGO'CA 92126
Job number .... :CALABRESE RESIDENCE
Date,time ..... :08-28-1-997'
Reference ...... :MB30
12 -,21:59.-
Summary Analysis ,***.
Value Locat:.
-----------------------------------------------------------
ft. Section'.
Bendi ng psi
.'Stress Locat.
Moment'Max.#.ft 864 3' 1'3-1/8x4-1/2 983
*
o4. 3.
Momen.t Min.#.ft '01 0. 2 5-1/8x3 1348~683~ 3
Shear Max..'~ #
Shear-Min.
430.848
-432
0
.6
3
4
6-3/4x3
8-3/4x3
102.4
5429' .789
3
-3
Reaction'Left 432' 5 1.0-3/4x3 . 6,42.9767 3
Reaction Right#
---------- Deflection
.432
(inches)
Sec*. Max. Locat.. ..Min Locat. Stress Locat..
1 -.1233553 2.976 -2.'32808E-3 -5.988 A6.08.
2 ".253856 2.976. -4.791554E-3 5.-988 '42.14634 6,
2.976 -3.638061E -3 ~5.988 32 6
4. .1486869. -2.80666E-3 5-988 24.68571.
5 .1210243.
-------------------------------
Com.1 Analysis
2.976 -2.284378E-3.
I ------------------------------
5.988 20.019302 6
------------------ -
Bending psi
Moment'Mak.#.ft ..864
Moment-Min.'#.ft
Value Locat. ft.
3
Section
1 3 -1/8x4-1/2
Stress
983.04
to'cat..
3
0 .0 2 5.-1/8x3 1348.683 3
Shear Max.- # 430.848 0 3 6-3/4x3- 1024 3
Shear Min.- # `-432.- - -6 4 8-3/4x3 789.-9429 3
Reaction Left # 432 .5 10-3/4x3 642.9767 1
Reaction ,Right#- .432
-------- ---- Deflection
Sec. Max, 'Locat.
.(inches) ----------
Min,'., Locat,.,
Shear'.(psi)
'Stress
---
Locat,
1 -.1233553 .2.976 -'2.32808E-3- ~5.988 46.08 6
2 .253856 2.976 -4.791554E-3 5.988 42.14634 6
3 .1927424 2.976, -~3.638061E-3 51.988 32 6
.1486869 2.-976, -2.'80666E-3 .,5.988, 24.68571 .6
.1~10243 .-2.976 - -2.284378E-'3 5.988 20.09302 6
- - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
10 'GS_h
12- 5. IZ-SX3)
Min
01-G-3) 29 - -06
-------------------------
In
Beam w 0 b/ft) Span (ft) Deflect (in) M (lb-in) I (in A 4) 'SECTION Reaction (lb) 3.625" HS 18 Jamb 6" HS 18 J - amb #10 Screws
UF1 80 5 0.25 , 3000 0.155 2 6 6 HS:16 200 2'
UF2 80 3.5 0.18 1470 .0.053 2-6HS16 140 .-.2
UF3 80 3.5 0.18 1470 0.053 2-6HS 16 140 2
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DATE....... ....................
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7614 osG 12- 57S5 7 t2- 5 -112- 5 S/HD 0
/53001. 113# 1' 411 /.2e32 14-t 12- a */z 12 t1,7- I 2-,SIHD 0
12 -72-7 94, I-z ~g -12 9 #12- 1 5/PD 10
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6147 0 4-*6 12- - -SIES G'* 12-, '1 -3 IZ' 12- S/'HD
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DATE............................
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(A4 +A 5 -t k) 666-142-94 ~927-9 o's 3-922- 35-9.4
A 5) 4-99 52-11 B333 1 I I 5~44 1 /4 3014
AS 767-1 -131.3 a' -a3 3 1 249 1 0,5 3* 302 -3534
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1 7.5 ~53-9 23 0 (9 1 .171' 1 /6S75: 20 '12 12-
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NAME ................... SHEET.~OF .............
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R I SA~-2D (R). Version 3.0' D
0300-00047
Job
Page
~Date
*RESE RESIDENCE. 'C111 4,
MFI ---------------- --------------- -
Units Option US Standard
AISC Code Checks 9t h Ed-ition ASD
Shear Deformation: No
P-Delta Effects No
Redesign No
Edge.~For c,es, No
A.S.I.F. 1. 1333
------------------------------------------------
Nod-e
I -----------------------------
Boundary, Conditions:
No X-Coord Y-Coord X-dof Y-dof Rotation Temp.
--------- f t f t ) ----- (in,K/in)-- -(in,K/in.---(r,~'-ft/r) ----- (F)
1 0.00 '0. 0o R R R -0 i-00
2 0. .00 10. 00 0. 00
3' 0.00 25.00 0. .00
-
4
6.00 25.00 0. 00
5 6.00 10. 00. 0. 00
6 6. 50 10.00 _~0.06
7 6.50 0.00
----------- 7 ---------------------------
R R ..R .0 ..00
7 -------------------------------------
Material Elasti-c Poisson's Thermal, Weight , Yield.Stress
Label ModUl US Rat i o 1--:cle f f i c i ent' Density (Fy)
--------------- (Ksi) -------------------- (F:) -------- (K/ft3) ------ :- (Ks 1
STEEL. 29000.'00 0.30000 0. 65000 0. 490 _36.000
- ----------------------- ----------------------------------
Section Database Matl.
7 -----------------
Area Moment of As y/y
Label Shape Set Inertia C.oe.f
----------------------- -------------- (in-2*)7 ---------- (in"4) -----------------
WBX21 WBX21 STEEL 6. 16 75.300 .1.20
--------------------------------------------------------------------------- 7--
I. Releases J End Offsets
y z x y z Sec J
Nc . Node Node Sec I tion 'x Sway' I Length
I - 2' WBX21 -I 7 ------------------------------------------------- (in)----(in) ------ (ft)
"10.00'
2 2 - 3j WBX21 15. 00
3 3 - 4 WSX21' 6. 0o
4' 4 - 5 WBX21 15. 00
5 6 - 7 WBX21 10. 00
6 2 - 5 WBX21 6. 00
7, 5 6 WBX21 0. 50
00047
RISA-2D (R) Version 3. 03
Job
Page
Date
CALABRESE -RESIDENCE
MFI
-- - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - -
J 'Unbrac'ed Lengths,. K Fact.ors 'Behding Coefs'
Nod e No -de',' 'No -Lb-in Lb-out L c I n~ Out Cm Cb
77-----:'( f t ft ---------------- -------
5. 00 10. 00 0.00 1. 00. tw 00
2.' 2 3,~ 7.50' 15.,00--.. 0.00- 1 i. 00,
3, 3 -4 3. 00 6.00 ~0.00 1.00
4 4, 50 15. 00 0.00 1 .. 00 1. 00
5- 6 10-00 0. 00 .1.00 1.00
6. 2 '5. 3-00 6-.-00 '0.00 1. 00 1.,00
7 5 6'. 0.25 0. 50 0. 00 1. 00 1. 00
- - - - - - - - - - - - - - - - - - - - - - - - - - --
- --- -------- -------------- -
BUD. Basic Load Case Load Totals
No Descri.ption Nodal Point Dist.
I ---------------- 7 -------- , ---------------------- I --------- I ------
1 SEISMIC/WIND + DEAD+LIVE 2*. 3
Nodal Loads, BLC - /WIND + DEAD-~LIVE , 1.~ SEISMIC ---------------
Node
-------------------- ---------7-----------7------ 7 -7 ------
Number
- - - - - - - - - 7--
Glob. X ;. G1 oba'l Y
----------- K.) ------------- ----------
Moment..
(K-ft
2 2.940 o.000
3.991 0. 000 0. 000
Member Point Loads,BLC 1:.- SEISMIC/WIND ,,+ DEAD+LIVE
----------- : ------------------------------------------------------------------
Memb I i
No* Node - Node -Direction Magnitude'. Locailon
------------------ -------------------------- 0:-', K- f t, F J (ft) ------
6 2 5 y -1.260 0 500
"ads,BLC 1 SEI'SMIC/WIND +'DEAD+LIVE Member Distributed Lo
------------------------------------- ------------------------------------
Memb I Start 'End Start End
Nc, Node .'.Node 'Dir Magnitude.'. Magnitude',-.- Location 'Location
- ---------- 7 -------------- (K/ f t, F) (K./ f t, F) ------ (ft) --------- (ft.)
.3 '3, - 4 y -0.585 -0.585 0.000 6.000
G 2*- 5.. Y -0. 900 -0. 900 0. 0oo 6. 000
5 - 6 y -0.900 -0. goo 0. 000., 0. 500
----------------
Load Combination
------------------------------- --------------------------
Self Wt BLC BLC BLC BLC BLC W, E
No. Description, Dir Fac Fac Fac F aic Fac Fac DYNA S. V
7 --------------------------------
-1 TOTAL LOAD,*
------------------ - ------ ------
-1 1 1
----------
0300. 00047
RISA-2D '(R*) Version 3 033
Job 96
Pacle
-Date
CALABRESE'RESIDENCE
MF 1.
Dynamic Analysis Dat a
Number o.f modes f r~eq Lten c- i es) .3
Basic Load.Case for masses None
BLC mass d . irection of action - X - on 1 y.
Accelerat"ion. of Gravity .32. 20 ft/sec**2
Load Combinatio n i-s 1 TO TAL' LOAD
Nodal Displacement's
- - - - - - - - - - -
7 - - - - - - - - - - - --- - - -
~Node Glob 81 X 131obal Y' Rot at i on..
-------- (in) ---------------- ~--(in) --------- 7 ------- (rad) --------- --
Cit. C -)000, 0 - 0 0 0.0 0 -0.00000.
2 0. '134588 0.00514 -0.00232
3, 1.063B6 00856 -0.00136
4 1.06295 -0.01109 -0.00122
5 0.34525 -0. 00413 -0.00118
6 0.234513 -0,-0 1228 -6. 06 158
7 0.00000, -0.00000 -0.00000
Load ion .i s 1 TOTAL
Reactions
LOAD
----------------------- ------------------------------------------ ------
-Node t-3 I ob a I X Global Y Moment
- ----------------- -- 7 ------- 7---- ~(K) --------------- (K-ft)-**
1 .-3.13574 -7.,65377 19.19424
7 -73.79526 18.27378 21.37372
Totals -6.93100 10.62000 40.56796
Load Combination is I TOTAL'. LOAD
Member.End ---------------------------------- Forces
Nodes 17Ehd
------- 7--7 ---------- --------- =*
No, I i Axial Shear Moment Ax i a I 'Shear Mo I ment
- ----------- ---- 00 ---- (K) ----- F f t. ------- -------- W) (K- ft.) -7
1 1-. 2 -7.65 .3.14 19.19 7.65 -3. 14 16
2 2 - 3 -3.3-3 1.74 12. 08 3. 39 -1.74 -14.02
111
171 .3- 2.25 -3. 39 -14.02 .-2.25 6.90 -16.85
4 4- 5 6. 90 -.2.25 16.85 -6. 90 -2.25 16.93
5 6- 7 18.27 3.80 16~58 -18.27 -3.80 21.37~
6 2- 5 1.54 -4.'26 -24.24 -1.,54 10. 92
7 5- 6 3. SO 717..82 7.55 -3. 80. 18.27 16. 58
RISA-2D.. (R) Ver on 3. 0 3
J c, b 0300.0004T Page
Date
CALABRESE RESIDENCE
MFI
77 ------- 7 ------
~'Load Comb i n at i on isl TOTAL -LOAD.
A ISC Code 17-:h e c k s -------------- --------------- ----------------- -------------
Nodes -~
7 ---------------- 7
Member' Quarter Points
No' j Ma*X i MU*M 0 1/4' .1/2 3/4 L Shear
; ------------------------------------ -----------------------
0.3953. '0. 1052 .2 0.'5905 0.5905 0.1 3728 '0.1551 1776
2 '27 3 0.4147 0.36oe 0.1796~ 0524,- -.-0.2336 0.4147. 0.0584,
3` '3 0 4884 .4, -0.4099 5015 0. 25 -5- - 545 'l 0.2 '3 4 - *..0. 4884 0.2314'.
,4 4- . 5 . .0.6256 0.6= 0.. 3877 0.1543 0 '38 99 0.6256 0.0755
7 0.1 8157 . 0.6.817 0.4167 856 0.5507 0.8157 . 0. 1273
6 .2- 5 0. 6939. 0. 6E372 0.4465, 0.13210 .0 . 2670 0. 6-939 0. 3665
7 0.4891' .0. 2386 0. 3006 0
1
.3631 .0.4259 0.48911 0 - 6 13 0,..-,~
JOB NAME ................. CASA ENGINEERING SHEET.-9.7-OF .............
7W M-VERTM AVE SUM 2W
SM MW CA 9=6 BY .......... ................ ........
.................
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25ZD4 .1260#
4.S15 kip
4578it 43Z-*
7 4 5D LiI2 47
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JOB NAME ................. CASA ENGINEERING SHEET.98.OF ............
7W M-Vfff rW A*- SUM M
S.M DEW, CA 9=6 BY .................... ............
----------
'--DATE ...........................
. ..........
M,F2.- 14) 50
(7) (3)
(2) 4g,10)
. .........
2-: - --- --
.(..005X 15) -9
t, E5
aa)F - ZA.0
Q40
Try
!.7 L',
RISA--~21) (R) Ver s i on 3. 03
0300. 00047 Job
Page
Date
CALABRESE RESIDENCE.-,
..MF2.
Units Opt i on- US.Standard
~Edition A I SC Ccide* Checks .9th ASD
Sh ear:, De f or mat ion: No
P-De 1 t a Effects No
Redesign No
Edge Forces No.
l..333 A. 1~. F.
----------- 7 --------------------------
-Node
----------- --------------
Boundary Condit ions
N6 X-Coor d Y-Coor d X-dof Y-dof Rotat on, Temp.
- - - - - - - - - - f t - - - - - - - - ( ft "--7--(in,K/,in) ---- (i K/ in) --- r K.~- f t/r) ------ 7(F)-
0. 00 0.00 R R R 0. C)o
2, .00 10-00 '0 0..00
-1.75 -16. 60 0.0-0.
4 0.00 25.00 0. 00.
57 1.75 25. 00 r). o C)
G 8.00 25. 00 0. 00
7, 8.00 10. 00 0. 00
e a. C)C), 0. 00 R R R 0. 00
- ----------- --------------------------------------------------
.Hater ial. Ela stic Poisson's'
7---
Th I
ermal Weight Yield.Stress
Label ModUl US Rat i o Coefficient -,Density (Fy)
-- ------- 7 ---- 7--(Ks.i) ----------- --------- --- (F)7 ------- (K/ft3) ------ (Ksi'.)---- 7 i
STEEL 00 0.30000 0. 65000. 6. 490 36.000.
Section Database. Matl.~
---------------------------------------------------------------------------- -
Area Moment of As Y/Y
Label" Shape Set Inert ia Coef
i n, --------- ---------------------------- ----------- (in"'-4-
WIOX26 STEEL, 7.61 144.000 1. 20
------------------------------------- 7 ----------------------------
I I Rel,eases J End Offsets
No Node Node...Section X'y z x y Z. Sec Sway I i Length
------------------------------- -------------- -------- (in) ---- (in) ------ (ft).
7'.
1 2 1 W10X26 10. 00
2. 2 3 WIOX26 1.75
3 3 5 WIOX26 15. 00
4 4 5 WlOX26 1.'75
5 -5 6 W10X2G 1 6.25
6 3 7 W10X2G* 6.25
C~
H L/ k r..,. er s 1 :in
03QO. OC . )047
Job
Page
Date
CALABRESE RES I DENCE
-------------------------
------- - 77--: ------------- ------------------------------
11 Releases
7 ------
-End.'O*f fsett
No Node No d e Sect i *on x y z x Y z Sec' J Leng~h
(in)~7----
--------------------
15.0o
7 -W10X26 10.00.,
.7 WIOX26
-------------------- 7 -------
----------- ------------
Unbraced Lengths K Factors~ Bending Coefs
No-!-Node ",Node'~ Lb-in Lb."out, Lc -C Cb. -In Out - A
---------- 7
('ft - - - - - -- 7 - - - - - - - - -------------------
11 1 2- 5.00 .10-00, 0. 00 1.4 00 00
'2' 2 3 0.88- 1.75 *.0,. 00 1.00 .. 1. 00.
3 ~5 7.50 18. 00~ .0-00 1... 00 1,."00.,
'4: 4 0.88 1.75 0. 00 00 1. 00
5 6' 3.13 6. 25" -0. 00 1
-1. 00 .1. 00.
'6; -3 -7 .3.13 6.~25 0 ~ 0.0
.1.00, 1. 00
.7., 7. 50 00, :'0. 60
8 ~7 8 5.00 10.00 0. 00. 1 ,
00 1.00
1.1 00 1.00
BLO
-------------------------------------------
Basic Load Case
-------------------------
Load Totals
No'.
------------------
Description Nodal -, Point Dist.'
1
No*dal Loads,
--------------------------------------
SEISMIC/WIND + DEAD+LIVE
7 --------- -------------
2'- 4 4
BLC I SEISMIL./WIND + DEAD+LIVE
--------------------------------------------
N
Node
--------------------------------
umber Global X Global Y Moment
--------------------- (K) ---------- - (K) ---------- --------- (K-ft)----
4 4.515 0.000 0.000
2 7. 450 0. 900 0. 000
Member Point Loads,BLC: 1: SEISMIC/WIND + DEAD+LIVE -
ML-mb I i
-----------------------------------------------
-
-
-
-
-
-
-
7 ------------------------
No' Node Node Direction Magnitude Locatioh~
--------------------------------- ------ (K, K ft F ----------------- (ft:) --------
4 '4 5 Y, .-2. 520 0. 000
5 5 y -1.260 3. 500
G 3 7 7 y
0. ~250
6 3 - 7 Y~ -o. 432 .75o 3'
Member 'Distr'IbUted* Loads,BLC 1: SEISMI , C/WIND. +. 'DEAD+LIVE
RISA 2D (R) Version 3. 03
0300 00047 Job
Page
Dat,e'-
CALABRESE . RES I Dit NCE
~MF2 -------------------- ------- ---------- 7 --------------- --------------
-------
-.7 7 - - - - - - - - - - - - - 7.
Memb. I. 'i ll. ~Start ,.,End Start, -End
No - Node- -Nod - D i ide M t d' ocat i on. Loc at i r_;,in e. MaIgh.i t*L agn.l. . u e
------------------ t, F) ----- 0:::/ft, ------ t
4 4, 415 'Y` -0. 675 -0.. EJ5'~ 0.000 1. 750 -
Y.. :0. 000 6'. 25C~
5 5 .6 _0.~675 -0. 675-~.,
2: 2 3 Y -0. 6 12-- -0. 6.12 C~. 000. A. 756",
6.250 -F 0'.,000 3 7 Y ~-O.- 612 0. 12
--------- 77 ------------------------------
'Load,
. Co . mbination Se1f, Wt,':-..BLC: BLC, E. BLC ..BL.0 W
Fac Fac Fac -Fac.' Fac DYNA -S V.-
No. - Descri-ot i on Dir F ac.: ---------------- ------------------------ ------------------
1. TOTAL.LOAD -...
Dynamic Analysis Data
e' 3 Number of mod. s. (freqL~encies..
Basic Load Case f or' masses None
BLC mass direction-of action X only-
-~avity 32.20 Acceleration of 6 ft/sec**,2
~Load Combination is I TOTAL. LOAD
Nodal Displacements r _ ------------------------------ ----------- ----------------- -------------
Node Gl obal. X -- Global Y -Rot at ion
-------------- I ------ (in)--- ------ (in:)-7 --------------- (r ad
1 0. 00000* 0.00000 -0.00000
2 0. 3090 9 0 C )016 5 -0. 0020 1
-0 . .'02827 -0. OOC - C) 3. 0. 308190
4 0.71138 .-0.02128 -0.00034:
5 0. 7 1095- _0*.'02939 -0. 00049
6 7 1022 -0. 0 184 I_ -0. 00033
.7 0. 30741 -0. 0 2103 -0.00138
0. 00000 -0.00000 -0. 00000
Load,-Comb ination 'i.s 1 TOTAL LOAD
-Reactions
- - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
7-7 - - - - - - -
Node Globil X Global Y Moment
----------- - ---------- (K) ------------------ u...) --------- f t
-5.45893 -3.04217 13559
-6.506o7 22. 128117 36.54507
Totals 11. 96500 1 13. 08600 .69.6806F,
'611t
t
RISA-2D (F':) Version-'3.03
0300. 00047
Job
Page
Pat e
CALABRESE RESIDEINC E -
MF2
',~Load F-'.cmb in at ion is 1 TOTAL LOAD,
Member . . . . End,.F-::,r.ces
. . - - - - - - - - - - - - - - - - - 1 ___7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - -
- - - - - - - - - -
Nodes-.-,
J-End
"No. I I . Ax i al- Shear .''Moment - Axial ,...,Shear ..Moment
- - - - - - - - 7- - - - (K-f t.) ----- .(K) I (K.- f t')
1- 2 -3. 04 5.46 .3, 3.14 3. 04" ~5'46 ..21.`45
2.. 1 99 21.45 99
-1.37
.4
--2.38
15.19
18.64'.
3 -2- -5 1.37 -38 2. 17 06
.4 4- 5 .4.51 -2. 52 0.00 3.70 -5.414
5. 2 . 1 13 - .34 13. 20', -2.13- ~:~7.81 ~-18.05
6 3-. 7 * 4:37 -5.48 -32. 25 74.;37 14.31 42.49-
7 .7 7..81 2. I'D 18.05 __81 -7. -2.13 -.97
11 8 22,13, 6.51 29. 52 -22.13 -6. 5 1 36.55
Load Combination is I TOTAL LOAD
A I SC Code Checks'
-7 ---------------------
Nodes
-------------------------
Member Quarter Points
--------7 -------------------
No I j Maximum 0 1/4 1/2 3 4 L- Shear
.7 ---------- ------- ------------------------- ------ 7 ---------
1 1- 2 0. 6188 0. -715 0. 1243~ ".0.1599 0.4071 - 0. 1411
2 2- 3 0.4012 0. 4 0 122 0.3760 0.3487 0. 13193 0. 2878 0. 1064
3, 3- 5 0.3587, 0., 330 1 0. 1684 0. 0353 0. 1970 .0.3587 0. 0615
4 .4-' ~5 0. 127CY 0:0284 , 0,0496 0.0731 ~0.0989 1 1 0. 1270 0. 0957
.5. 5- 6 0.3426 '0.2547 Q. 173-~' 0. 0628 0.1364 0.3 3426 0. 2020
6 3- 7 .0.8018 0. 6164 0.3389 0. 0505 0.4102 0. ec) I E3 0.3701
7 6- 7 O'~4472- 0.4472 .0.3022 0.1571 0. 22e4 0.3734 0. 0552
8 - 7- 8 0. 8661 0.7201, 0.4244 0.2746 0. 5704, 0.8661 0.1682
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DATE.............................
wa s
'4
ICBO Evaluation Service, Inc.
A
5360 WORKMAN MILL ROAD * WHITTIER, CALIFORNIA 90601-2299
subsidiary corporation of the International Conference of Building officials
rd
EVALUATION REPORT C;op~*&c I "s lcao t valuation Service, Inc.
Repon No. 1639
Reissued December 1, 1995
Fillng Category: FASTENERS—Manual Pneumatic or Powder-diriven Steel Studs and Nails (066)
pA=UX,D HEAD POWDER-AMATED FASTENERS AND RAMSET C. Idenfification: The fasteners are Identified with either &'W.* an *R."
N POWER NT FASTENERS an'R* in a circle or an elongated "S"stampid into the fastener head. Addi-
ITW RAMSETIRED HUD tionally, the fasteners, angle clips. conduit clips, washers, eyepins, ceiling
1300 NORTH MICHA& DRIVE brackets and other assembled pans are shipped in containers identified
WOOD DALE. IWNOIS 60191 by the company name and address.
0
1. Stiblut Ramset/Red Head Powder-actuated Fasteners and Ramset
Pow Polm Fasteners.
it. Dewription: A. General: Ramset/Red Head powdsr-actuated fasten-
ers and Ramset power point fasteners am used in concrete or sheet steel.
The steel used in the manufacturing of the fasteners Is AJSI 1062 or 1065
austempeed to a Rockwell "C' hardness of 50 to 54.
The Aed Mead giowder-actualled fasteners have shank diameters of '164
inch, 11/64 inch and 13/64 inch (3.6 mm, 4.4 mm and 52 mm). Drive pins
are available with 1/4-inch-31)(1-Inch- and 3/8-irtch-diameter (6.4 trim, 7.6 mm and 9.5 mm) heads and are used to pierce the material being fastened
for connecUorls directly to concrete or steel. Where a greater bearing area
underthe drive pin head Is required, the pins are driven through steel discs
or prernounted washers. Threaded stud fasteners having 1/4-20 and
4~16 threads art also manufactured and are used with a nut and washer torthe aftchment of wood or steel to concrete and steel. Special eye pins
,
and ceiling bra" assemblies are also avallable.
The Ramset power point fasteners have a shank diameter of 0. 150 inch (3.81 mm) and a head diameter of 0.300 inch (7.62 mm). They are avail-able in shank lengths of 112, 5/a, 3/4 and 7/8 inch (12.7, 15-0. 19.1 and 22 mm).
The fasteners are designed to be installed with powder-actuated tools
in accordance with the manufacturer's recommerttlations. ' - -
Theallowable shearaniftension values for low-velocity fasftners driven
into concrete and steel are set forth in Tables 1 and 2, respectively. The allowable shear and tension values for fasteners driven into lightweight
Concrete are set forth in Table 3. The allowable shear and tension values
for low-velocity fasteners attaching wood to steel are set forth In Table 4.
The allowable shear and tension values for power point fasteners driven
into steel are set forth in Tables 5 and 6.
B. Special Inspection: Ramset power point fasteners installed in
accordance with Table 6 with partial penetration require special inspection
Ll in accordance with Section 1701 of the ode. The special inspector
records the product description, including product name, fastener diame-
ter and length, plate steel thickness. fastener penetration and verification
of installation with the manufacturer's installation instructions and Table
6 of this report.
Ill. Evidence Submitted: Shear and tension tests for fasteners driven
into concrete and or steel are submitted.
Findings
IV. Fladinlic That the Ramset/Red Head Powd"cluated Fasteners
are alternate methods of construction to that Specified inthe IM Uni-forin Building Codelm, subject to the followl% Conditions:
I . The allowable tension and shoat values shall not exceed those
set faith In Tables I through 6. No increase Is permitted in the tabulated values for duralloul loading.
2. The pin sizes, minimum embodmoift, minimum spacing, edge
and end dislaricas shall conform to the requirement& Sal faith In
Tables I through 6.
3. Where wood members are attached by the fasteners the capacity
of the connection must be Investigated In accardaRto with ac-
cepted design criteria based on the shank diameter embedded
in the wood member. Washers must be provided so that wood-bearing stresses will not exceed code values whirs too-
nactions are subjected to tension tomes.
4. The pins are hot used to attach plates to the perimeter of can-
craft slabs whom:
A cold joint is made between the slab and foundation below the plate.
Tbe plate is installed no slabs supported by foundation wails
formed of concrete block.
5. Minimum concrete thickness is three times the fastener pan#-
tration into the concrete.
5. Fasteners are not driven into concrete until the concrete has
reached the designated ultimate compressive sitano.
7. Special inspection in accordance with Section 1701 of the code and Section 118 of this report is provided lot The power point fasteners.
This report is subject to to-examination In two years.
grek"" MOM Of ICRO Evsh9444 SfrW64 1nt-,&Vi88&Wd$WaYA*Pr0V8d* infOMWIon to Cu"A Hzembers of ICRO, awon'tZhe two gpan whkb &%e mpoir itbmd Emhwdon repomem nartobe constmedas pepr&WbM1a91Uh&*8 014MY O&OP9WORM not spocifically addrWednaras &x#a&a*mwn9 opmeommA. dd&fi top a" of the mb*d mpait
Miepm wba*Mupo*sadqen&nstemarodwsethnkaida0submt*dbydu apphe" YU100 EvoWation SetWce. Inc., techaka1z"ff halmmweddw
Thereano warmogsyJoylCBOgmhtation$eroktkw, "pent arhAP&A asto &my "FXNAWS"Or aawmaepin tUrfpWorinto &Vpr*d&we&v*Wbyshtrep*fL rhiedkelaimerinehodes. bwitAwAinkedo, fiarrehavabiwY.
Page I Of 3
T '~J bbbQ1:'C7MPQ T 0H-4wn';I,'4/i 74C.IIH'.4 MIT IJHTP!TT )~'- ~_-J*)MIA
~M'qe 3 of -3 Repcwt, Na..1,M9.
TABLE S—ALLOWABLE WORYCING VALUES FOR RAMSETPOWER POINT. FASTENERS INSTALLED IN ASTM.A36 STEEL (Through Pahatratl0n)l
IMEL T)OCANEGA 00")
79"Im
sh w- (Lo Tension show (Lb.)
TUMOR
(L-b-) Tenmen shaw(m), IL44 wwww
MMAKK MILO% 915TAMM
,
(t&)
SPAMG
(IM)
SP49M .150 --'r/2 1 170 645 220 6M 295 710 1 111% -66A
17be fmatenets &hAIJ have safroCient length So that the aWm pointed porfian of the shank piames the steel,
TABLE 6~—ALLOWABLIE WORrJNG VALUES FOR RAMSET POWER POINT FASTENERS INUALLED IN ASTM A 36 STEEL (Parfial Penatmtian)!
CATALOG SKAM DIARL lot MOMEN (N _ OWl"All"Ce! (110 IPACM(Im) ~-Twmwoft(%&) ShWiLb.) 1 Tafteo (UL) GMW (Lb.) TenWon sp-sefies, .150 1 2B (a) -- —7 215 (b 67T(a) 755 (a) 2% (c), (AO (d) 17V fUMW SW IIAVC 80"kitnt kn& to PgftftW the ittlel to 0A fOlIOWiftS depths: & Fmm- point diroples the back side of the ste*l.
b. Fammar penetmdon is 7116, min.
e., paneaw penewagion is 9/16" ruiL
d, Famcmr panelzution is 1/2, Mia
CONVERSION TA6t.E ENaUSH UMT6
CONVIE TO ULrTRjdjM—rTg Inches -7 f
25.4 mm Poulmls OA33:~64~ 5 - U kS PLI 6.894757 kPs
MiI WfdE2:Tl 2-6, 6T*AfdW 3.)M3WWO'.) (1H3H(J3H/13SWdd
'0890 2 of 3 Report No. 1639
TABLE I—ALLOWABLE WORKING VALUES FOR RAMSETIRED HEAD LOW-VELOCITY FASTENERS 1114TALLED IN STONE-AGOIREGATE CONCRETE (Pounds)1,2
I —
i CONCAFTR COMPRESSIVS STRMTh
I 2006 pal — 2000 Pw 400 pU CAULOG#AW&A SHANKVIAIII.ft) KNETRATIONPA.) EDGIEDISY.Oft.) VACING (W) To r Tof"a wow Toulon 1500.16W & .140 J/4 3 so 95 1 so 9i 80 9S 1900 gem 1 3 3 110 165 175 185 235 205 11/4 1 3 3 130 wo )go ZIS 230 240 330OX writs 170 Il/4 1, 4 165 225 185 255 210 250 1 /2 1 3 4 ~20 330 225 31S 225 300
3 5 so 125 90 145 10 170 11, 1 1/1,66 11 3 5 115 265 150 250 190 'A 230 9 100 series :205 114 3 5 165 315 230 330 300 375 310 420
M 350 111/2 3 5 )20 460 1 3 5 3115 470 370 440 350 415 1202CM3 .140 it 3 1 40 -75 — Ito 1202CF—IB3 .140 1 - 3/16 3 1 3 75 go — Ito 2202C' .140 L 13/1,8 3 3 75 90 110 IThe fasrsnets "( nor he driven until the concrete has reached the designated ultimate compressive strength, 2The allowable tension and %hear values me for the lastentr only. Wood or steel mtmbem Connected must he investigated wp=tely in AcCordance with accepted design criteria.
31'he fastefiers; consists of & No. 14 &age meet angle chp " a drive pin having a rnp-hm w4sher,
47bt Entew consist-; of a No. 14 gage steel angle clip &M a drive pin.
TABLE 2—ALLOWAGLE WORKING VALUES FOR RAMSET/AED MEAD LOW-VELOCITY FASTFNEA$ IN STEEL (Poundep
CATALOG NUMSIEA SHANK CIAM, (NQ YVIOZOPSKANKI(In.) 901111011110n.) 3 PACV4 (W.)
STIEEL TNCXkFg% (W4h@sl $144
114 Toulon Show Tension I TOFAM shm 15M 16M
I WO suits
.140 SMWK 112 .1 130 665 270 700 310 W
3300 series .170 S 5'/_8 Ois 920 too 895 330 ~w 19140K -205 K ___T14 1-1/1, L — — .190 1 i.%s 550 —1950-1 I K = laturledl shank. S a unooth shank.
!The tallwarn than have itufficient length to am the enda pointed portion of the shank pimes the steel plate. 4he allowable tension, and shear values an for the fastener only. WOW or steel mcirnbers connected must be invesli
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a
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a
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a
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i
a
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c
t
w
i
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a
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p
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d
desir cTieria.
TABLE I—ALLOWABLE WORKING VALUES FOR RAMSETIRED HEAD FASTENERS INSTALL90 IN LIGHTWEIGHT CONCRETE (lectunds)1-2
CATAL06 NWASEA FASTENER TVPE SHAM DIAAL (10.) WL RAI=. (4L)
CtmCM11 COM"esolve SMENGTH (Pw)
TVP9 Of LOAD 2M 3000 400 1500 SeneO Drive pin .140 Ills Tension 120 165 215 I SW sa-ke Drive pin .140 ISO ISO 1202CFIO Angle clip .140 1,116 Tcn&ion-' 35 75 Ito '?be allowable tension and shew valuer. am for the Ustencr only. Wood or ittel M9Mbtt% COnneLled allust be investigated i
n
a
c
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t
t
l
a
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t
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d
d
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i
p
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r
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a
.
I'M tweners "I not be installed until the coccate has reached the designated compressive itrength.
3'The listed valwit am for fulenets driven through minknurn No. 20 I;age diryw3flehannet. sTbe 1500 series I'Astenen an manufactured in a variety of lengft to accommodate various thicknesms of nwerial being futened to the concrete,
57%t fasteners must be initalted through the underside of the steel deck pan (at the The steel deck must be a minimum No. 20 SW with bottom of nutes having a 5-inch (127 mm) rninimum widilt and with a minimum 1'12 inches (99.9 mm) of cowrM slab,
5 inches minimum
TABLE 4—ALLOWABLE DESIGN VALUES FOR RAMSETIRED HEAD LOW-VELOCITY FASTENERS A7TACMING WOOD TO STEEL (Pounds)IJ
CATALOG NUM11111111 SHAW 01AMETIER (WIMMI 110000144"
MEL THICKNI" ([norms) '97 Is f14
Toosin. so.. Tension a. .140 1/2-inch smeturw
plywoot: 200 110 250
I M0 Uri" .140 2 x 4 (Nomi;w-
A, Douglas Fir Larch
95
I is
Imiltimum specing for t.ft fasteners must be equal to ow thiduma of the Wood member being atLwj*o. b.11 11011 ICU OM 11/2 inctles (39.1 mm).
-IU anlim pointed POAiOft Of the fastener must penctirals the steel lu obtain the tabulated values.
9
Z*d PrI79ES2008T 3083WWOO QU3HG3d/i3SWdd 11iI Wd,--'2:TT 2.6, 6T'AldW
ALLOWABLE UNIFOR.M LOADS (PLF)
3-1/2" LBN-H (STEEL) BEAM / HEADER
MEMBER BEAM ALLOW. ALLOW. INIOMENT HEADER SPAN
WEIGHT MOMENT SIMAR INERTIA 4'-0" 6'.0" 81-0.1 10.-01. 12.41. 14'-0" 16'-0"
NIS Va I, DEFLECTION DEFLECTION DEFLECTION DEFLECTION DEFLECTION DEFLECTION DEFLECTION
0b,M) *(ft-lba) Obs) on4) L1240 7LJ360 L440 W60 L1240 L1360 L1240 L'3~0 L1240 L1360 Ln40 L1360 L1240 L1360
3.50 x & x 33 146 1881.38 3828 5.20 941 941 418 418 235 235 151 151 105 105 77 77 59 55
3.50 x 10 x 33 193 2723.90 2026 8.81 1000 1000 605 605 340 340 218 218 151 151 111 111 85 85
3.50 x 13 x 33 3.64 3906.07 1140 19.03 570 570 380 380 285 285 228 229 190 190 159 159 122 122
3.50 x 14.5 x 33 3.99 4451.55 929 25.59 464 464 '310 310 232 232 186 186 155 155 133 133 116 116
3.50 x 17.5 x 33 4.70 5 5 5 9.87 -*673 42.79 337 337 224 224 1 168 168 135 135 112 112 96 96 84 84
3.50 x 8 x 43 3.18 2624.93 7028 6.66 1312 1312 583 583 328 328 210 210 146 146 107 106 82 71
3.50 x 10 x 43 3.80 3784.67 4486 12.08 1500 1500 841 941 473 473 303 303 210 210 154 154 118 118
3.50 x 13 x 43 4.72 5899.80 2523 24.51 1262 1262 841 841 63 1 631 472 472 328 328 241 241 184 184
3.50 x 14.5 x 43 1.5.18 6780.00 2054 32.98 1027 1027 685 685 514 514 411 411 342 342 277 277 212 212
3.50 x 17.5 x 43 6.10 9416.67 '1489 55.23 745 J~5 496 496 372 372 298 299 248 248 213 213 186 186
3.50 x 8 x54 13.97 4970.75 13609 8.27 2000 2000 1105 1105 621 621 398 361 276 209 199 132 132 88
3.50 x 10 x 54 4.74 7174.72 8866 15.02 2000 2000 1594 1594 897 897 574 574 399 380 293 239 224 160
3.50 x 13 x 54 5.90 11192.85 4996 30.52 2000 2000 1662 1662 1246 1246 895 895 622 622 457 457 350 326
3.50 x 14.5 x 54 '6.48 12979.77 4060 41.10 2000 2000 1353 1353 1015 1015 812 812 677 677 530 530 406 406
3.50 x 17.5 x 54 .7.63 16105.08 -2942 '68.99 1471 1471 981 981 736 736 588 589 490 490 420 420 368 369
3.50 i 9 x 68 W5.67 20313 10.27 2000 2000 1881 1891 1058 977 673 449 390 260 245 164 164 ItO
3.50 x 10 x 68 .5.95 t2324.53 i7723 19.69 2000 2000 2000 2000' 1541 1541 986 817 685 473 447 298 299 199
3.50 x 13 x 68 7.40 19303.50 ! 9964 38.06 2000 2000 2000 2000 2000 2000 1544 1544 1072 %3 788 606 603 406
3.50 x .14.5 x 68 -8.13 23325.67 8112 51.30 2000 2000 2000 2000 2000 2000 1622 1622 1296 1296 952 817 729 547
3.50 x 17.5 x 68 1 9.58 23263.17 . 5880 86.09 2000 2000 1960 1960 1470 1470 1176 1176 980 980 840 940 727 727
150 x 8 x 97. 7.01 12563.38 28751 14.22 2000 2000 2000 2000 1570 1214 932 622 540 360 340 227 228 152
3.50 x 10 x 97 8.39 18370.00 35944. 25.99 2000 2000 2000 2000 2000 2000 1470 1136 986 657 621 414 416 277
3.50 x 13 x 97 10.47 28906.67 28892 53.16 2000 2000 2000 2000 2000 2000 2000 2000 1606 1345 1180 847 851 567
3.50 x 14.5 x 97 11.50 34979.50 23522 71.77 2000 2000 2000 2000 2000 2000 2000 2000 1943 1815 1428 1143 1093 766
3.50 x 17.5 x 97 13.58 48762.17 17049 120.75 2000 2000 2000 , 2000 2000 2000 2000 2000 2000 2000 1990 1923 1524 1288
3.50 x 8 x 117 8.47 15371.42 34855 16.96 2000 2000 2000 2000 1921 1448 1112 741 643 429 405 270 271 1&1
3.50 x 10 x 117 iom n549.33 44776 31.10 2000 -2000 2000 2000 2000 2000 1804 1359 1180 787 743 495 498 332
3.50 x 13 x 117 12.68 35593-33 46116 63.82 2000 2000 2000 2000 2000 2000 2000 2000 1977 1614 1453 Ibl7 1021 681
3.50 x 14.5 x 117
.3.50 x 17.5 x 1171
13.95 43134.00 42612 86.27 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 1761 1374 1348 920
'16.49 60246.50 `30892 . 145.42 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 1883 - 1552
Notes:
Typic~! header'is c'on'stru'cted k'th~c typical details and is to be '. loaded uniformly over a simply supported span condition. Loads are assumed to act
concentrically over the center of the beam member. The compression flange is assumed to be braced to prevent buckling in accordance with the 1994 U.B.C.
Section 2230 D. For other conditions the allowable loads shall be reduced in accordance'with the U.B.C.
The beam weight is the weight of the LBN-H Header sections only aid does not include additional weight from other appurtenant it-= (Le. top and bottom
track.) "7' ~ -:-r - . '~~ *: - . . ; ". . . I . 1 1 .
The Allowable Moment'indicated in the load table is twice that shown for the single section as in the Section Property Table as determined in accordance with
U.B.C. Section 2330 C3.1
The Allowable Shear is twice the shear which is allowed for a single sectio~ per U.B.C. Section 2330 C3.2.
'Me Moment of Inertia is twice the gross moment of inertia for a single section and is used to determine the approidmate uniform load which will limit the
deflection to L/240 or L)360 as shown in the table.
The Allowable Uniform Load (lbs~ft) is the ma3dmum load which is determined by static analysis and is governed by the allowable shear, allowable moment, and
defle,ition.
For span ;.n~iions which exceed 16*-0", such conditions shall be evaluated and designed by a licensed professional engineer.
Point loads shall not exceed the maximum allowable point load, Pa, as indicated in the Web Cripipline Tables as determined in accordance with U.B.C. Section
2330 C3.4.
Member shall not have web of flange penetrations without approval from a licensed professional engineer.
The typical header reaction load shall be transferred to the supports with a clip web stiffener per the typical details. ne typical sections are assumed to transfer
100% of the reaction load through the clip to the supporting member. The headers shall not transfer reaction loads to the supporting framin through bearing at
the bottom flange of the typical header.
All supports and the coinoction' the supports at t6 reictions are assumed to be adequate and shall be evaluated and designed by a licensed professional
engineer.
Allowable Loads may not be increased for duration of load unless noted otherwise.
Refer to the Structural Properties Table for material and section requirements.
Z
. L-, STRUCTURAL PROPERTIES
3-1/2't LBN-H (STEEL) SECTI N (19 9394)
MEMBER MEMBER GROSS SEC71ON PROPERTIES EF~FECnVE S ON ALLOW. ALLOW. TORSIONAL SECTION PROPERTIES WEIGHT PROPERTI ES MOMENT SHEAR
Nb Area IX Ix ly ry Ix Sx Ac XG, j Cw RID
Obalft) (62) (in) (in) Gn~ (in) (i-~ (it?) . (in) (in-kip.) Kips (in) 6-~ (4 (in) 3.50x Rx33 1.2299 '0.3617 2.6004 16812 0.1319 0.6036 2.3892 0.5701 0.2409 11.2883 1.9141 1.1928 0.000145 0.3359 2.9920 0.8437 3.50 x 10 x 33 1.4652 0.4309 4.4034 3.3037 0.1509 0.5919 4.3128 0.9254 0.2438 16.3434 1.0130 1.1133 0.000172 0.8017 3.5361 0.9009 3.50 x 13 x 33 1.8181 0.5347 9.5172 4.2188 0.1704 0.5645 8.3464 1.1837 0.2456 23.4364 0.5702 1.0009 0.000213 2.1141 4.3725 0.9476 3.50 x 14.5 x 33 1.9945 0.5966 12.7973 4.6706 0.1775 0.5501 10.8730 1.3490 0.2461 26.7093 0.4643 0.9486 0.000234 3.0971 4.7976 0.9609 3.50 x 17.5 x 33 2.3475 0.6904 21.3956, 5.5668 0.1896 0.5226 17.0803 1 1.6845 0.2469.1 33.3532 0.3365 1 0.8556, 0.000276 5.7271 5.6563 0.9771 3.50 x 8 x 43 1.5914 0.4680 3.3315 2.6692 0.1669 0.5970 3.2350 0.7954 0.3649 15.7496 3.5140 1.1665 0.000317 0.4183 2.9726 0.8460 3.50 x 10 x 43 1.8977 0.5592 6.0405 3.2897 0.1910 0.5950 5.8375 1.1469 0.3713 22.7080 Z2430 1.0973 0.000378 1.0051 3.5169 0.9027 3.50 x 13 x 43 2.3577 0.6935 IZ2534 4.2036 0.2156 0.5575 11.8211 1.7975 0.3754 35.3928 1.2615 0.9856 0.000470 Z6623 4.3534 0.9497 3.50 x 14.5 x 43 Z5978 0.7611 16.4920 4.6549 0.2246 0.5432 15.4972 Z0545 0.3765 40.6800 1.0272 0.9338 0.000516 3.8918 4.7787 0.9618 3.s6 x 17.5 x 43 3.0479 0.8964 27.6140 5.5503 0:2385 0.5159 24.3931 15506 0.3780 50.5000 0.7445 0.8417 0.000608 7.2297 5.6374 0.9777
3.50 x 8 x 54 -1.9874 0.5845 4.1352 2.6598 0.2050 0.5923 4.0331 0.9942 0.4612 29.9245 6.8044 1.1551 0.000624 0.5051 2.9597 0.8477 3.50 x 10 x 5~ Z3722 0.6977 7.5096 3.2807 0.2348 0.5902 7.2877 1.4349 0.4696 43.0483 4.4332 1.0864 0.000745 1.2221 3.5043 0.9039 3.50 x 13 x 54 19496 0.8675 15.2595 4.1939 0.2650 0.5527 14.7766 2.2396 0.4749 67.1571 Z4928 0.9754 0.000926 3.2528 4.3411 0.9495 3.50 x 14.5 x 54 3.2392 0.9524 20.5491 4.6450 0.2760 0.5383 19.4689 2.5960 0.4764 77.8786 Z0299 0.9239 0.001017 4.7610 4.7665 0.9624 3.50 x 17.5 x 54 3.8155 1.1222 34.44021 5.5398 0.2931 0.5111 30.6414 3.2210 0.4193 96.6305 1.4711 0.8325 .0.001199 8.9560 1 5.6253 0.9781 3.50x 8x68 -2.4894 0.7319 5 ' 1359 2.6490 0.2515 0.5962 5.1358 1.2839 06526 50.7940 10.1565 .1.1406 0.001240 0.6053 2-9431 0.8498 3.50 x 10 x 69 2.9732 0.8745 9.3460 3.2692 0.2881 0.5740 9.3460 1.8692 0*6696
0 .6803
.73.9472 9.8614 1.0725 0.001462 1.4792 3.4892 0.9055 3.SO x 13 x 68 3.7005 1.0894 19.0298 4.1914 0.3251 0.5465 19.0298 2.9276 115.8210 4.9920 0.9624 0.001844 3.9588 4.3254 0.9505 3.50 x 14.5 x 68 4, 0641 1.1953 25.6482 4.6322 0.3386 0.5322 25.6492 3.5376 0.6932 1 139.9540 4.0560 0.9113 0.002026 5.9035 4.7509 0.9632 3.50 x 17.5 x 68 4.7914 IAM 43.0394 5.5264 0.3595 0.5051 41.7472 4.6526 0.6971 1 139.5790 2.9400 0.9207 0.002399 10.8155 5.6099 0.9786
3.50 x 8 x 97 3.5048 1.0308 7.1112 2.6265 0.3394 0.5738 7.1112 1.7779 1.0074 75.3903 14.3754 1.1109 0.003554 0.7771 2.9099 0.8542 3.50 x 10 x 97 4.1964 1.2342 tZ9972 3.2451 0.3899 0.5614 12.9972 2.5994 1.0572 110.2200 17.9720 1.0439 0.00.4255 1.9360 3.4548 0.9087 3.50 x 13 x 97 5.2337 1.5393 26.5819 4.1555 0.4388 0.5339 26.5818 4.0995 1.0882 173.4400 14.4460 0.9356 0.005307 5.2537 4.2929 0.9525 150 x 14.5 x 0 5.7524 1.6919 35.8859 4.6055 0.4570 0.5197 35.8959 4.9497 1.0968 209.rnO 11.7610 0.9855 0.005933 7.7275 4.7186 0.9648 3.50 x 17.5 x 97 6.7897 1.9970 60.3758. 5.4995 0.4851 0.4929 60.3759, 6.9000 1.1081 292.5730 9.5240 0.7%6 10.006985 14.4571 5.5777 1 0.9796
3.50 x 8 x 117 -4.2335 1.2451 9.4809 2.6098 0.3973 0.5649 8.4809 Z 1202 1.2451 92.2285 17.4277 1.0892 0.006391 0.9757 Z8839 0.8574 3.50 x 10 x 117 5.0767 1.4931 15.5515 3.2273 0.4554 0.5522 15.5515 3.1103 1.3535 135.2960 22.3980 1.0231 0.007653 Z2150 3.4303 0.9110 3.50 x 13 x 117 6.3415 1.9651 31.9117 4.1364 0.5136 0.5248 31.9117 4.9094 1.4100 213.5600 23.0580
10.7791
0.9161 0.009559 6.0710 4.2690 0.9539 3.50 i 14.5 x 117
3.50 x 17. 5 x 1171.
6.9739 2.0511 43.1345 4.5859 0.5349 0.5107 43.1345 5.9495 1.4256 259.8040 21.3060 0.9667 0.010513 8.9517 4.6948 0.9659
9.2387 Z4231 72.7120 5.4779 0.5678 0.4841 72.7120 8.3099 1.4460 361.4790 15.4410 0.012419 16.7957 5.5542 0.9803
Notes:
L Typical Struchind Properties have been determined in acoorda= with the 1994 U.B.C. Chapter 22 Division V. Properties above are for the individual section whi
.
cb
comprises one half of the typical LBN-H Header.
The Effective Section Properties and Allowable Mometit have beezi determined by using an increase in stesses for Cold Working per U.B.C. Section 2230 A5.2.2.
AsSulnes that member top flange is continuously braced. For other conditions, allowable Stresses shall be reduced per U.B.C. Section 2230 D.
Assumes that members are rolled to shape and fabricated under ideal plard conditions. Assumes that the manufacturer and fabricator has an adequate quality assurance
program and that the material which are used conforms to the requiremeats below.
MATERIAL PROPERTZS
MINIMUM ' ABSOLUTE BEND . YIELD ULTIMATE
DESIGNA11ON GAUGE DESIGN M[NRAUM RADIUS STRENGTH S"rRENGTH ASIM STEEL SPECIFICATIONS
THICENESS THICXNESS - R - -F7 F.
~33 .20 0.0346' 0.03290 0.0625* 33 ksi 45kn A653 Grade A. A527, or A570 Grade 33
.43. .18 '!j6.042r 0.0937' 33 ksi 45 kii A653 Grade A. A527, or A570 Grade 33 54 16 0.'0566":-: 70.0538- O.Mr 50ksi 65 ksi A653 Grade D or A570 Grade 50
69 14 0.0713* 0.06Tr 0.0937* so k3i 65 ksi A653 Grada D or A570 Grade 50
12 0.1017*~i 0.0966" 0.0937; 50 ksi 65 ksi A653 Chade D or A570 Grade 50
117 10 0. 124ir 0. 11 8(r O.Mr 50 ksi 65 imi A653 Grade D or A570 Grade 50
TYPICAL 3-1/299 LBN-H (STEEL) BEAM HEADER
9-1 0 3-11r Top rRA( SE L^ 1. T"ir --T
WE HEAD CREWS THRU C INTO HEADER FLANGES AS REQUIRED.
(4)-CLINCH FASTENERS PRE-PUNCMEV- 0 17"/Czm & I-Ilr DEPTHS CLIP ANGLE (3)- FASTINER: 0 Ir III Irr DEPTHS (2)-CLMCH FASTENER
0 8* DEPTH WIDTH PREFAMCA rm
-F LOW-" HEADER
F..
11
3.50 x 14.50 x 43 WITCH TRACX
DEP'T" -'/p OPENING
GAUGE
'STUD FULL HT
0
.0
-STRUCTURAL PROPERTIES
5-1/2" LBN-If (~TEEQ SECTI N (11 ~324)
N10VMER NfEMBER GROSS SECTION PROF EFFECTIVE SECTION ALLOW. ALLOW. TORSIONAL SECTION PROPERTIES
WEIGHT PROPERTIES MOMENT SHEAR
Area
~in 2)
Ix
(in)
_IX
(i.)
ly
(in~)
ry
(in)
h
'(in)
Sx
in
AA XG,
(in)
I
4
Cw
(in)
Ro
(i.) (lbs/ft)
NU
("p-) Kips
5.50x 8x33 1.4652 0.4309 3.6991 2.9295 0.3772 0.9356 3.4475 0.8242 0.3052 16.3184 1.9141 1.9283 0.000172 1.9413 3.6299 0.7178
5.50 x 10 x 33 1.7005 0.500t 6.4215 3.5833 0.4266 0.9235 5.9697 1.1437 0.3091 22.6454 1.0130 1.8150 0.000200 3.7427 4.1215 0.8061
5.50 x 13 x 33 2.0534 0.6039 12.4254 4.5359 0.4794 0.8910 11.1706 1.5961 0.3099 31.6019 0.5702 1.6449 0.000241 8.1882 4.9065 0.8876
5.50 x 14.5 x 33 2.2298 0.6558 16.4173 5.0033 0.4996 0.8728 14.4046 1.8064 0.3104 35.7673 0.4643 1.5669 0.000262 11.2976 5.3150 0.9131
5.50 x 17.5 x 33 15827 0.7596 26.6729. 5.9256 0.5316 0.8365 22.2790 2.2312 0.3110.1 44.1779 0.3365 1.4274. 0.000303 19.455516.1523 0.9462.
5.50 x 8 x 43 1.8977. 0.5592 4.7586 2.9199 0.4807 0.9280 4.6627 1.1496 0.4551 22.7626 3.5140 1.9080 0.000378 2.4525 3.6093 0.7205
5.50 x 10 x 43 .2.20" 0.6494 8.2753 3.5726 0.5435 0.9156 8.0732 1.5901 0.4615 31.4846 2.2430 1.7952 0.000440 4.7399 4.1019 0.8085
5.50 x 13 x 43 166" 0.7937 16.0380 4.5239 0.6107 0.8928 15.6071 13648 0.4656 46.9226 1.2615 1.6260 0.000531 10.3933 4.8876 0.8893
5.50 x 14.5 x 43 24944 0.8513 21.2038 4*9907 0.6363 0.8646 20.2499 2-7011 0.4667 53.4817 1.0272 1.5485 0.000577 14.3499 5.2965 0.9145
5.50 x 173 x 43 3.3545 0.9866 34.4945 " 5.9121 0.6770 0.9294 31.3933 3.3230 0.4682. 65.7956 0.7445 1.4100 0.000669 24.7334 6.1341 0.9472
5.,50x 8x54" 2-3722 0.6977 5.9210 19131 0.5939 0.9226 5.7900 1.4263 0.5691 42.7894 6.80" 1.9943 0.000745 3.0039 3.5953 0.7224
5.50 x 10 x 54 2.7571 0.9109 10.3079 3.5653 0.6716 0.9101 10.0369 1.9753 0.5776 59.2590 4.4332 1.7920 0.000866
5*
9201 40894 0.9100
5.50 x 13 x 54 3.3344 0.9807 19.9997 4.5159 0.7W O.rM 19.4285 2.9417 0.5V9 88.2524 2.4928 1.6136 0.001047 4~9750 0.8904
5.50 x 14.5 x 1.0656 26.4529 4.9824 0.7862 0.9589 25.2737 3.3769 0.5844 101.3080 2.0300 1.5364 0.001138
12.79031
17.6 5.2942 0.9155
5.50 x 17.5 x 1.2354 43.0512, 5.9032 0.8363 , O.rng 39.1827, 4.1542 0.5863 124.6250 1.4710 1.3986, 0.001319 30.4 6.1221 0.9478
5.50x 8x6 19732 0.9745 7.3771 19045 0.7332 0.9157 7.3771 1.9"2 0.7952 61.7895 10.1565 1.9769 0.001482 3.6673 3.5773 0.7247
5.50 x 10 x 68 3.4581 1.0171 119605 3.5559 0.8M 0.9030 118603 15721 0.9122 96.1737 8.9614 1.7651 0.001724 7.1295 4.0713 0.9120
5.50 x 13 x 68 4.1953 1.2310 24.9889 4.5055 0.9317 0.9700 24.9899 3.9444 0.8229 128.8020 4.9820 1.5976 0.002086 15.7107 4.8589 0.8919
5.50 x 14.5 x 68 4.5490 1.3379 33.0702 4.91717 0.9107 0.8518 33.0702 4.5614 0.9259 152.rnO 4.0560 1.5209 0.002267 21.7256 5.2694 0.9167
5.50 x 17.5 x 69 5J762 1.5519 53.8697 5.9919 1.0325 0.8157 516462 5.9896 0.929r7 176.6570 2.9400 1.3W 0.002630 37.5232 6.1069 0.9496
5.5.q x. 8 x 97 - ,4.1964 1.2342 10.2837 2.8865 1.0029 0.9014 10.2837 15709 1.2108 89.7043 14.3754 1.9407 0.004255 4.8979 3.5402 0.7297
5'.'50'i 10 x 97- 4.8979 1.4376 17.9796 3.5365 1.1345 0.8833 t7.9796 3.5959 1.2606 124.0710 17.9720 1.7302 0.004956 9.5859 4.0360 0.9162
5.50 x 13 z 97 5.9253 1.7427 35.0419 4.4941 1.2745 0.9552 35.0419 5.3910 1.2916 186.0090 14.4460 1.5647 0.006008 21.2546 .4.8257 0.8949
5.50 x 14.5 x 97 .6.4439 1.9953 46.4290 4.9494 1.3276 0.9370 46.4290 6.4039 1.3002 220.9540 11.7610 1.4989 0.006534 29.4467i 5.2358 0.9191
5.50 x 17.5 x 97 7.4913 12004 75.7695. 5.8691 1.4119 0.9010 75.7695. 9.6592 1.3115 298.7730 9.5240 1.3539 0.007596 50.9918" 6.0753 0.9503
5.50 x 8 x 117 5.0767,. 1.4931 12.3
21 .521
1.1952 0.9909
12-32731 93'
107.4600 17.4280 1.9142 0.007653 5.6955 3.5130 0.7333
5.50 x 10 x 117 5.9199 1.7411 1.
2. M' 3 . 5221 13411 O.rM 21.5M 3:300 ": 4 l .15 1:4 .10.6. 0 1.7046 0.008924 11.1951 4.0102 0.i193
5.50 x 13 x 117 7.1947 2.1131 42.19121-4.4694 1.5065 0.94"
4'
1.6590 226.3350 23.0580 1.5405 0.010931 24.9133 4.8013 0.8971
5.50 x 14.5 x 117 7.9171 12991
2.6711 ,
55.9486 4.9330 1.5692 0.8262
1
4119121.6
55.9486
191.4320
7:71790 1.6736 269.0970 21.3060 1.4655 0.0 11-784134.56341 5.2120 0.9209
5.50 x 17.5 x 117 9.0819 91.4320 5.8506 1.6695 0.7903 10."93 1.6940 364.3620 15."10 1.2M.013691159.94871 6.0521 0.9516
Notes:
1. Typical Structural Properties have been determined in accordance with the 1994 UB.C. Chapter 22 Division V. Properties above are for the individual section which
comprises o~e half of the typical LBN-H Header.
2 The Effective Section Properties and Allowable Moment have been determined by using an increase in strmses for Cold Working per U.B.C. Section 2230 A5.2.2.
. Assumes that member top flange is continuously braced . For other conditions, allowable stresses shall be reduced per U.B.C. Section 223 0 D.
Assumes that members are rolled to shape and fabricated under ideal plard conditions.' Assumes that the manufacturer and fabricator has an adequate quality
assurance progriun and that the material which are used conforms to the requirements below.
MAITIUAL PROPERTIES
PKINVAUM ABSOLUTE. , BEND YIELD , ULTDAATE
DESIGNATION GAUGE DESIGN NIINVAUM RADIUS STRENGTH STRENGTH ASTM MEL SPECMCATIONS
THICIMSS THICEMM R Fy Fe
33 20 0.0346' 0.0329' 0.0625* 33 ksi 43 ksi A653 Grade A. A527. or A570 Grade 33
43 is 0.0451* -~-OL0429* .,0.093r 33 ksi..,-. 45ksi., A653GradaA.A5X7,.orA570Gra&33
54 A 16 0.0566* !.-0.0538, 0.093r 50 ksi 65 ksi A653 Grade D or A570 Grade 50
68 14 0.0713' 0.06Tr 0.093r 50 ksi 65 ksi A653 Grade D or A570 Grade 50
97 12 0.101r 0.0966' 0.093r 50 ksi 65 kii. A653 Grada D or A570 Grade 50
117 10 0.124ir 0.1180" 0.093r 50 ksi 63 ksi A653 Grade D or A570 Grade 50
TYPICAL 5-1/2" LBN-H (STEEL) BEAM HEADER
TOP TRACK
MACK INTO HEADER CES
//_ "Ru
F STENERS PK-PVN04EC
& 1~11r MPTWS
CUP AM=
FASTENERS
DIPTHS
'ASTEXERS worm PmKFA~ORWMA TROD
LBN-H teACKH
6.50 x 14.60 x 43 sorTam TRACK
t-ULB
DEPTH _/ OPENL40
CA.JCE
FU HT STUD
r -1 L A
r]
10
ALLOWABLE UNIFORM LOADS (PLF)
5-1/2" LBN-H (STEEL) BEAM HEADER
ME3MBER 11"M ALLOW. ALLOW. MOMENT HEADER SPAN
WEIGHT MOMENT StMAR INERTIA 4'-0" V-0- -.81.0.. to.-Ol. 12'-0" 14'-0" 16'-0"
Ma Va Ix DEFLECTION DEFLECTION DEFLECTION DEFLECTION DEFLECTION DEFLECTION DEFLECTION
Ob,7t) (ft-lb.) Ob.) 0.4) L1240 L1360 L1240 L13 60 L' 240 L1360 40 IJ360 In 40 U360 Ln40 LJ360 U240 U360
5.50 x 8 x 33 2.93 2719.73 3828 7.40 1000 1000 604 604 340 340 218 218 151 151 111 111 85 79
5.50 x 10 x 33 3.40 3774.23 2026 12.84 1000 1000 675 675 472 472 302 302 210 210 154 154 118 118
5.50 x 13 x 33 4.11 5266.98 1140 24.85 570 570 380 380 285 285 '228 2-28 190 190 163 163 143 143
5.50 x 14.5 x 33 4.46 5%1.22 929 3183 464 464 310 310 232 232 186 186 155 155 133 133 116 116
5.50 x 17.5 x 33 5.17 7362.97 673 53.35 1 337 337 224 1 224 169 1 169 135
2199
135 112 1 112 1 96 96 1 84 84
5.50 x 8 x 43 3.90 3793.77 7028 .9.52 1500 1500 843 843 474 474 304 304 211 211 155 152 119 102
5.50 x 10 x 43 4.41 5247.43 4486 16.55 1500 1500 1166 1166 656 656 420 420 292 292 214 214 164 164
5:50 x 13 x 43 5.33 7803.77 2523 32.08 1262 1262 841 941 631 631 505 505 421 421 319 319 244 244
5.50 x 14.5 x 43 5.79 891161 2054 42,41 1027 1027 685 685 514 514 411 411 342 342 293 293 257 257
5.50 x 17.5 x 43 6.71 10965.93 1489 69.97 745 745 496 496 372 372 299 248 , 248 213 213 186 186
5.50 x 8x54 4.74 7131.57 13609 11.84 2000 2000 1585 1585 891 891 571 518 396 299 283 189 190 126
5.50 x 10 x 54 5.51 9876.50 8866 20.62 2000 2000 2000 2000 1235 1235 790 790 -549 521 403 328 309 220
5.50 x 13 x 54 6.67 14708.73 4986 40.00 2000 2000 1662 1662 1246 1246 997 997 817 917 600 600 460 427
5.50 x 14.5 x 54 7.25 16884.67 4060 5191 2000 2000 1353 1353 100 1015 $12 812 677 677 580 580 508 508-
5.50 x 17.5 x 54 8.40 20770.83 2942 . 86.10 1471 1471 981 981 736 736 588 588 490 490 . 420 420 368 368
5.50 x 8 x 68 5.95 10298.08 20313 14.75 2000 2000 2000 2000 1287 1259 924 641 560 373 352 235 236 157
5.50 x 10 x 68 6.92 14362.28 17723 25.72 2000 2000 2000 2000 1795 1795 1149 1124 ~799 651 586 410 412 274
5.50 x 13 x 69 8-37 21467.00 .9964 49.98 2000 2000 2000 2000 2000 2000 1717 1717 1193 1193
980 -1
876 796 671 533
5.5,0,x,14.5 x 69 9.10 25470.33 $112 66.14 2000 2000 2000 2000 2000 2000 1622 L622 1352 1352 1040 1040 .796 706
5.50 x 17.3 x*68 10.55 2944183 5980 107.74 2000 2000 1960 1960 1470 1470 1176 1176 980 840 940 735 735
5.50 x 8 x 97 9.39 14784.05 28751 20.57 . 2000 2000 2000 2000 1848 1756 1193 899 780 520 491 328 329 219
5.50 x 10 x 917 9.79 20678.50 35044 35.96 2000 2000 2000 2000 2000 2000 1654 1572 1149 909 844 573 576 384
540 x 13 x 97 11.85 31001.50 28892 70.08 2000 2000 2000 2000 2000 2000 2000 2000 1722 1722 1265 1116 969 748.
5.50 x 14J x 97 1189 36825.67 23522 92.86 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 1503 1479 1151 991
5.50 x 17.5 x 97 14.96 49795.50 17049 151.54 1 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 1556 1556
179t0.00 34856 24.65 2000 2000 2000 2000- 2000 1433 1077 935 624 1589 393 395 263 5.50 x 8 x
I I 5.50 x 10 x 11!7 1 1, 1 25104.83 44776 43.20 2000 2000 2000 2000 2000 2000 2000 1898 1395 025 688 691 461
5.50 i 13 x 117 14.3-7 137722-50 '46116 84 38
i
1 1 82.
L2000
2000 2000
000
2000 2000 2000 2000 2000 -- .540 1344 1179 900
5.50 x 14.5 x 117 t5.63 44847.93 "42612 111.90 2000
20(
2 000 2000
1
2000 2000 2000 2000 2000 831 1782 1401 1194
,5.50 x 17.5 x 117 18.16 60727.00 30882 192.86 2000 2000 2000 -- -- - 000 2000 1898 1899
Notes:
Typic.1 header 1:3 constructed per the typical details and is to be loaded uniformly 'Ovei a'simply supported span condition. Loads are assumed to art
concentrically over the center of the beam. member. The compression flange is assumed to be braced to prevent b uckling in accordance with the . 1994 U.B.C.
Section 2230 D. For other conditions the allowable loads shall be reduced in accordance with the U.B.C.
The beam weight is the weight of the LBN-H Header'sections only and does not include additional weight from other appurtenant items (i.e. top and bottom
track.) 1. . - .
T1w Allowable Moment indicated in the load table is twice that shown for the single section as in th~ Se~cfiori Property Table as determined in accordance with
U.B.C. Section2330 C3.1
The Allowable Shea is twice the shear which is allowed for a single section per UJ3.C. Section 2330 C3.2.
The Moment of Inertia is twice the gross moment of inertia for a single section and is used to deterrolne the approximate uniform load which will limit the
deflection to LJ240 or L/360 as shown in the table.
The Allowable Uniform Load (lbs/ft) is the maximum load which is determined by static analysis and is goverried by the allowable shear, allowable moment, and
deflection.
..7. For span conditions which exceed 16'-0-, such conditions shall be evaluated and designed by a licensed professional engineer.
Point loads shall not exceed the nuorimurn allowable point load, Pa, as indicated- in the Web Cripipling Tables as determinediin accordance"with'VA.C. Section
2330 C3.4.
Member shall not have web offlange penetrations without approval from a licensed professional engineer.
The typical header reaction load shall be transferred to the supports with a clip web stiffener per the typical details. The typical sections are assumed to transfer
100% ofthe reaction load through the clip to the supporting member. The headen shall not transfer reaction loads to the supporting firaming through bearing at
the bottom flange ofthe typical header. - i ".' , ~.' - '~'. 4 1 .1 ~ - I . . I
It. All supports and the connection to the supports at the imciiors are assumed to be adequate and shall be evaluated and designed by a licensed professional
engineer.
Allowable Loads may not be increased for duration of load unless noted otherwise.
Refer to the Structural Properties Table for material and section requirements.
NE
Beam
Depth
(in)
Base
Base
t
(in)
Design
t
(in)
Concentrated Load w10 Stiffener (lbs)
'(Allowable load in Ibs per given bearing width in inchs)
Condition #2 Condition #4
1.5" 3.5" 5.5" 1.5- 3.5" 5.5"
8 33 0.0346 647 848. 995 608 721 769
10 33 0.0346 647 848 995 721 769
13 33 0.0346 647 848, 995 469 614 721
14.5 33 0.0346 647 848 995 427 559 657
,17.5 33 0.0346 647 848 995 343 450 528
8 43 -0.0451' 1037 1341 1565 1019 1246 1311
10 43 0.0451 1037 1341 1565 950 1229 1311
13 43 0.0451 -1037 1341 1565 947 1095 1278
14.5 43, 0.0451 1037 1341 1565 795 1029 1200
17.5 43 0.0451 1037 1341 1565 692 895 1044
9 54 0.0566 1697 2170 2517- 1569 1004 2325
10 54 0.0566 1697 2170 2517 150 t 1919 2226
13 54 0.0566 1697 2170 2517 1376 2041,
14.5 54 0.0566 1697 2170 2517 1313., 1679 1948
17.5 54 0.0566 1697 2170 2517 1189 1520 1763
8 69 0.0713 . 2600 3294 3787 2418 3055 3523
10 68 0.0713 2600 . 3284 3797 2388 '3017 3479
13 69 0.0713 2600 3294 3797 2235 2823 3256
14.5 .69 0.0713 2600 3284 3787 -2158 2727 3144
17.5 68 0.0713 2600 3284 3797 2005 2534 2921
9 97 0.1017 2600 3284 3797 2418 3055 3523
10 97 0.1017 2600 3284 .3787 2398 3017 3479
13 97 0.1017 2600 -3284 3787 2235 2823 3256
14.5 97 0.1017 2600 3284 3787 --2158 2727 3144
17.5 97 0.1017 2600 3294 3797 2005. 2534 2921
8 .117 0.124- 7501 9204 -10454 7137 8757 9947
117 0.124 7501 --9204 10454 7137 9757 9947
117 0.124 7501 10454 7137 8757 9947
117 0.124 7501 9204 10454 7008 8599 9768
117 0.124 7501 9204 10454 6748 8281 9406'
Notes:
I. Ali values,indicated are calculated per AISI 3.4 and are for use with either the 3.5' or 5.5" wide header assemblies.
-2. Allowable loads indicated are the mininulm oi double web crippling for the vertical webs and single web crippling for the delta webs.
f i for 18 a~d 20 puge. .3. Allowable loads am based on Fy=50 ksi or 10, 12,14, and 16 gauge, Fy=33 ks
For the double vertical web portion ofthe assembly the distance fiom the head at both the top and bot to the fust connector shall be k~pt to a minimum of V2- (see referenice"datails).
The webs ofthe assembly shall be connected with. fastenas.spaced a,maidintim of 4" o/c vertically and 6" o/c horizontally (reference details).
Refer to the Structural Properties Table for material and section requirements.
This table is for cojioentrated loads at the interior of single span conditions only. See the adjacent reference diagrams for application
of condition #2 (load away from support) or ~ondidon #4 (load close to ;Upport). End of beams are assumed to be stiffened by use of i full web depth clip angle connection as designed by a licensed engineer (see reference details).
POINT
LOAD
h
CONT;~Uous Top & BOTTOM
TRACK PARTIALLY SHOWN FOR CLARITY.
CONCENTRATED LOAD AWAY FROM SUPPORT
PONT WHEN, A CONCENTRATED LOAD OR LOA00 A BEAAING SUPPORT REACTION
(PER CONDITION',l,'2, 3, '-OA,4)
EXCEEDS -THE ~ ALLOWABLE LOADS
INDICATED IN THE ADJACENT"
TABLE THEN A STIFFENER
SHALL'BE REQUIRED.
h
CONTINUOUS TOP & BOTTOM
TRACK PARTIALLY SHOWN FOR CLARITY.
CUP ANGLE SUPPORT
TO. KING.S~ND.
NOTE. BEAM ENDS 0 BEARING LOCATIONS (ENO OF IBM SMALL NOT PROJECT GREATER THAN.
1.5h PAST BEARING EDGE.)
'CONCENTRATED LOAD NEAR SUPPORT
—NOTES.
i) THiSE TABLE
I
S ARE FOR SINGLE SPA
I
N coNorn
-
oNs - ONLY, NO PONT LOA S 0 ON CANTILEVERS'OR MULTIPLE SPAN CONDITIONS ARE CONSIDERED.
NUMBERS INSIDE CIRCLES INDICATE BEARING STIFFENER CONDITION PER WES CRIPPUNG TABLE. TABLE INDICATES MAXIMUM LOAD BEFORE WES STIFFENER SHALL BE ADDED — PER EACH CONDITION.
BEAM IS ASSUMED TO HAVE aJP ANGLE ATTACHMENT TO FULL HEIGHT KING STUD 0 EACH ENO. ArrACHMENT SHALL BE DESIGNED BY A.QUAILIFIED DESIGNER.
CUPS SHALL'.BE OF SAME GAUGE AS MATERIAL BEING USED BUT NOT LESS THAN 16 GAUGE. SCREW CONNECTIONS SHALL BE THRU THICKER GAUGE TO THINNER GAUGE.
WEB STIFFENER FOR'LBN-H (STEEL) BEAM HEADER SINGLE SPAN CONDITIONS ONLY
4-W
7: 601-1;': 269 1 '-3 2 4 TO -9~161~229945- R.02/04'
-1. ms:_11 -Zj 1 1 L.1 t—. U,.~l U94
AMERICAN STUDC09 INC.
CERTIFICATiON'
THIS IS TO CERTIFY THAT ALL STEEL STUDS MANUFACTURED BY AMERICAN STUDCO OF PHOENIX ARIZONA
CONFORKTO THE FOLLOWING SPECIFICATIONS-
25 Gauge (.0179 min. thickness) and 20 Gauge (.0329 min. thickness), galvanized studs
Products conform to ASTM C-645. Install in aoordanco with ASTM C-754,
Steel conforms to ASTM A-653. Minimum 33,000 psi yield strength.
Galvanized in accordance'with ASTM A-924 and ASTM A-653, G-40.
It. "IE~Gauge (.0428" min. thickness) galvanized studs
A; conform to AST?v1 C-955, Install in acordance with ASTM C-1007.
B. Steel conforms to ASTM AwW. Minimum 33,000 psi yield strength'.
C, Galvanized in accordance with ASTM A-924 and ASTM A-653, G-40.
'.18 Gauge (.0428 min. thickness) painted studs
Products conform to ASTM C-955. Install in ai~ordance with ASTM-C-1007.
Steel conforms to'-ASTM A-611 Grade C. Minimum ~3,000 psi yield strength,
Paint meets the requirements ofASTM C -955, Steel Str uctures. Painting Council and
Fed6ral Specification FSJT-P~664D.
14 Gauge (.0677 min'. thickness) galvanized studs- IV. 16 Gauge (.0538 min. thickness),and
A. Products conform to ASTM,C-955. Install in acordance with ASTM C-1007.
13. Steel conforms to ASTM A-'653. Minimum 50,000 psi yield strength.
C. Galvanized in accordance with ASTM A-924 and ASTM A-653, G-60.
N. 16 Gauge (.0538 min. thickness) and 14 Gauge (.067 7 min. thickness) I painted studs
Products conform to ASTM C-955. Initall in acordance. with ASTM C-1 007.
Steel conforms to ASTM A-570 Grade,50. Minimum 50,000 psi'yield streqth,
Paint meets the requirements of ASTM 0955, Steel'Structures Painting Council -and
Federal Specification FS TT-P-6640,
V1. American Studco steel framing products are forrfied from prime, mill-certif ied iteel
Additional information regarding our conformity to AISI (American Iron and Steel Institute) and IC80 (Int.emational'Conferen.ce of Building
Officials) standards can be obtained upon re.que st.
American Studco will be glad to answer any questions regarding any of the above.
Robert Dixson
(602)352-7678, (602'. 35 2
Technical Services T.=chr-.:1c-,i Service;
Manufacturers of Light Gauge and Structiural Steel Framing Components
f L-v r- m Hr- k-.—H i r,—H~r- —_~D I ULJ'--u 1,~~t4l '10 9— 161 -9229949:3 P. 04/04
AMERICAN STUDCO, INC;
CERTIFICATION
THIS IS TO CERTIFY. THAT ALL STEEL TRUSS COMPONENTS MANUFACTURED BY AMERICAN STUDCO OF PHOENIX ARIZONA
CON FORM TO THE FOLLOWING -SPECIFICATIONS.
20 Gauge 60329 min. thickness) and 18 Gafj e (.0428 min.,thickness) top and bottorn'truss chord 9
A. Steel conforms to ASTM A-653. Minimum 13,000 lisi yield strength.
~11.- Galvanized in accordance with'ASTM A-924 and ASTM A-653, G-60.
11. 16 Gauge (.0538 min. thickn~ss) top and bottom "galvanized "truss chord
A. Steel conforms to ASTM A-453. Minimum 50,000 psi yield,strength.
B.- Galvanized in, accordancewith ASTM A-924 and 'ASTM A-653, G-60.
Ill. 20 Gauge (.0329 min. thickAess) galvanized 1 1/2 c-sha'ped and 1'1/2 square truss web
'Steef conforms to ASTM A-653. Minimum 33,000 psi yield strength.
Galvaniied in accordance,with ASTM A-92.4 and ASTM A-6,53, G-60."
IV. -18 Gauge (.0428 min.'thickness) galvanized 1 1/2 square truss web
Steel co
*
nforms to ASTM A.-653.. Minimum 33,000 psi yield strength.
Galvanized in accordance With ASTM A-924 end ASTM A-653, C-~60.
V. 16 Gauge (.0538, min. thickness)galvanized 1 1/2 square truss-web
- Steel conforms to ASTM A-653. Minimum 50
1
000 psi yield svength.
Galvanized in accordance with ASTM A-924 and ASTM A-653, UO.
VI, American Studco truss components are formed from prime, mill-certified steel-
Additional information regarding our conformity to AISI'(Amed c*an Iron and Steel Institute) and IC80 (International Cwfarence of Building
Officials) standards can be obtained upon request
American Studco will,be gfad to answer any questions regarding.any of tho above.
Niatt Watson Robert Dixson
(602) 352-7652 (602)352-7678
Technical Services Jechnical Services
Manufacturers of Light Gauge and Structural Stiel Framing Components
APR-23-97 WED 15:45
:5 ".7 17" 1—
2sit' CAprrot," AXS DRIVE,--8IjITC,3,Q0' C10. ON.*' M,' 0 -,R ,.:T ""A ''T DOTTED: LINE. Coo sumer.
v Alla irs 00TTrD ." t INE
L Plum i~ciui~ "ificift no.: on' f your ~orrFsoo to
. ..... t w. y camtk ebamp in writiiq- No UY thg, Bo d- of,in or--addrcu
CtR',IFICATE NO. :CIVI L ENGINTER : ; 1. 1 . EXPIRATION - Report -any loss of. tbis. mrificale imwedjatij~ in. %'writ jut to tM!'Boai&: C 38418 1: 03 41/01.
4. Pleas~ sip and' 4rry tbelooW ccrtific~lo witb, You. K A WE N W :C 0 L'O N.I A S. Pitme lamistaite your eirtificate -to ivoW detcrioiation; P 6. 8:0 X, 15.6 D 0 Ot i 8J i45.0 TT LE S A N'; If -k '9 D kO.. tAt 4 57 7 '.KAREN COMIAS
4RfrFICA XPIRAT16N 'DATE TE'NO, E 4.
R9CEIPT NO. C ..'38418, ~~RC
t,Y`P,..#r ecb vur: RECE lyr;:, Plea~i 'iive` r ..or:,, t* P!500739
IT
0 4q,3
TEI CONSULTNG' ENGMEERS
A Division'of Testing Engineers, Inc.
October 25, 1993 Work Request Number 93085.067
'-,:,Simpson, Strong-Tie Company, Inc.
P.O. Box 1568
San Leandro, CA 94577
AT": Mr. Gregg Summers
Engineer, Manager of Testing
SU.B.J: Simpson Strong-Tie H1 Hurricane Anchor Uplift.Tlest'with 20 Ga. Steel Members
Dear Mr. Summers
In accordance with your request, we have witnessed thet~sts described below on October 20, 1993.-
TEST SAMPLES
j.-The samples. tested conformed to-the attached drawing.,, The H1 wai Made from 18 gauge galvanized
ASTM-A-527 steel with a yield, strengthof 28 ksi and an ultimate strength of 38 ksi. The 20 gauge
steel framing was made ofgalvanized ASTM A-611 Grade C,steel with a yield strength of 33 ks"i.
TEST ASSEMBLY
The H1 was used tosecure a.20 ba. 3-5/8' joist channel~ section to .20 Ga. 3-3/4"'track and 3-5/8"
channel header sections.
.
Three #10 -3 /4'?.he
x
washer head screws we're. used to attach the H 1 to the
joist and three. similar screws were used -to attach the header., The track and channel header sections
were joined at 90*1 with a #8-1/2" pan head screw through thiflanges. The track.and channel header
sections simulate the top pWte of a stud wall.~. The test,sei-up was inverted,with. the header channel
screwed to' a 1 3/4" k 41 /2 Microlam beam. The'Microlam beam was. supported at the ends by
woodblocks. The middle 2/3 of the joist channel, was strengthened- by adding a channel to form. an
0 bottom of the joist I - section as a base for I-section. A 5" x 2",x 17" steel channel was Wted to the
the applied load. A download wwapplied to, ihi, channel- base effe&ively transferring an,uplift force -
,,to the H1. The. test assembly'is shown in the attacheid photos.
PROCEDURE
Each test assembly. was'placed on the bed of a Dake45 ton 'C'apacity hydraulic testing, machine.~' A. 200
-pound preloadwas applied and releated to.each se t-.up for~seatin'g puriidses. Dial indicators sensitive'
to,0.001 ".were mounted on the -bed of the testing machine to measure movement, of the joist,with
as, Jow rate and ''auge readings were respect,to thetrack and channel headers. Load w "applied at a r 9-
recorded it 100 pound intervals until a deflection 'of 0. 125" was reached. The load was continued at
the sama sl-oiv *,rate until'failu're..
2811,Ad6line'Street P.O. Box 24075 Oakland CA ?4623, - (510)'835-3142
San Francisco' Santa Clara Stockton Diablo Valley, - Sacramento
0
ONTEST #: D"3 TAN-E A DATE OFTEST: 10/20/93
TEST SPECIMEN: H 1 - Uplift MATERIAL. 18 GA
F
HFADER: 20 GA 3-3/4" Track. & 3-5/8" Channel
[-JOIST: 20 GA 3-5/8" Channel
SCREWS. MOISTURE CONTENT
HEADERS: 3 - #10 x 3/4" Hex Washer Head Screws N/A
JOIST: 3 - #10 x 3/4" Hex Washer Head Screws N/A
TEST NO. 1 TEST NO. 2 TEST NO. 3
LOAD LEFT RIGHT LEFT RIGHT LEFT RIGHT
PRELOAD 200# 200# 200#
-0-
100 .004 .005 .003 .003 .002 .001
200 .011 .014 ..007 .009 .006 .005
300 .020 .029 .010 .012 .011 .011
400 .033 .042 .017 .021 .018 .018
500 .042 .056 .028 .037 .029 .027
600 .050 .067 .043 .059 .042 .039
700 .060 .079 .055 .088 .058 .050
800 .073 .082 .070 .119 .079 .071
900 .090 .113 .113 .099
1000
LIMIT 0 .125" 960# 840# 920#
ULTIMATE 1580# 1680# 1700#
KIND OF FAILURE Strap deformed. Strap screw@
into vertical and horizontal
header sections pulled out.
Strap deformed. Strap screws
into vertical and horizontal
header sections pulled out.
Strap deformed. Strap screws
into vertical and horizontal
header sections pulled out.
Least Value @ 1/8" movement = LIMIT 2 = 420#
Average Ultimate: 1653.3 / (2 x 2.5) 330.7#
4
0 5 8 1
4.187 4 X 0. 312 X .06 2 - DP: E N B 0 S S 0.813 4 . 09 .1 - D I E 0 1A DIE 014 4.2~0'-X- 0.0
`
62— D~- E_ fi BLO'S S .0.312 1 16 .1.875 1'5 6':'~ 'o
7
'0. 7 50 0.625 O.S. LIB7 STAMP DIE
NUMBER ON. 1,312 0 . S.
OTHER -SIDE 1.437 0. 2.000 6X 00.1-56 2.125
2. 50
A 5.281 7
bx~x 060
- Actol. H: \
" (p / 6 X 00.156 Xt 3.250
-ON
S tr. ing e 2.000 1.750 .0-9. 8 HER— 393
0. PC, 0 I j 1) 0
STAMP~'AS SHOWN
F1
m:
FLA~ E lJPG LABEL ON THIS SIDE
-MATELY AS SHOWN APPROXi
Z. (APPLY AWAY FROM STAMP AND'HOLES.)
4.4,3,7 5/04/93 ADD DIE .0 1 4
-(4. 344— DIE 014).
REV. DATE DESCRIPTICINi AP6R.
DEI-40TE S 'HOLE S OJ~JL OPPOSITE S I*DE' CONFIDE14TIAL 'SLIhIPSON STRONG—TIE CO. ANC. .
'U:N,LESc) OTHERWISE NOTED THIS' DRAVIN . G IS THE EXCLUSM
PROPERTY OF, SIMPSON 'STRONG T]E~ TITLE, PRODUCTION DRAW ING
-40' /1 S I . I I BLE OIL COMPANY INC.: AND MAY NOT BE DR. By EROL FOX DIE 13/OL, .2.- 1,40 BURRS,.. REPRODUCED WITHOUT THEIR 3. ,A L L DIMEN, 101-1~,. EXPRESS VRITTU'l iONSENT1 SCALEL. —16—
ALL ANGLES; ±1_,L DATE 86
RE -,'0.04' MIN). v- E 5. HATEPIAL: 18 GA. 0 ~Hl — — — — E F moDE:L ma; H'I
I
Qualitv Assurance Services
Materials Consulting
Testing Engineers, Inc.
March ~1, 1994 st Number 94010 054 Work'Reque
.,SDOSON STRONG-TfE COWANY, INC.
4637 Chabot Drive~ Suite 200
'Pleasanton, CA, 94688
ATM. Mr. Gregg Summers
En gineer, Manager of Testing
SUBJ. Simpson Strong-Tie HTT22 Download Test
Dear Mr. Summers
In accordance with your request, we have witnessed the tests'describe.d below 21,1994.
TEST SAWLES
'The samples testedL conformed to, the attached -,drawing., According to Simpson. Strong-Tie material
:specifications, the HTI22 was made from 11.gauge (0.1233") gahranized ASTM A-4461steelviith-a m mimum
yield strength of,33 ksi and a minimum ultimate strength of 45 ksL
TEST ASSEM13LY
The HTr22 strap was. clamped with a -steel angle- to the inside of the -web of.a steel. channel &ame and
wraoped.6verthetoo. The:HTM, was. gripped to, the outside of the steel channel by clamping a steel bar
Th H7M's were bolted at the seat to the end of a steel bar across the lowest nail.holes on the strap. e
--sirijulatin the foundation. Dimensions are shown in Table A. The test assembly is shown in the attached
photos.
'Each test assembly was placed on the. bed of a Dake 75-toh testing machine to allow load in c(impremon,
at the midpoint o*f the foundation. simula oe. Dial ibdic.4ti6n.saectitate to 0,00 1" were mounted on i.hi test
frame to show the: movement of the foundation, simulator, with. -respect to the test frame. A preload of
fleased for -seating purposes. The dial ind 50.00#. (1/2 of anticipaied ~ design load) was applied and rc icators
were set to zero. The load was applied a slow rate with -gauge r adings recorded at 2000# intei~ until
a deflection of 0.125" reached Loading was* continued" at, the. same slow rate until,fkilure~ WaS
401. Aldo Avenue, Santa Clara, Cal ifornia,95054-2032 - (4o8) 988-8888 - FAX (408) 727-0731
DIAPLO VALLEY MONtEREY/SALINAS - OAKLAND SACRAMENTO. - SANTA:CLARA,
I*
TEST D764 TABLE A DATEOF TEST. 03/21/94
TEST SPECIMEN: =22 MATERIAL- 11 GA 0.1233"
COLUMN SWULATOM MC 12 X 40 STEEL CHANNEL
FOUNDATION SDAULATOR- STEEL BAR
BOLTS
"C" GTLAI~e COLUMN SUMIULATO& AND BOLTED ANGLE - PLATE
FOUNDATION SIMULATOR. 5/8"DIAMETER MACHINE BOLT
TEST NO. 1 TEST NO. 2 TEST NO. 3
LOAD L17T RIGHT T-14; T RIGHT LEFT RIGHT
PRELOAD 5,000 5,000 5,000
-0-,
2,000 .003 .002 .002 .002 .001 .002
4,000 .005 .005 .006 .00.6 .004 .006
6,000 .011 .012 .011 .007 .012
8,000 .025 .024 .032 .025 .016 .022
10,000 .075 .060 .059 .046 .062 .050.
12,000 .125 ..115 .107 .113 .114
7 61~ C ~7r .074 0 .067
1/8" DEFLECTION 12,000 12,600 12,300
ULTIMATE 26,200 26,400 26,300
HIND OF FAILURE Bolt sheared below
Strap. Bolt tensile,
failure.
Bolt sheared below
Strap. Bolt tensile
failure.
Strap failed right below
bar.
Least Value @ 1/8" movement = LIM /2 6000#
Lowest Ultimate: 26200 /2/2.5 = 5240#
Average Ultimate:26300 / 2 = 13150# /Z' -- :5 -cK 0"
, , 11 "'~ 7-1 ;5z4oc-": = 10 =- 1~r
Kj
A51 5 OWN STAMP H
rz 1~__
11 114
2
4,X. (90.EE~ 7~
ES) MUt" /15/q3 15t REL'EA5E G M T BE CONCENTRIC. HIL T -.HOL~ 14
REV. DATE DESCRIPTION APPR. 13 Y
L;NIL.E~SS OtHERWI5E NOTED
CONFI136TIAL SIMPSON STRONG-TIE CO., INC. NO,VISIBLr' OIL THE EXCLUSIVE NG BURRS PROPERTY, OF SIHP513N STRONG TIE TITLE:, PROOUCTION DRAWIN'G' Z L L .31MENSI.ONS;' I/.IE 'COMPANY- INC. AND MAY N13T .'BE OR. BY T G.- MOLINA DIE NO. 17E A LL AN13LES: -!I*- REPRODUCED WITHOUT THEIR
L-L ND I RADID. ExPR~SS WOIT'TEN CONS'E*NT!' SCALE: 1 4 2E IT DATE, 4-15-93- MATERIAL: 12 GA. GiE0 REV.
za4mjw~ Rom -T_wl. - 'I
HTT22 OWG. ~NG HTTH~U M013EL NO:
%ak-j lVI r- u I tA I %J m MTIM
SIMPSON STRONG'TI'O COMPANY, INC.
1450 Molittle Dr., San Leandro, CA 94577 (415) 562-7775 OF SHEETS NO.
DATE: 6o- - q PROJECT: ~YTr—~ L,
BY: N~ M.' CHK: —SUBJECT: 6 L-r-r yrr 4 P-rr
~L ~-r T
1,2 *4 A:
-,=-TAHCA9v "6-rALLATIOr-t
L44V
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HATC91 AL, 1 12-,::~-A. A- (a,5~5 t~,a d'rz e~~,4rj ='55' 4si, Fu 46'14.Sj
llrll~10_01 I ur- uo' ur-
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112
9/1.s
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-3/E TYP
i 3/4 TYP —
0
32 X., M.O. 1 71
5 TAMP A5 5HOWN
0 0 IN5tall 115d 5 i7K e r
0
-2.1 9/is 0 0 STAMP AS'SHOWN
0
T SiMPSON, ~tr-MN-3 i a Z
HTT~22
'NO. PAT. PE
ON T~47S 511.3E
INs,f all S/5" Ma
ANCh0&'EQlt'
~No Was~ner poqd.
STIAMP'AS SHC.WN
114
/E
k -NOW 4~ !S-q3
T. vei- ON
(5Lopwr
4X U,0.89t3
k*/Isi93 Ist RELEASE GM SOLT -HCI- K S MIJET BE 'CONCENTRIC.
P N APP*P, BY REV. ATE VESCRI uO LINI E.-SZ- OTHERW15E NOTEO
CONFIDENTIAL; SIMPSON STRONG-TIE INC. NO V! 51 EIL E OIL TmZ5 ORAWINU 15..THE- EXCLUSIVE a NO" SURPS PROPERIT Y. OF SIMPSON STRONG TIE TZITLE, PRODUCTIdN DRAWING
t Ap
rL-..
N
r( 5' _- F--t-
cf,a,., NZ I
-1 ALL 01MENSIONS: i 1/15 COMPANT~.INC. ANU MAY NOT :BE
DIE No, 17E
4 AL-L AN5LES: 21- REFRGDUCEVI~ WITHOUT THE70 C.- MOLINA S. ALL EEND RAVII; IT
:4 4-15-qB
txppjS5 ARITTEN CONSENTI.- TE E. MAT:-;:1AL:'t& 5A. 560
OW6. NO. HTTe MODEL NO: HTT22
siompson Strong-Tie Co,lnc..'
and Nvelo'pment/En-gihee'ring. D artm6-rit. .'Research,.
Date:".
T e: 4 F2n
-'.'To:
any:
'Fax Nwnber;,
Suibject tr7 4_
144ZT~_
in -Sent By .-Tom McClai,
T,611cphon6- 1 (800)92~:5-50W. %
T'66Fax: (510) 847-3-0'68.1
Tot~l 'Pages:
WcrX Request No. 85328-57 Simpson Strons-Tie Co.., Inc..
Al C,ommins
Page Two
August -12" 1986
m~EST SETUP
Bach vertical load test assembly used 4 in. x 14 in. x 24 in. long
Douglas fir with~ averacre moisture content of, 171.% as head'er simulators
and a 2 in. x 3 in. x 18-in. steel Itar as il-he ~0!~st si:mulatot -Nail ing
was as shown in Table A_ The LTT-26 was bolted-to the steel bar with,
112, -in. bolts.
PROCEDURE
Dial indicators sensitive to 0.001 in. were mounted on each-header
to show movement off the'joist with respect to.the headers. Each test
assembly was placed on the bed of a Dake 75 *ton capacity hydraulic
sion at the midpoint-of testing Machine to allow lo,~adling in compres,
the joi+.st~simulator. A 2 in. x 3 in. x 147.1/2 in. metal b~r, was placed
on top of' the joist to help distribute the load. A 1000 lb. preload--
wAs applied~to each setup fOr-seating purposes. The preload was then
r,eleased and the dial indicators were. set to.,. zezo. Load was applied
at approx:bmately 0.03 in. per minute and.gJauge..readings were recordeld
at IbOO 1L. intervals 'Until a deflec't.ion o-f 0.500 in.. was
The load was continued at a slow: rate until f ai'lure.
Thexesults are tabulated on t-he enclosed Table A.
'Should vou-,have any ques,tions con!cerning thls report, please, contact
the undersi-aned..
sincerely,
Rost4 Esf and,iari 'M.S., P. +E.
Civi 1 Engineer #38098
Enclosure'
1D. T CCINSULT ING -ENGINEERS A Oh~4w af t*siiwo
rimy - i j-d i .,i ut uzi - q-~
si _-c A-834
8/7/86
A
'L 7-
TEST s ? cl! -i a-- 12 .1032
4"xI4."x24" DO.Lglas Fir
Ste X".3 2 q1 x31t x22v1 4- e Bar
Ntf'. 7 Z
7 1 .1 r 0 6 16d 'Face, 2 - 16d Top,' 7 16d B a-c k 17%
1/2 " Bolt
T-ST No. 1
0,00 lbs 1000 lbs .100o 1 ~.5
I C CO IV, .049 - G-28 i ~.055 1 .019 .0,25.
2000. .122 .08.3, .104 '.124 040 -Ono .184 .148- .168, 2 .09.5 _101
.309 - .309, .-28~0 ~338 iE3. Igo
.454 , .455 -.350 .325 1
7000 1
SOCO
9000
Load @
0,500 1250 lbs 4800 lbs' 5700 Ibs
lbs.. 19,000 1~s.-~ 19,000 lbs.
K:NTID. OF Strap.broke-at Str .
ap br6,
I
ke at; Strap brok~e at'
bolt- hole, Ist nail -hole Ist nail*hole.
LF_kST WIL 1/2" m0ve-ne.rlt 1 L-ft -i t 2 2 4 0 0 lbs
LcWtST OL-inikTE: 1810,00 2 3. 3 1000 Ibs
UL M 18,667 2~= 9,33.3 .Ibs
LvAer vALwt) 11.4 A4 cv sm e.4,j -r
#Ovc, groo X
OPP
'7Z 5626 Y vp 9 # 5-96 :Z
Quality Ass~rance Services
Materials Consulting
e i T g-E 40 st'n n ineers, Inc.
-066 April 18, 1994 Work Request Number ~90 10
S22SON STRONG-TIE COMPANY, INC.
4637 Chabot'Drive, Suite.200
Pleasantaa6.CA 94588
~A TIX- W. Grege Summers
of Testing
Simpson Str6ng6Tie M7M Download Test.
Dear Mr. Summeri
in . a=rdance with your request~ o1i 4pril 13, 1994 we. witnessed the tests described below.
IL
The samples tested conformed to the attached ?roducti6n Drawing dated 4.13-93 (Rev- 3-22r94).
to =pson Strong-Tie material'specifimfions. the MTI22 was mad (0.1082N) e fr~m 12 gauge
gig~ed'.ASTU A 446 steel *ith a minimuEh yield strength of 3j ksi and a minimum ultibmate strength I
of 45 ksL
-,..TE-ST ASSE30LY:
e of the web of a steel cbminel &ame ind -The M7M strap wa3 clamped with a steel angle to the insid
wrapped over the top. The brr= weBopped to the 1~utside of the steel cba=el: by 06hping a' steel bar
across the lowest'nail holes an the strap. An M7T22 was bolted at the seat to each end of a steel ba:r'
3imulatiTig the foundatiom Bolt dimensions.are.shown in Table A. The test assein~ly is shown in the
attached. photos.
PROCQURE
Each test assembly- was placed on the bed of a Dake 7t-Ton testitig machin to allow, load iii c=oresmon.'
at the.midpoint of the.-foundattiou simulator. Dial-indicat4TS accurate to 0.001 ivere mounted on -thetest -
frame to show thi movement of foundation simulator respect, to the test fmme. A preload Of 5000#,.
(V2 of anticipated design' load) -was applie~d and released for ' at.ing p es. The dial indicators were' se. urpos
'.rhe load wa3 appUed it a slow'.ratewith.jauge:readinp -set to zero; ikecorded at 2000# interva until a
deflection of 0. 1250, ~vas reached. 6ontinued at the saxneslow. rate until Wure. r All
06
281 lAdeline Street P,0.,Sc~ 240~5 Oak6ndCalifomia 94623 0'(6,10),835-3142
SANTA CL.~RA OIABLOVALLtY WPAMENTO - MONTEAEY
riHy-ij-~jt jUt Ud.qo
he
SEWMN TEST #-. D778 TA= A DATE OF TEST' April 18, 1994
MATERIAL- GALVANIM 12 CTA SPEC3MEN. AfFM
COLUMN SnA'UTATO&- MC12 X 40 STEEL C.HANNEL
FOUNDAnON 8DWIATIOIL STEEL BAR
DOLTDTG RANGE AVERAGE
COLUMN 11MIULATO11 "C" CLAMP AND BOLTED ANGLE PLATE.
F0U?qDAT10N SWULAMIL 5/8' DUMETER MACHINE B OLTS t
W" LEFT RIGHT LEFT RIGHT LEFT RIGHT
.PRELOAD 51000 5,000 5,000
.0-
.2,000 .002 .003 ..005. .005 .002 .003
4,000 .005 .007 .011 .010 .007 .008
6,000 .010 .018 .016 .017 ..013 .015
8,000 .023 .040 .030 .032. A.024 .027
10,000 .069 .084 ..074 .087 ..055 .061
.120 .123
LWr 11,600 11,400 12,100
UL TBUTE 26,000 ~6,000 26,000
Imm OF FAMURE Tore strap.
'Least value @ Ve"'.movement -- IM&T / 2 5700 #
Iowest Ultimate: 260001 (2 x 2.5) = 5200
Average Ultimate: 2600 2.~ 163000
- r 16-&4 flUN riu. ~1,udq(juoo M 6 1 UN K U
A
CHAMSFE9 T Yl= 7/;Z X 4 S,
~3/e R
4 7YP
X 190.17,,
STAMPA5,5HOWN
_!Mi I L L !6d ~~INKE.tn'
."57AMP- A5 5HOWN,
M TF;?
U. S. PAT.- PEN11
ON THIS 511JE
E 1;/[Fz iNbl-'ALL~l-t/-m" 121A
ANCHOR DCL7
N WAS~E :Z R; L Eou
It 6jrAMF. AS SHOWN
JL__
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4
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irmt P.;7r-t
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;is
4X MO.FFS "i'll WAS 14. GA. 'GM
CATE pr4onp-mm -Awoo. 2T
U. IL C 5 55 OTHERWiSE Nil.TC:l
=T'r)~~GN S7;7CiN4G-TlE '6M lNr i NEI Vl5iKE OTI. T WPG N 114K. ML N.JS OR A
PPOPERTY or rilqo%G~ TIE TITLE: .,'PR[MUCTION. 0PAIMING5! NO SUP".
ALL !_'IMENSID45: lil .5 ey G4 :ml 0 L IKI~ wlE 140. 17 5 ALL ANGLE:5-
rALE~ !:4 DATE 'ALL END 'PAD-11: 1
--j-AL! 12 'CIA. C 5 0 M A T
P aura :Yu. MTTEi~-AF_ PEV mr~u' N& MT 1*22 1.090 MiN)
J
"Quality, Assurance Ser vices
Maierials Consulting
Testing Engineers, -Inc.
March 21, 1994 Work.Request Number 9Q10,.054
SIMPSOM STRQNG-TIE COAIPAn INC.'
483TChabot Drive, Suite 200
'Pleasanton, CA 94M
ATTN: Mr. Gregg Summers
Engmeer, Minuagei.of Testing
Sl=pson-Stroag-Tie HTM Download Test
Dew Mr-.Bummers
In amrdance with your, request, we'have witnessed the tests described below on March 21,~ 1994.
TEST
The .~amples tested conformed, to the attached drRWb3g. - According, to Simps6n Stroug-Tie materW,
specifimtions, th~ HTM2 was made from 11 gauge (0.12330 pivanized.ASTKA 446 iteelwith.a. M;niTnum ',:yield 36=gth of 33 ksi and. a minimilm uld;mate itrength of 45 W~..
TE=
The HTTM strap was clamped. with a steel an& to the inside of the web of it Aeej,'cb==l &ame and
ed over the top.. The HTM was grip ed to the outside of the steel channel by clamping k steel bar V"app p across the: l6west naff holes on the strip. The H=s were bolted at the'seat to the end of a steel bar
simulating the foundation, Dkaensionsare owninTableA. The, test assembly is-shown in the~attached
photo$..' 7
PROCEDURE
Each test amexubly waa placed on the bed of a Dake TS-toit testing.mwl3ine'to allow load i' compression.
at the midpoint of the foundation simulator. Dial indications accuzste'to,0
*
'001* were mounted'on the test frame to show ~the movement ot the found "at' eload of ion simulator with to t6 tea fhme. A pr 5000# (1/2 of anticipated design load) WW applied and released fi seating purposm. The dial i~~tori
were set to 'em- Thi load was.applied a slow rate with gauge readings~reeorded a;t 2000# intervals tmtil z
a deflkuon of 0A25" wa3'reached. L6ading- was ciptimed at the'sazne slow rate untilfailure.
40 I-Al6o Avenue. Sai-ita Mani., Cwirornia 95054!2032 .
408)'98s.88S8 FAX~(408) 727-0731 D!ABLO VALLSY .- MONT~RSY/SALINAS -OAKLAND SACRAMENTO SANTA CLARA
1,) 01 JUL V%)"t%J I , ~v V1
OF TW1'-- 0312IJ94 SDEWNTEST-#- D764 A
-T
TWr SPECEM IM22 ILATERIAL- 11 GA 0.1233"
COLUMN SWULATOM MC 12 X 40 STEEL CHANNEL
FOUNDATION SDFjLAT0EL STEEL BAR
BOLTS
COLUMN SIMULATOa. CLAMP ANT., 11OLTEDANGLE - PLATE
FOUNDA77ON SEAUIATOIL 5/8"DIAMETER XkC= BOLT
TEST No_ 1 TOW No_ 9 Wn I
LOAD LEFT
5,000.
EIGHT LEFT
51 000
LEFT RIGHT
5"000"' PRM~OAD
—0-
2,000 .003 .002 ..002 002 .001 .002
4,000 .005 .006 .006 '.004 .006
6,000 .011 .012 .012 Oil .007 .012
8 o0q .025 .024 -...032- .025 .016 022
10,000 .075 .060 .059. .046 .06'2- .050
12,000 .125 .115 .107 .113 .114
1/8 DEFLECTION 12,000 12,600 12,300
ULTIMATE 26 j 200 26,400 26,300
PMCD OF FAILIM I Belt sheared 'below
strap. Solt tensile failure.
Bolt sheared below
strap. Bolt tensile f.ailure.
Strap f ailed right be
I
low
bar,
L"A Value @ 1/8" movement L= /2 6000#
Lowest Ultimate:1§90—OJ2/2.5 5240#
Average 1.31timate-26300 2 = 13150#
? f U/ 2 "5
I UL VQ'VV
.1
IIE
114 X 45' CHAMFER TYR
3/8 TYP
-14 TYP
0 01
0 0
SEX (Q.1 71
.0
0
0
STAMP AS q-HOWN
0 0, Nst 7~, 7rk a ~r!~
0 0 STAMP A5 '~HGWN
5.7mPSQN 5trcpq-a-Tidp
0 .0 HTT22
PAT. PrI.N0. 0
ON T~415 SIOE
~A,chur En! t
Nc Wa'sher Racni,
STAMP A*S, ZHOWN
114
2 Ile 2
4X GOZES.
~SOLT HOLES 11UST BE CONCENJ TRIC. i5t,RELEA5E1—
ri-L 'REV. UATE UE5bR'lPTICN AA;R+,Y UNLE55 -0THERir415E INO T 0
CONFIDENTIAL SIMPSON STRON5-TIE. CQ;; ,INC. NC VI512LE GIL THIS' GRAWM'' 15 THE EXCLUSIVE NO 9LJ-PS poopuTy OF SIMPSON SPCNG Tl. TITLE1 PRC2U1:TlCN DRAWING ALL DDMENSTON5~ :.I/IE C"wMPANY - 1,NC. ANI) MAY NQT BE DR. By 13. MQLINA DIE' No, I.7E
4 ALL i~NOLE~-:: 21* REPRODUCtO WITK'CUT THEIR 5' ALL EEND RAIJIT: IT EXPAESS UPITTEN NSENTT SCALE: 1:4 TOAT74 ls~--93 E M I A R .5 A. C50 to 1~ I ~c ". — : .
- ' f T T-1 T Zwo. No. HTTEE-OF mnrri un j 49-gz- V
F. Vc-/ MAY-13-97 TUE 09:54
COMPUTATIONS
ar3 8 418
C C Ivi
0
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L-A
0
lut 0;~o
`V TE[CONSU
' LT'NG'EN N"HERS
A Division of Testing Engineers, Inc.
November 16, 1993
Work Request No. 93085.102
SIMPSOWSTRONG-TIE COMPANY, INC..
4637 Chabot Drive,.Suite 200
Pleasanton,, CA 94,588
ATTN: Mr..G. Summers
Engineer, Manager of Testing
SUBJ: Simpson Stro6g-Tie UV~_5 Holdown (10 Gauge Body, 1/8" Base, No Washer)
0 Dear Mr. Summers
In accordance with your request, we have. Witnessed
t
h
e
l
o
a
d
t
e
s
t
s
d
e
s
c
r
i
b
e
d
b
-
i
l
o
w
o
n
N
o
v
e
m
b
e
r
11, ..1993.
TEST PURPOS
al load capacity of the Simpson Strong6Tie HD6.5.
6 determine the ver.%;c,
TEST SAMPLES
The samples tested were in conformity with the.dr6win
lq attached. The base p;ate was welded to the, body by a 0. 135" weld along the three common edges under the base p
l
a
t
e
.
SET-UP
Each assembly consiste(, of two 5" channels (2" flange, 0.375" web) as heac!r simulators,with two 5" channels (2"'flAnge, U.375", web) welded across the top and,' bottom. A 2" x 2 1/2" x 23" long HR5 bar stock was used as the joist simulator.
T1 ie HD6.5 was attache,.' to the header with two'3/4" x 2 1/4" long hex head.
m
a
c
h
i
n
e
b
o
l
t
s
.
I
t
w
a
s
Pttached to the joist by nhe 7/8" x 5" long hex head machine bolt. A 2 3/4" x 2 3/4" x 3/8" thick reptangular-plate was plac'ed un'der the bolt,
PROCED-URE
Uach test assembly -war,,placed on the.bed of a,Dake 75 ton capacity hydr0lic testing machine to allow snadin'gin ~compressio.i r,'the midpoint of the joist simul
a
t
o
r
.
D
i
a
l
i
n
d
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c
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r
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s
-
-.-nsitive to 0.001 " were mounted on thebed o-' ;he testing machine in order to show movement of the joist with respect to the -bed of the -testing rhach.ine. A 12" bearing block was -plated on, the center of the joist simulator to distribute the a*'
-up-for seating purposes.
ppli,ed load. A 8000 pound preload was.applied to each
.set :The'preload was then,rei(tased and the dial indicators~were
s
e
t
t
o
z
e
r
o
.
L
o
a
d
w
.
j
.
s
a
p
p
l
i
e
d
a
t
a
s
l
o
w
r
a
t
e
and gauge readings Were recorded 'at, 4000,pound intervals.until failure.
.-SamOles pertainino to this,report will be discirded W day's frorh the date of this rep ml :,Mless WhCrWise Stivi~ed -Storage Alonth.
28 1.1 'Adel ine'Str4et -P.O. 13ox'24075'- 'Oakland, CA 94623 -~'(510)-835-3142 -0 Santa clara - Diab!6 Valley Sactamento.
San Francisv Stockton
Jun VZI! UD
SON STRONG-TIE
Work, Request No. 10.2, November 16, 1993
PageTwo,
ESUOT~
The results are tabulated on the.lenclosed Table A.
lf you have any Ouestions regarding this report, or if.' e',.~hay be . of further si rvice'to ou, please w e ;ontact,ihe u'ridersigned.
Sincerely,
Ta tolsisuMNG ENGINEERS
`/Y
A
No. 40320 1 Ahmed X Ra3hed, MD., P.E.
:Associate Engineer
Enclosure
y
MAY713-97 TUE Wbb
SIMPSON TEST #: D509 TABLE7 A DATE OF TEST: 11111193
[;;TERIAL: Body 10 GA TEST SPECIMEN. HD6.5 .135". Base 3/8"
STEEL JOIST
W01STURE CONTE BOLTS RANGE AVERAGE
HEADERS- 2 - 3/4" MS N/A
JOIST: I w 718" MB NIA'
0
TEST NO. I TEST NO. 2 TEST NO. 3
LOAD LEFT RIGHT LEFT, RIGHT LEFT RIGHT
PRELOAD 8000# 8000# 80004f
-0-
4000 .002 .013 .002, .005. .004 .015
8000 .033 .053 .018 .035- .015 '035.
12000 .048 .085 .036 .035. .087
16000
20000
.057 .080
078 .100
.050 .100
.073 .120-
ULTIMATE
KIND OF FAILURE
58,0'00#
Strop tore horizontally at
peal/flange intersection.
58,000#
Strap tore horizontally at
seat/flarige intersection,
58,000#
Strap lore horizontally at top
bolt.
AverapeUltimate-18_000 /2/2.5--1160-0#
llmy- I J-d I Ut Ud
PHOTO 1:,,A h vie*-.bf,t e, te~t iet-up.'
'PHOTO 2- A view df thiiest f I ailu . rt-
TEICONSULTING ENGINEERS 7,
A Di0ision of Testing Engineers., Inc.
August 17, 1992 '.Work Requ est No.,.92002-067
SIMPSON STRONG-TIE
o 568 X
San, Uandro,.CA 94677
ATTN:' Ms. K: Colonias -
Manager. -Product Development
PAHD Se chor,Pull-out Tests (Full) SUBIJ. ries AA
6" StemWall
Dear Ms. Coloniai;
livaccordance with your request, we have performed the subject'ttsts on July-22, 1992.
ItS-1 BUFOOSE
To determine.,the ultimate PUII-O'trioad of the PAND amilior when in' stalled in 2360 psi 6onerete sample
in 6" stemwalL
TIEST SAMPLE
The samples'listed were in conformance with the PAHD pr"Oduction'drawing attached.
tEST PRQCEDURE
The samples tested,were identical. The a'ncho*rswere installed as illustrated in the attached load test'. ,
schematic. was placed:and~ coriiolidatedin accordance with ACI recommendations. The'
-concrete was sampltd and-tested,in cornpression accoWhig tor,ASTM- Standards. The test was
'-performed-when average. concrete copipressive,strength-was, 2360.psi; see the enclosed compiession
'Each assemb(.y wa,sset-upas'shoWn oil thelo4id test.schematic. Load was appli eid., it: the, serite' slow',,'
rate until failure.' See Photos I and 2 -for the tes;assembly,bOfori and after'the' failure
2811 Adeliq~ Street - P . .0. Box 240 75, - .Oakla*nd,' CA 94.623 - 415 - 835-31A2
San Francisco S~nta Clera? Stdc0on - -.7 Diablo Valley Sacramento
MAY-13-97 TUE 10:08 P.18/79
TEST #; TABLE DATE OF TEST: 7-2
TEST SPECIMEN: PAHD4.2 611 stemwall :[MATERIAL-- 7172] 11GA: .108
See attached-detail + Z- 60
JOIST:
-MOISTURE CONTENT
NAILING RANGE AVERAGE
READERS: N/A F
,101ST'.
LIMIT @ .12s"
ULTIMATE 6620# 6620# 420#
KIND-OF Concrete cracked Concrete cracked Concrete'cra-cked
FAILURE a-long top of along top of along top-of
block~ block. block.
Lowest.ultimate 6620 3 2207#
Avera4e ultimate 6620.#
Quality Assurance Services
Nfaterials Consulting
lesting Engineers, Inc;
COMPRESSION.TEST REPORT'
IORK AEQUEST NUMBER G0720 SAMPLE NUMBER
7
ROJECT NUM~ER 21583,- DATE 07/22/9,2.
RWECTiNAME TYPE OF SAMPLE~ . REG. %CONCRETE
:IMFSON 5TRONG—TIE CO
JPPLIE8 (CONC8EM. RIGHT—AWAY SRECIMENS MADE BY J.,.,DURAN, TE1— IX NUMBER WITNESSED bY 1.21 DATE-SAMP~ED 07/16/92 CKET'NOi: $1830' TIME.SAMPL4D 7: 4 OAM DATE RECEIVED 07/17/92 )CATION IN STRUCTURE- SLUMP
AFTA%RF D~ 'ESV,
I
SET UP'TYPICAL INSTALLTION ~~ORX - F R E S H
AIR TEMPER#URE OF ;AHPLES,.-' 30-TOTAL SAMPLES'AT R—D. 'AREA., MIXTURE TEMPERATURE
AIR-CONTENt 0/~:
ME TES~Eo'
0.7/21/92' 1. . -07/22/92 07/22/92, 67/22/92 NUMBER ~3B 0 3D kRK SpiCIMEN
AENSION" if'lt~es .
.6X12.
Ek,sq, inefliss 28.0. 'IMA TE LOAO. 10A 61000- 67.001.0 1 66000 65000
nMATE M., 05i . '2180 i3go 1.:2360' 2320 ERAGE $M-psi
TEMO. DAYS
6 6
UNIT W0.4"T, pd
mmp PROM. od
[SPECIPENS NOT SCHEDULED FOR~ TESTINGwiLLBE DISCAAOEDAFTER 28
won -SAXPLES'T'ESTED INACCORDANCE'WITH ASTH C-39-86
CC:
REVIEWEDAY
V
YOUNG F. DAVIS
.11 Adifine S 28 ~WS% P.O. Box, 24075, Claklar4. CONCRETZ.LAB-SUPERVT5OR
Cali mia 94623 '(510).835,3142
SANTACtAmi mtAcue.%V&11L1V
MAY713-97 TUE -10:, 1 V P. 22/~9
TEI CONSULTING. tNtINEERS
ADM310nuf Tasting Eniineers,-Inc.
-August 17, 1992 No. 92002.068 WoFk,Request
SIMPSOWSTRONG--nie
P.O. 13ox 1568
San Leandro,- CA 945 i7
'ATrN'. Ms. Ki, Colonias
Manager, Product'Qeveloprhent
SUBJ: PAHD,Series Anchou Pull-o lut'Tests (Full)
Dear Ms. doloinias:,
in a6cordanci.,with, your request, we have p6rformed ihe subject t~sts on July 22, 1 M.
TEST PURMSE
To.determin,e th.'e'ultimate.pull-out load', of the PAHD ancho.r%ihen installed in 2360 psi ecincrite sample.
TEST SAM MS—
~th in Co* e samples tested were nformance wi.th'the PAMO productiori,dr~wing attached..
-TEST PROCIEDURE
t The samples tested were identical. The anchors were'instblied as a attach'd'*oad test illustrated in th e I
schematic... The concrete was a fre -p! ced and consolidated in accordance with AC commendations. The,'
concretewas samOlid'and tested ih c6mp'res6ion- iccording- to ASTM Standards. Thi'14sl was % performed when4verage concretet'6Mpressive strength-was 2360 psi', see-the enclosed c ~ ..I. - I , # I ~ ompression
test report.
Each assembly was' set-;0 as shown an the load -h rn c. Lo d wasapplied at the same slow test ~sc e ati a
rate untl failure See Photos 1 and' 2 for the" test assembly before, and after thelailuire.
2611 Adeline'Str6et - P.O~. Box 24075 Oakland, CA 94 .(41~5) 836-3142 621,
San Francisco Sa'nta Clara Stockton Diablo Valle Sacramento
DATE OP TEST: SIMPSON TEST C-844 T"LE A~ 7-22~-92
ILL
RIAL: 12 -lop SPECIXEN: PAHD42 FUll KATE GA: .108 ILT—EST
NO see attached detail
MdT St-PP-ML 9ZO-N-TENT
NAILING RANGE AVERAGE
EREEERS: N/A 1E
JOIST:
LOAD# LEFT RIGHT LEFT RIGHT LEFT kIGHT
PULOAD
-0-
LIXIT
ULTIY.*TE 100 00# 8840# 10000#
KIND OIP
FAILURE
Concr . ete. cracked
a:long 'top of
block.
Concrete cracked
along -top of
bldpk.
Concrete.c'racked
.along top of
block.
Average Ultimate 9613#
- 7-eo
Qualit v Assu'ran6e Ser%'ice$~
waterials Consulting
ng Enginiers, Inc. COMPRESSION TEST REPORT,
EQUEST -NUM8ER
SAMPLE, NUMBER
r NUMBER 21583
DATE Q7/22/92 ,
Y NAMS,
TYPS OF SAMPLE REd. CONCRETE
P9 STROKG-TIECO~
--R (tONCRE-TE), RIGHT'-AWAY
.-SPECIMENS MAOFE By' J' DtYRAN, TEI
WITNESSED. BY
o l2l 'D ATE SAMPLED 07/16/92
NC.:
TIME SAMPLED 7:40AM
DATE RECEIVED. 07/17/92
ONIN STRUCTURE
SLUMP%
'FPSS14
s ET UP'TYPICAL INSTALLTION FORM 'AIR,TEMPERATURS ?F
i2s, '30 TOTAL ~AMPLES AT R-D AREA, MIXTURE TEMPERATURE OK.
AIR CONTENT%:
07V21
1
/92 07/22/92 07/22/92- - -;07/22./92
3A 3B 3C 3D
ION. imc6s 6X12
Za. 0,
E L= Ift 6 1*0'00 - 670,00 66000 65000
rt STR., 'Psi 21so 2390 2360 2320"
"E STR..'pm
M W112"T. pd
A
FS!.ECIMENS NOT SCHEDULED EOR,TESTING WILL 13-E Dt§CARDED AFTER 28 DAMS OLD
ASKS.-
-SAMPLES.TESTED IN ACCORDANCE WITH ASTMC-39-8'6
"C REVIEWED
v
YOUNG. T. DAVI,S
I 'CONCRETE. LAB S,pp.4RVIS0R
r -AU23 't$10) 63S-314~
5z7
0 90
TEI C,ONSULTING ENGNE."f"K
A BrVisidn of Testing IEngineers. Inc..
September 24, 1993,,' 'Work Request Number 93085.018
Simpson Strong-Tie Company' Inc.
P.O' ' 80X 1568
San Leandro, CA 9457~
ATTN: Mr. G. Summers
Manager., Testing
-SUBJ: PAND42 Holdown Pull-Out Test
(Installed an a Corner, 6":,Stem'WbII).,,
Dear Mr. Surnriiers:
'In ac6ordancie.wi-th -your request, -we have witnessed the Subject tests on July'28. 1993.
To determine the ultimate pull-out load of the PAWD42 holdown fro m'approxirnately'2750 psi concrete,
sample.,.
TEST,SAMPLES
The samples,tested were in conformance with the,attached drawirig,PAHD420F.
PROCEDURE
The samples, tested. were identiciii. The holdoWns were, installed as illustraied in the -attached load test a
schematic.'I'he'c*oncrete was placed and consolidated in accordance with ACI recommendations. 'The
cohcre te was sampled and tested in. compression 4ccQr din g* to
.1
ASTIVI -Stindards. The' test wet
Performed when average concrete compressive strength wet, 2750 psi: set. the enclosed compression
test report.
Each as'sembly was'set Up' as shown on the load test sthe rmitic. ~Ldad was applied, at a sfol~r rate untV,
'failure.
RESULTS
-The,resultsare tabulated on the en6lo3ed,Tablle A.
If yoU'have an~ questions regarding'this r *f' e may be of further servl~e to 'ou, please' Y
contact the undersigned. ~oq I ?. .
Sincerely, 10
TEI C ONSULTING ENGINEERS, INC
LU
Exon. ,Ahmed'M: Rashed, Ph.D., P.E.,
Senior, Associate Engineer V V VV
;811 A.dellne Street P.O. Box. 24075 Oakland, CA.94623 (5,10) 835-3142
-San Francisco .~anta.CIara Stockton Diablo Vailey* SaC-Imen to
TEST NO. V~ TEST NO. Z. TEST NO. 3
LOAO LEFT RIGHT LEFT RIGHT' LEFT RIGHT
PRELOAD
UMMATE 73So# 7e7S# 73509
KIND OF FAILURE Concrete oracksid and lei . led
along upper comer of block
"or SY100,
Concrete cracked and fail d
along upper comer of block
near'strap.
Concrete cracke'd-and failed
along upper cornir of block
near strap.
-Q~afiiv A544rance Serv'ces
Waterials Consulting
Testing- Eh9ineers, Inc.' COMPRESSION TEV REPORT
I.W REQUEST NUMBER'~ .,SAMPLE NUMBER
NT-22H85e
NUMBER DATE 07/30-/93 21983,
.04ECT NAME 7,PE OP SAMPLE REG CONCRETE
;.1NW,SON*i STRONG TIE-'PA TST
~50 D60LITTLE DR*. /S. LEAN
LE -f. ATTN KAREN COLONIAS
71-PPLIER (qONCRE7 E)
X,NUMSEq RIGHT,
SPECIMENS..MA D'E BY W..
-TE1 XWAY RVXDy Mtk- w . m. .10OWLES, ITNESSED BY,
12 OATE:SAMPLED
;KET NO... TIME, SAMPLED",07/22/93'
206797 DATE RECEIVED -
CATICN IN F~RUCTURE SLUMP
F H RES U?41 VWT-PCF-
-Cmi I4ALLS, 6.PANEL63 (31-x3- I X1 1,9)~ 2.9 A IR TEM
.
PERATURE OF,
-XNELS XIIX .(l LOU~S SIZE ~1 VAR7 'MIXTURE TEMPERATU 78 AIR CONTENT..,%.
1z TESTWED
14VMSF.A 1 , 07/27/93 07/28/93.- 07/28/93 07/28/93 07/28/93, . -,07/28/93'.
RK, spc-(:;mr:N 6A ~613 6c 60
AENSION. i'60s
6xiz
WATE LCAO. tbs. 2 8 -0
790,00'. -7.3000 750oo , .79000 770QO
MATE STA.. 2 3 20 -2820 1,680 2820- - 2750 - p IAGE t-. R.. 031 2750 - -
0; T,
5 6 6. 6
war WFIGNT. ;,.l
:no srmml Pig 2000
LSPECIMENS.NCT SCHEOULED FOR. TESTING WILI;-SE DISCAROED AFTER-18 DAYS.0L~".
MARKS, SAMPLES TESTEP IN ACCORDANCv'WITH ASTM C-391-8-6
V ED.,
YOUNG-F,~ :DAVIS
c NCRETE StjpERVISOR o
2811 Adefine Strm, P.'0- 'Box 240 5, OaJdand,-'Cafifcaiia~94623 (510),-83-c-31942. 7
TE CONSULTINGINGINEEIRS
4 Division dfIesting Engineers, In.c.-
J S
t '9 `199 1'~ work Request No 9 10 0 6 -`8 8 October
Sim,pson., Stronj-rTie Company,.,Inc. P .Q Box 1568
-San Leandro, CA 9,45-17
ATTAN: Ms. -.K.~ co-lonia,s
duct Deve'lopment Manager, Pro.
PARC42:Anohor ?ull-Out Test
(Installed On A Cor-ner)
?4SL. Col De'ar onlas:
accordance with your,.rea es**, T.4e have , witniis~ed the siLlbj ect U
IC a St s on Sdptcm~er. 1-9,
~TZST FURPOSt
'a c-her when' o deta-mine the ultimate pull-out load.,oi 6he,PA-D47_ n
hia corner ap roxima -2~00 psi P 0 r- c'.: n of, an tel P
ple.
ith the ittich4d dri~ wing. e samples tested were ifi confornancd'w4.~
Tr ~ST PROCEDT;RES f
The samp'ie's,'tested'wer4 identical.. The anchor's mere instai'l6d, as,.
-tests S illustrate in the. a tt,'Ach ed load chem~tic.. the. cor.c-.-;ete.w.as,,,
.,placed,' and idated.., J.h. accordatce~. wit
'
h AC" recommendat -Jons.
j ssion a n %. ed i.11 cbmpre Tl~p concrete was samP'.Ied,-.,a a, ;-es."
f d when~ av rage 'concrete ASt Stlandards.' The '-est~ w~t~ per orme
p -the, enclosed' "t-ompress --.-:,-n pressive strength was 2600 si.; see Com
..test report.
e load' test,"ac-mm t1c. —Each 'as.'sembly yasl*set up as shown on- h Load
*1 t ai'ure,. See Photos and D1.1ed, at the sale,-.slow~rate,unt~ was, aP +
afte tkie f a: r :,fdr, .!:he test',.as.sembly b e f. 6 r e and A. r
j
.2811 Adeline Street,'-'P.O..Bci 24675 ;-'Qakland, cA 04623 - (415).83543142
'ia Stockton San Francisc.o Santa, Cia Dia.blo Valley Sactamento.
I a~
"Oneefin g Ke'; mark ngi
T s' C I m ons, ru s a laif
;.En~gineeriing
Cov&le~kr
File / Jobname: CALBRESE Software Version Nuffiber. 3A51a
Corhpany: ALLIED TUBE Date: 8/25/97 (U.N.0 Below)
Page - Truss ' Tru'*ss Date' Notes., Pa e - Truss Truss Date 9 Notes 4
I - G02_20 ~El 267 El
2 - J0120. 2 7-
3 - J02_20' 28'
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i965 Wildernes's Place; Suite 202 I-Boulder, Colorado 80301 130344 -8033 .1 FAX1303-443-266 .3
7.
K&Ysmart -*'ALLIED'STUDCO Ver 3. 151a
2525 N., 27TH AVE
9.- PHOENIX -AZ 85o6
(602),,,352~7678-Fax-(602)-269-1324
ntTT
% 8/25/97 11: 28am
'JOB NAME ~. A I b e,&UN - r.L.L %.-,n, W 1 1 - r I ,
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CALBRESE\GO1 fO 8-2-l' 3.5356 2 2-9-15 0-LO-0 1-0-0
2-8'tll, 5-5-6 8-2-l'
0 -10-0 -7-10 2-S-4 .3-2-14
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'TC _45-* Vert TL .0111 L/999 7-8
BC -19-, Horz TL -*0 0 5
WB TC,-coNTiNu6uSLY SHEATHED :Design, L6adin 's' BC CONTINUOUSLY SHEATHED. t,-
Riiac'ti'ons. LOAD CASE 1
TOP LL TOP DL Bd~ LL BOT DL
it 8 14S24 Jt7 5 333# 0 10.0 -14 .0
SEcriON DIR LIVE DEAD
Material Sa* 6~ Vert 23.8 31.4
6-7 'Vert ."25.0 .26.2
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B C to be TC20 2. Webs 1.to be TW2 0 1.5
il Material' CSI Fbi764 #Screw -'Mode Brc - t
I- 2,TCHOPD T60 2.5 .45 -25 "e2
2- 3 TC14ORD TC20"2.5 .23 -400
3- 4 TCHORD TC20 2.S .20 -311
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2- 71 WEB TW20 1.5- 70 2
'.02 1119 7t WEB TW20 1.5
1- 64, WEB TW20 1.51 04 -15S
6 WEB,TW20 1.5 08
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4 No. 054821 m
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OF 01i
AUG, 2 5 1997
%
N SCREWS" INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE k.
0 s MEMBER. SCREW COUNTS INDICATED AT INTERIOR POINTS OF CONTINU U
MEMBERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLO\ys:
22 GA: 166LBS; 20 GA: -240LBS;, 263LB& 16GA: 370LBS; 14 GA (OR THICKER): .18GA:
467LBS. MAINTAIN SCREW SPACING AT 9/16" MIN. MAINTAIN EDGE MARGIN AT
9/ f6NIIN. -
PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY THAT THE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MD454UM DESIGN CRITERIA FOR THE LOADS, -
~XWING CONDMONS, AND SPANS LISTED ON THIS SHEET. NO REVIEW OF ANY OTHER DESIGN DOCUMENT HAS OCCURRED., NO REVIE
-
IN OF THE END APPLICATION OF
' IS TRUSS ASSEMBLY HAS OCCURRED. - ' - - . I . . . , ~ . " -~ f .. I . .1 1 ~ ';~ . I
%
KEYsmart Ver 3. 151a ALLIED STUDCO.- -8/25/97 10: 26am
2525 N. -27TH AVE.
PHOENIX, AZ.85009 - 4 -
'(602) 352-7678 Fax-('602) 26911324
JOB NAME
C~i.LBRESE\G02' 2'0
S PA14
.~18-4_0
PITCH QTY 'OHL, OHR 'PLYS
'1~ SPACING -5.0000 2:-0-0. -2'0.-0 1-0-0
3-0-0 3-0-0 1 6-0-0
3-0-0 9-2-0 12~4-0 15-4-0 18-4-0 1-2-0 1-2-0 ~3-0-0
0-10-0 2-1-0 3-4-0 3-4-0 3-4-0 4. 2-1-0 0-10-0 3 4 .
4 10 9 8 13 12
0-0-0 0 TO 0 TO 0q-0 - 0 01-0 0 -.0 0 ? 2 1 3-0-0 3-0-12 3-1-4 3-1-4 3-0-12 3-0-0 3-0-0 6-0-12 9-2-0 12-3-4 15-4-0 18-4-0
QSI (10c)
-TC .90 Vert TL .1511 L/9.99 11-12 BC b2 H orz TL
..
.0,611 8 WB I
SHEATHED
BC CONTINUOUSLY ISHEATHED, Design Loadings .- Reactionsr I 1
LOAD CASE 1
Jt
.
14 1415# Jt 8',1415# TOP LL TOP DL SOT LL BOT DL 32.0 28.'0 .0 .0
Material JT DIR LIVE * DEAD
12 Vert 95.6 120.4
-10' Vert 95.6 120.4~
' T//C to be TC2 0 2
B C to be TC2 0 2 .5 SECTION DIR LIVE DEAD
8-10 Vert - 0, .20 0
Webs'to.be TW2 0 1.5 Vert 4 5 : 3 84:0 12-14 Vert .0 20.0
Material CSI'Force #~crews'Mode Brc
1 T~HOP6 M 0 2.5 .45 -48' 2 0 S
2-' 3 TCHOPD TC20 2.5 90 -2009 .10 ...
4 TCHOPD TC20 2.5 -2013 1:88 10
5 TCHOPD TC20 2.5 88 -2007 10 6 TCHOPD TC20 2.5 .89 -2005 ~10 7 TCHORD TC20 2.5 .45 -48 2 9 BCHORD TC20 2 5.
9-10 BCHORD TC20 2:5
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10-11 BCHORD TC20 2 . 5
58 2007
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12-13 BCHORD TC20 2.5
13-14 BCHORD TC20 2.5
:58 2013 10 M. No 054821 x
1-14 S WEB TW20 1.5
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.04 226 2. 2 3-12 WEB,TW20 1.5 4-12 WEB TW20 1.S
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4-10 WEB TW20 1.5
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796~ .15
2 4 . 5-10 WEB TW20j.5
9 WEB TW20 1.5 _275 2 AUG 2,5,1 9 7 9 WEB TW20 1.5 .04 226 2 6- 8 -WEB TW20 1.5 58 -2141 10 8 S WEB TW20 1.5 05 -246 2 15- 17CHORD TC20,2.5 ..45 46 2 ~.16- 7TCHORD TC20 2.5 .42 46 2 GUSSET PLATES
Joint # Gauge Size
5;
Refer to Attachment A
for Gusset Plate Usage'
SCREWS" INDICATES THE NUMBER OF ~10 SCREWS AT THE END OF THE
MEMBER. SCREW COUNTS INDICATED AT INTERIOR POINTS OF CONTINUOUS
MEMBERS MAY BE NEGLECTE6. ALLOWABLE SHEAR PER SCREW IS AS,FOLLOWS:
22GA: 166LBS. 20GA: 240LBS; 18
1
GA: 263LBS; 16GA: j7OLBS; 14GA(ORTHICKER):
467LBS. MAINTAIN " M11 SCREW SPACING At 9/16 N. MAINTAIN EDGE MARGIN AT
9/16'NIN.
' PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY THAT TTiE TRUSS ASSEMBLY -ql4nWW ON THIS qMFFT MI:PTz TT-M.kATKMx1Mj nCCTftxf i'OrrEnfA S:r)QTWrTC)Ar)q
,JADINQ CONDITIONS, AND SPANS LISTED ON THIS SHEET. NO REVIEW OF ANY OTHER DESIGN DOCUMENT HAS-OCCURRED. NO REvrEW OF THE END APPLICATION OF US TRUSS ASSEMBLY RAS OCCURRED.
VXYsmart 8/25/97
Ver 3.151a ALLIED" STUDCO 10:26am
2525 N. '27TH AVE.'.
%PHOENIX, AZ -85009
(6,02) 35'2-7678 Fax'7,(6,02) 2,69-1324
JOB,NAME SPAN PITCH QTY OHL OHR PLYS --SPACING'
CALBRESE\JO1 20 -1-9-11 5.0030, 4 2-0-0 0-0-0 - 1 2-0-0.1
1-9-11 1:3 -11
0-10-0
F3~
070-0
1-9711
CSI Deflectio-n (loc)
TC , -.45 :Vert TL .001, LL999 3~4
BC Horz'TL .~o 0 3 WB- .05 TC CONTINUOUSLY SHEATHED BC CONTINUOUSLY'SHEATHED Desi4n Loadings
Reactions" LOAD CASE 1~~
TOP'LL TOP DL BOT LL BOT DL Jt 4 256#, Jt 3 20# 16.0 14. 0' .0, 10.0
1 . -Material
r 'T C to be'TC2012.5 B//C '.to be TC20 2:5 Webs tobe TW20 1:- 5
6SI Force~ #Screws Modb Brc Material
1 , 2 TCHOPD TC20 2.5 .45 -46 2
3- 4 BCHORD TC2 0 2.5' .03 _0_ 2
1- 4 S WEB TW20 1 5 .05 -240 2 OF 1- 3 WEB TW20 1:5 00 0 2
2- 3 S WEB TW20 1 . 5 00 1 2
~S_ 1 TCHORD TC2 0 2.5 .45 '46 . 2
2 TCHORD TC2 0 2.5 .00 -3 2
3.BCHORD TC2 0. 2. 5 :4 .00 - 0 2
co Brad S., r0fi
W m
No.054821,_ m
civil
OF C
AUG 2 5 1997.
SCREWS" INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE
MEMBER. SCREW COUNTS INDICATED AT INTERIOR POINTS OF CONTINUOUS
MEMBERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLOWS:'
22GA: 1661.6t;'20GA: 240LBS; 18GA: 263LBS; 16GA:'370LBS; 14GA(ORTHICKER):
467LBS. MAINTAIN SCREW SPACING AT9/1V MIN. MAINTAIN EDGE MARGIN AT
9/16-MIN~7'
PROFESSIONAL ENGfNEFR'S SEAL INDICATES ONLY THAT THE TRUSS ASSEMBLY SHOWN ON THIS SH . EET MEETS TH - EM NIMUM DESIGN CRITERIA FOR THE LOADS, ,DrNG CONDITIONS. AND SPANS LISTED ON THIS SHEET. NO REVIEW OF ANY OTHER DESIGN'DOCUMENT HAS OCCURRED. NO REVIEW OF THE END APPLICATION OF . 3 TRUSS ASSEMBLY HAS OCCURRED.
KEYsmart Ver 3.lSla ALLIED STUDCO.. 8125/97 1,:26am
'2525 N. 27TH AVE.
PHOENIX, 'AZ 85009
(602) '352-7.678 Fax-(602).269-~1324,
JOB NAME. ~SPAN - PITCH QTY _,OHL - '-'_,,OHR PLYS 'SPACING
.CALBRESE\J02 20 3-9-11 .~4 2-0-0 070 -0 '~j 2-0-0,
3-9~11
3* 9-11
.'0-1 0-0, 2-5-1
2
4
01-0, 0
.
3-0
- 3-9-il
3-9-11
CS1. De f 1 e c t ibii, (loc)
"'TC' .46 Vert TL' .0211- L/999 3-4 BC ~ .13 Horz, TL 3 WB, 1.06 TC BC CONTINUOUSLYCONTINUOUSLY -SHEATHED SHEATHED Design Loadings
Reactions LOAD CASE I
JE 4 304# - -Jt 3 134# TOP LL TOP DL BOT LL BOT DL
16.0 .14.0 .0 10.0
Material
2.5, T~C to be TC2 0 B C to be-TC20 2.5 Webs to-be TW20 1.5
Material CSI Force #Screws Mode Brc
1- 2 TCHORD TC20 2.5
3- 4 BCHORD TC20 2.5 1- 4 'S WES TW20 1.5', ,46 _S5 .13 0
-265 .06
2 2 2
E
3- WEB TW20 1.5 2 3 ~S WEB TW20 1.5
, _D TC20" 2.5
.00 0 .02 92
2 2
S. I TCHOP .45 46 2 2 2 TCHORD TC20.2.5 .00 -3
3 BCHORD TC20 2.5 -.00. 0' 2 Brad S. C ron Z
No. 054 21
m m
X",
CMI.
OF 4 rp,
A
'AUO 25 1997 ,
SCREWS" INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE
MEMBER. SCREW COUNTS INDICATED AT rNTER1OR POINTS OF CONTINUOUS
MEMBERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLOWS:
22 GA: 166LBS; 20 GA: 240LBS; 18 GA: 263LBS; 16 GA: 370LBS; 14 GA (OR TFUCKER):
467LBS. MAINTAIN SCREW SPACING AT 9/16- MIN. MAINTAIN EDGE MARGIN AT
9/16-MIN.
t# mul-ts.slUNAL ENGINEER'S~SEAL INDICATES ONLY THAT THE TRUSS ASSEM13LY SHOWN ON TWS SHEETMEETS THE MINIMUM DESIGN CRITERIA FOR THE LOADS, ADrNG CONDITIONS, AND SPANS LISTED ON TMS SHEET. NO REVIEW OF ANY OTHER DESIGN DOCUMENT HAS OCCURRED. NO REVIEW OF THE E14D APPLI.CAT . I . ON OF 'IS TRUSS ASSEM.BLY HAS OCCURRED.
KElfamart Ver 3.1SIa 8/25/97 -ALLIED STUDCO;., 10:26am V
2525 N. 27TH AVE.
-PHOENIX, AZ 85009
(602) .352-7'678 Fax-(6-0*2) -7f324 '269
NAME SPAN'. ,JOB PITCH "QTY OHL OHR PLYS SPACI-NG
CALBRESE\J03 20 6-0 -0, 5.0000 5 2-0,~-&".! '0*_0_0 1 2-0-0
3-0-6 6-0-0
3-p-6
e 0-10-0 -1-2 3-4-0 2. % 3
2
5 4
C) 0 03-0
6-0-,0_ 6-0-0
CS1 Deflection oc)
41 TC .45 BC Vert TL, .111~ L/677- 4-5' Horz TW 0 0 11 4' WB .05 TC~CONTINUOUSLY
BC,,CONTINUOUSLY
'SHEATHED
SHEATHED' Design -Loadings -
Rea6tions LOAD CASE 1
-'Jt 5 380#1,~' Jt 4 220# TOP LL -'TOP DL BOT LL BoT DL 19.'0 14..0 .0 , 10.0
ial, .Mater
'T C_ to be TC2 0 2.5 .B/c wl to,be TW20 1.5 ebs
to be ' TC2 0 2.5
m
-
a,terial ~CSI Force #S6rews M6de"Brc
2 TCHOPD TC20 2. 5' .45 .-45. 3 TCHORD TC20 2.5, -.19 -39
2 2
47 5 BCHORD TC2 0 2.5 .35 131'
1 - 5 S WEB TW20~ 1.5 .05 -238 2 .2 E S 2- 5 WEB TW20 1.5 .04 -154
2- 4 WEB TW20 1.5 .04 -154 A 2 2
3!7 4 S WEB TW20 1.5 .02 -78 2
~6- 1 TCHORD TC20 2.5 .45 46 2
rad amero B ~acl c n
rn
cr No.054821 m
civil
0 F Cf
AUG ~2 5 ~1997
SCREWS-17, INDICATES THENUMBER 6~'~10 SCREWS AT THi END OF THE
MEMBER. SCREW COUNTS INDICATED AT INTERIOR POINTS OF CONTINUOUS
MEMBERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLOW.S:
I 22 GA: 166LBS, iO GA: 240LBS; 18 GA:' 263LBS; 16 GA: 370LBS; 14 GA (OR THICKER):
467LBS. MAINTAIN SCREW SPACING AT 9/16" MIN. MAINTAIN EDGE MARGIN AT
9/16-MIN.1,
E PROFESSIONAL ENGrNFFR'!; -,;FAI- mmirATF-, n?J7 V TWAT TLM TVf 14ZQ ACCCKADFU
%ADING CONDITIONS. AND SPANS LISTEDONTFUSSHEET. NO REVIEW OF ANY OTHER DESIGN DOCUMENT HAS OCCURRED.'. NO REVIEW OF THE END APPLICATION OF ,,:IS TRUSS ASStMB LY HAS OCCURRED.
KEYsmart
Ver 3.15 la ALLIED' STUDM 8/25/97 10:26am
2525 N. 23 TH. AVE.
.,PHOENIX, AZ 85009
(602) 352~.7678 Fax-.(602) 269-1324
.JOB NAME SPAN PITCH QTY OHL~-- OHR PLYS SPACING 20 18-4- .0 4-.9995 1 27'0-0 2-0-0 1 2-0-0
4 :00: 0
4 0 8-0-0 , 10-4-0 14-4-0
1
18-4-0
4;0-0
7
0-10-0 1 2-6-0
4- 0-0 7-4-0 4-?-0
4-2-0 4-2-0 2-6-0
---
0-10-0 3 4
2 2 5
5 6
10 9 8 7
0-0-0
L
01-0 01_0 01_0 ?-?-o , 0 -0
4-0-0 4-0-12 4-0-12 4,-0-0 4,0-0 8-0-12 10-3-4 14-4-0 18-4-0
CSI Defleciio2n* (10c)
TC 82 Vert TL- .06 11 L/,999 8-9 BC " .26 Horz TL ..0111- WB .19 'TC-CONTINUOUSLY SHEATHED
BC,CONTINUOUSLY SHEATHED Design. Loadings
Re-aiciions-
Jt' 12 853# Zt 7 853#
LOAD CASE ,1 TOP LL TOP DL BOT LL BOT bL
16.0 14~O .0 10.0
Material
T~C - to be TC2 6 -2.5 B C ~`to be TC2 0 2.5 Webs to.be-TW20 1.5~ 4, 0 S
Material CSI *Force- #Screws Mode'Brc
2 TCHORD TC20 2.5
3 TCHORD TC20 2.5 j .82 0 .61
-1129
-932
6
4 L. 3-:4 TCHORD TC20 2.5 42 -'811 4 id S. ron
4- 5 TCHORD TC20 2.5 :61 -930 4 5- 6 TCHORD,TC20 2.5 -.82 -1128' 6 In
8 BCHOPD TC20 2 5
9 BCHORD, TC20 2:5 ..11
.26
0 2 No.054821 M 994
9-10 B CHORD TC20 2~5
10-11 BCHORD TC20 2.5
21
:26
809
996
4~
6 11z12 SCHORD TC20 2 5 1-12 S WES TW20 1:5
.11
.18
0 -818.- 2
4 Civil 1 -11 WEB TW20 1 5 2 WEB TW20 1 5 .
.19
.02
1008
-66
6
2 2-10 WEB TW20 1.5 .07 -212 2 3-10 WEB TW20 1.5
WEB TW20,.1' 5 ~.03
.00
164
4
2
2 OF r, 4 -, 9 WEB TW20 1:5
5- 9 WEB TW20 1 . 5
03 166_ 2 :07 213 2 8 WEB TW20 1.5 8 WEB TW20 1.S
.02
.19 -
65
1006
2
6 AUG`2 5 1991 6- 7 S WEB TW20 1.5
'13- 1 TCHORD TC20 2.5 .18 -819 .45 , 46 4
2 14- 6 TCHORD TC20 2.5 .42 46 1 2
GUSSET PLATES
Joint # Gaujge Size
Refer to Attachment A
for Gusset Plate Usage
SCREWS" INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE
MEMBER. SCREW COUNTS INDICATED AT INTERIOR POINTS OF CONTINLIQUS
MEMBERSMAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW, IS AS, FOLLOWS:
22GA: 166LBS. 20GA: 240LBS; 18GA: 263LBS;.16GA: 370LBS; 14GA(OR
-
THICKER)-_
467LBS. MAINTAIN SCREW SPACING-AT9/16" MIN. MAINTAIN EDGE MARGIN AT
9/16-MIN.
DING CONDITIONS. AND SPANS LISTED ON THIS SHEET., NO REVIEW OF ANY OTHER DESIGN DOCUMENT HAS OCCU`RRE D-.' NO REVIEW OF THE END APPLICATION OF .11S TRUSS ASSEMBLY HAS OCCURRED.
KEYsmart Ver 3.151a 8/2S/97 ALLIED — SrS,~TCO 10:26am
2525 ,N. 27TH,AVE.
PHOENIX, AZ.85009_
'(602) 352-7678-Fax--(602) 269'-i32*'4
~JOB NAM9 SPAN PITCH QTY* OHL OHR PLYS SPACING- ~~CALBRESE\T02 20--' 2ml-'5-4 4_9997 1~ 2-0,-0 -2 - 0 - 0'0
3 -7-0m, 3-7-0
7-1-13 10-8-10 14-3-7 3-6-13 3-6'-13 3-!-13
17-10-4 21-5-4 3
,
-6-13
0-10-0 1 2-3-15 3-9-12 S-3 9 3-9-12 2-3-15 0-10-0
3' 5
2 6
7
12 11 .10 9 8
01-0, 01_0 0- - 0 01-0-M. 0_?_'0
5-2-11 5-5-15 'j' 5 -4 - 12 5-3-15
57 2-11- 10-8-10 16-.1-5 21-5-4
XSI De f ec t i'on lo C'
TC Vert TL .10" L/999 10711 B C -39 Horz. TL 1.~ 0 4 11 8
WB .40
TC CONTINUOUSLY SHEATHED BC CONTINUOUSLY SHEATHED,- De~sign Loadings -.
I;Cea tions C
LOAD CASE 1
Jt 1'2 978# Zt 8 978# TOP LL TOP DL SOT LI: BOT DL 16.0 .0 10.0
Material
2.5 T~C to be TC2 0 B C mto be TC2 0 2.5 Webs to be TW2 0, 1.5
ES
Mat6ri a'l #Screvis Mode,Brc
1- 2 TCHORD TC20 2_5 45 -50., 2 2 -.'3 TCHORD TC2 0 2 ~: 5 .'7 3 -1304 6 3 ~ 4 TCHORD TC2 0 2.5 .64 ~- 10 13 6 4- 5 TCHORD TC20 2 5 5-, 6 TCHORD TC2 0 2: 5 -1013 .6 Bra S. Camron - 73 -1304 6 6- 7 TCHORD TC20 2.5 .45 -50 2 01 M 8- 9 BCHORD TC20 2.5 39 115S
A
6
9-10 BCHORD TC2 0 2.5 8 1121 6 No.054821 M 10-11 BCHORD TC2 0 2.5 11 -:12 BCHORD TC20 2.5
.38 1121
.39 1155:*
6
6 1-12 S WEB TW20 1.5 '.05' -252 2 '0'y
2-12 WEB TW20 1.5 .40 '_1341 6 civil 2-11 WEB TW20 1.5 00 23 2 3-11 WEB TW2 0 1 5 3-10 WEB TW20 1 : 5
02 ill .12 -329 2 2
WEB TW20 1 . 5 5-10 WEBTW20 1 . 5 11 571 :12 4
5- 9 WEB'TW20 1.5
7328;. 02 Ill .'2 OF CA
~6- WEB.,TW20 1.5 .9 00 23
2 2
6- 8 WEB TW20 1.5 .40 -1341 6 17- 8 S WEB TW20 1.5 1 TCHORD TC20 2.5 .05 :-252
.45 46
2
2 AUG -5 1997 7 TCHORD TC20 2.5 42 46 2
GUSSET PLATES
Joint # Gauge, Size
4
Refer to Attachment A
for Guss"et PlateUsag6,
"NSCREWS" INDICATES THE NUM13EROF #10 SCREW S AT THE END OF THE
MEMBER. SCREW.COUNTS INDICATED AT INTERIOR POINTS OF CONTINUOUS
MEMBERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLOWS:
22GA: 166LBS- 20GA: 240LBS; 18,GA: 263LBS; 16GX: 370LBS; 14GA(ORTHICKER):
467LBS. MAi~iAIN SCREW SPACING AT9/16"MN. MAINTAIN EDGE MARGIN AT
9/16"MIN.
-HE PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY . THAT THE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM DESIGN CRITERIA FOR THE LOADS,
,OADING CONDITIONS, AND SPANS LISTED ON THIS SHEET. NO REVItWiOF ANY OTHER DESIGN DOCUMENT HAS OCCURRED. NO REVIEW OF THE END APPLICATION OF _HIS TRUSS ASSEMBLY HAS OCCURRED.
t
KZYsmart Ver 3.151a ALLIED STUDCO 8/25/97
2525 N-.' 27TH~AVE.
10:,26am
PHOENIX-1 AZ 85009
.(602) 352 -7678'Fax-(602), 269.-1324 4
JOB NAME SPAN PITCH QTY OHL' OHR PLYS SPACING CALBRESE\T03 20 21-5-4 4.9997. 3 0-0-0 2-0-0 -.1 2-0-'0
3-7-0, 7-1-13 10-8-io i4 -m3 -7 17-16-4 21- - S-4 3- 6-11
qL r
0-10-0
3-7-0. 3-6-13
2-3-1S
46-13 - 6-13 - 1. 1 3-9-12 S-3-9 3-9-12 2-3-15 0-10-0- 4
21
3 S 3
S 6
7 7
12 10 9 a
0-to 0- 0 0-,?-0, 01-0 0-?-0
S-2-11 S-S-15 5-4-12 5-3-15 5-2-11 10-8-10 16-1-5 21-5-4
CSI Deflection (loc)
TC .74 V ert TL- .1011 L/999 10-11, BC~ .40 Horz TL. .0411 8. WB .42 '41
TC CONTINUOUSLY SHEATHED BC.,CONTINUOUSLY SHEATHED Design Loadings, Reactions LOAD CASE 1
Jt 12 852# Jt'8 983# TOP LL TOP DL BOT LL BOT DL 16.0 14.0. .0 10.0
material
be TC20 2.5 W to B C to be*TC20 2.5 Webs'to be TW20 1.5 OF
Materiai CS1 F6'rc.e - #Screws Mode -Brc
1- 2 TCHORD'-TC20 2 5 .25 * 47 2 '2- 3 T PD TC20 2 S CHO 4 TCHORD TC20 2.5 .72
61
-1346 -1025 6 6
5 TCHORD TC20 2.5 .64 -1026 6 Brad S. Camaron 6 TCHORD TC20 2.5 74 -1315 6 7 TCHORD TC20 2 5 8- 9 BCHORD TC20 2:5 :45
-
so 2 Q) .39 1164 6 Uj M 9-10 BCHORD TC20'2 5
0 1 BCHORD TC20 2 5
.38 1132 6 No-054821
11 12 BCHORD TC20 2 . 5 1-12 S WEB
.38
.40 1141
1217
6
6 TW20 I.S 2-12 WEB TW20 1.5 2-11 WEB TW20 1.5
02 .:42
.00
-90
-1413
-17
2
6 2 Civi
3-11 WEB TW20 1.5 03
:13
145 2 3-10 WEB TW20 1.5 4-10 WEB TW20 1 5 .11
340
579
2
4 5-10 WEB TW20 1:5
5- 9 WEB TW20 1 . 5
.12 -327- 2 F
6-* 9 'WEB TW20 1 . 5
.02
.00
109 25 2
2 6- 8 WEB, TW20 1 5 .40 -1352 6 7- 8 S WEB TW20 1:5 13- . 7 TCHORD TC20 2.5 0S
.:42 -252 46 2 2 AUG 2 5 1997
GUSSET PLATES
Joint # Gauke Size
Refer to Attachment A
for Gusset Plate Usage
'V SCREWS" INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE
MEMBER. SCREW COUNTS INDICATED AT INTERIOR POINTS OF CONTINUOUS
MEN4BERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLOWS:
22 GA: 166LBS; 20 GA: 240LBS; 18 GA: 263LBS; 16 GA: 370LBS; f4 GA (OR THICKER):
467LBS. MAINTAIN SCREW SPACING AT 9/16" MIN., MAINTAIN EDGE MARGIN AT
9/16-MIN.
-K Of! .OADrNG CONDITIONS, AND SPANS LISTED ON THIS SHEET. NO REVIEW OF ANY OTHER DESIGN DOCUMENT HAS OCCURRED. NO REVIEW OF THE END APPLICATION OF :HIS TRUSS ASSEMBLY HAS OCCURRED.
mysmart 8/25/97 STUDCO' 10:26am Ver 3.151a 'AL(LIED,
2525,
Z- PHOENIX, A 8SO09"
(60 2) 35
.
2 - 7678 Fax-(602) 269,-13241- 4,~
JOB NAME.'e '.~SPAN PITCH -bHL' OHR PLYS
-
ACING'
0 ; 1~ -20 11-4 -0-0 ~2-.0-0 1 -0 , -CALBRESE\T04 -712 4.9996 w6 0 2:-
3 9-'ll 7 -7-4 f11-4-12
-11 3-9-8 -9-1-9-8
0-10-0 4.0-0' 5 -7 -0;
4
3. 3
2 2
7 S
-0 e 0-0-.0,
-6-13 5 '5-9-15
5-6-13 11-4-12.
CSI Di e f 1 ec tio'n (10c) 105 TC .49 ..Vert - LL L/999' 5-6,
7 BC .36 Horz.-, TL :0111 5.
_WB .19%
'tC.CONTINUOUSLY SHEATHED
~-BCXONTINUOUSLY'SHEATHED D~pign,Loadings-
Reactions, LOAD CASE 1 Tt.
TOP LL TOP DL. BOT LL .-BOT D L
Jt 7.-445#' Jt 5%586# 16.0 14~0 .0 ~o 0
Materiall
T C~ tozbe'TC20'2.5
B//C ,, to be-TC20 ,2,.5 Webs ,to be TW20 1.5
aterial CS.I Force #Screwa,'Mode Brc
1- 2 TCHORD TC2 0 2.5 33 S2 2 v
2- 3 TCHORD TC2 0 2. 5 ~509 4 ....
113- 4,TCHORD TC2 0 2.5 -.45 so 2
6 BCHORD TC2 0 2.5 31 293 2
7 SCHORD TC20' 5 1-1.36 -- 536~ 4 '2. -1- 7 S WEB,TW2011.s :02.
-
91 2.
2- 7 WEB TW20 1 5 "~C. .19 -619 4,, .
2- 6 WEB TW20 1:5 .0t -166 2
3- ~6 WEB ~TW20 1.5 '06. 298 2
3- 5 WEB TW20 1.5
,
17 -413' 2 2 1 Brad S. Cv*ro.n 4 5 S WEB TW20 1.5 1-10 -'-250
8- 4 TCHORD TC20 25 .43 -46, 2 ,
LLI m
CC No 054821
Cvvl
0 AZ. OF po-\'~
AUG 2 5 1997.
SCREW INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE S
MEMBER. SCREW COUNTS INDICATED At INTERIOR POINTS OF CONTINUOUS
MEMBERS MAY BE NEGLECTED.. ALLOWABLE SHEAR PER SCREW IS AS FOLLOWS:
22GA: 166LBS; 20GA:",240LBS; 18GA:,263LBS; 16GA: 370LBS; 14GA(ORTtuCKER): I
'4671:BS.'MAINTAIN SCREW SPACING AT 9/16- MIN. MAINTAIN EDGE MARGIN AT.
9/16-MIN.
F -FE;5l -I r jlNf:tRr 5 SEAL INDICATES O?~LY THAT THE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MU41MUM DESIGN CRITERIA FOR THE LOADS,
3ADING CONDITIONS. AND SPANS LISTED ON TH]S SHEET. NO REVIEW OFANY OTHER DESIGN DOCUMENT HAS OCCURRE - D. NO REVIEW OF TilE END APPLICATION OF
-IS TRUSS'ASSEMBLY HAS OCCURRED.'~
KEYsmart 8/25/97
Ver 3.151a 10:27am ALLIED -STUDCO,
2525 N. 27TH 'AVE.
PHOENIX, AZ,85009
(602) 352-7678 Fax-(602) 289'1324
jbB'NAME- SPAN PITCH. QTY ~"OHL -%OHR PLYS. SPACING
CALBRESE\T05 20 18'-4-0 5.0005. 3 0 - 0 2~0-0. ..2-0-0--
j 4-7-0 - 9 -'2 -'0 13-9-0 18-4-0
4-7-0. 4-7-0 4-7-0 4-7-0
2-8-15 4 -7:13 0-10-0 -3 -
4
- .10 I a 9, 7 6
4: 01-0 01-0 0-?-0 0-?-o 0- -0
4T7-0~ 4-7-0 4-7-0 4-IF-0
4-7-0 9-2-0 -13-9-0 18-4-0
CSI, Zeflection, -(10 c
TC .82 Vert TL .07 11- L/999, 8_9 BC, .31 Horz TL ',.oil'*
WB',-v .19
TC :.BC
CONTINUOUSLY
CONTINUOUSLY
SHEATHED
SHEATHED Design Loadirig's
Reactions LOAD CASE 1
Jt 10 853# Jt, 6 853#- TOP LL TOP DL, SOT LL BOT DL
16.0 14.0 .0 10..0
Material
- 1,to'b ' T e TC2 0 2.5 N - //C B C to be TC2 0 2.5 Webs to.be TW20 1.5 0 0
Material CSI'Force #Screws -Mode Brc
l-,2 TCHORD,TC20 2.5 82 -1146 6 i
2-,3 TCHORD TC20 2. 5
3- 4 TCHORD TC20'.2. 5 .71 -862
.71 -862 14
4 18&3rad S. on 4- 5 TCHORD TC20 2. 5 .82 -1146 6
6- 7 BCHORD TC20 2. 5 .14 0 2, 0 M .7- 8 BCHORD TC20 2. 5
8 9 BCHOPD TC20 2. 5
.31 1008
.31 1~1008
.6
6 U-J, No. 054821 M
9-10 BOiORD TC20 2. 5
1-10 S WES TW20 :1 5
.14 0
18 -814 2 4
9 WEB TW2 0 1: 5
9 WEB TW2 0 1 . 5 :19 1017
.01 - 37
6
2 Civil 8 WEB TW20 1'. 5
8 'WEB'TW20 1 5
.12 -308
391 .07
2
2 (5
4 -', 8 WEB TW20 1: 5 -
7 WEB TW20 1.5
.12 -308
.01
2
2 0 7 WEB TW20 1.5
- 37
.19 1017 6 OF C
5- 6 S WEB TW2 0. 1. 5 18 -814 4
11- 1 TCHORD TC2 0 2 5 4 5 46 2
12 5 TCHORD TC2 0 2: 5 .42 46 2
I AUG 2 5 1997
rH RRQr1U'S,;QW*" 011c; ID~ xSAWWW"L
'-OADING CONDMONS, AND SPANS LISTED ON T19S SHEET, No REVIEW OF ANY OTHER DE.SIGN DOCUMENT HAS OCCURRED. NO REVIEW OF THE END. APPLICA I 1UN Ul'
rHIS TRUSS ASSEMBLY HAS OCCURRED.
GUSSET PLATES
loint # Gauge Size 4
Refer to Attachment A
for Gusset Plate Usage
"N SCREWS" INDICATES THE NUMBER OF #10 SCREWS AT THE END OF THE
MEMBER. SCREW COUNTS INDICATED AT INTERIOR POENTs OF CONTINUOUS
MEMBERS MAY BE NEGLECTED. ALLOWABLE SHEAR PER SCREW IS AS FOLLOWS:
22 GA:, 166LBS; 20 GA: 240LBS; IS GA: 263LBS;, 16 GA: 370LBS; 14 GA (OR TIECKER):
467LBS. MAINTAIN SCREW SPACING AT9/16" MIN. MAINTAIN EDGE MARGIN AT
9/16-~MIN.
REVISEDi
4-23-97
ZONE 1211 F-
ZONE x
ZONE'A lix, 11
ZONE
IF ALL REQUIRED FASTENERS ."N'.'l CANNOT, FIT INTO
ZONE THEN A-.,G0SSET..PLA'TE` is REQUIRED.
AS.SPECIFIED.- USE- GUSSET PLATE GAGE CA S Fc
SIZE GUSSET ~PLAT~ To AccomODATE ALL
-FASTENERS' CONSIDERING EDGE
AND'SPACINGS.
DETAII REFERENCE NUMBER' 06
[K~0-4 G
CL =.L cm ~F
2 TCHORD TC20 2.5 .07
-
48 2
3 TCHORD TC20 2.5 90 2005.e, '10
4 TCHOPD TC20 2.5 :86 -2013 10
5 TCHORD TC20 2.5 .86 -2013 .10
6 TCHORD TC20 2.5 .90 -2005 10
7 TCHORD TC20 2.5 .07 2
8- 9 BCHORD TC20 2.5,. , ..46 1818 ;8
9-10 BCHORD TC20 2.5 :45 2013 10
10-11~BCHORD TC20 2.5 .71 2350 10
11-12 2BCHORD TC20 2.5 2350 10
12-13 BCHORD TC20 2.5 2013 10
13-14 BCHORD TC2 0 2.5 .46 1818 8
1-14 - WEB TW20 1.5 .05 -247 ~1 2
.2-14 WEB TW20 f. 5 .58 -2141 10
2-13 WEB TW20 1.5 .04 228 2
3-13 WEB TW20 1.5 .09 -280 .2
GUSSET PLATES
Joint4 Gauge Size
Refer to. Attachment A for Gusset Plate Usage
KEysmart .,,
Ver 3.2011 TEST TRUSS ,
9/26/97
4:20pm
Page -I,of I
JOB NAME S PAN, PITCH QTY bkL OHR PLYS SPACING".
CAL~CHECK\GO~, 20.'' 18-4-0 '5,A000 1 2~~0-0 2'- 0 -0 1 1~0-0.
3-0-0
A-0-
6-0-0 9-2-0
3-0-0 3-2-0
12 4-0 15-4-0 '1 n 3-0-0
18-4 -0
3-0-0
0-10-0 2-1-0 3-4-0 3-4-0 3 - 4 ~O 2-1-0 0-10-0
4 .0- -0 01-0 01_~ 01-0 0- 0. 0- -0 0- -0
3-0-0 3-0-12 3-1-4' 3-1-4 3-0-12 3_0~0
3-0-0 6-0-12 9-2-0 - 12~3-4 15-4-0 18-4-0
CSI Deflec'tion
TC 90 Vert TL .1511 L/999 11~12 ~7; BC .71 Horz,'TL .0611 8 .4 WD .58 TC CONTINUOUSLY SHEATHED
BC CONTINUOUSLY SHEATHED ign 1~es 'Loadings
Rda;cti*ons LOAD CASE I
TOP LL TOP DL BOT LL BOT DL STANDARD LOA~I,NG Jt 14.1415# Ji 8 1415#. 32..0 .28.0 .0 ..0
JT DIR LIVE DEAD 'POINT LOADS
Material 12 V rt , 95.6 120.4
...10
Ve ert 95.6 120.4
T/C to be: TC2 1 0 2 5- SECTION DIR -LIVE DEAD "DISTRIBUTED LOADS
B/C to be: TC20 2:5
Webs.to be: TW20 I . 5
8-10 Vert .0 20.0
10-12- Vert 45.3 . 84.0
12-14 , Vert .0 20.0,
Note:Distributed Loads Replace SEandard-Loads
1A 4- -r U~-^
3-12 WEB TW20 1 5 .15 793 4
4-12 WEB TW2 0 1: 5 .15' -473~ 2
4-11 WEB TW20 1. 5 .08 441,' 2
4-10 'WEB TW20 1. 5 .15 ..-473 - 2
5-10, WEB TW20 1. 5 .15, . ~793 .4,
9 WEB TW20-1.5, .09 -280 2
9* WEB TW20 1. 5 .04 228 2
6-'8 WEB TW20 1. 5 .58 -2141 10
7-- 8 WEB 'TW20 1.5 .05 -247 2
1 TCHORD TC20 2.5 .45 46 2
7 TCHOPD TC20 2.5 .42 46 2
11# SCREWS" Indicates the number of #10 screws at the end of the,
member. Screw counts indicated atAnterior points of continuous
members ,shall be neglected. Allowable shear per strew as follows:,
22 GA: 166lbs;, 20 GA:240lbs; 18~GA:2631bs;, 16 GA: 370lbs; 14 GA:
467lbs; 12 GA:467lbs; 10 GA:46?lbs. Maintain screw spacing at
9/161, min. Maintain edge-margin at 9/1611min.
P
%
ALL GENERAL NOTES FOUND ON PAGES 1 AND 2 OF THIS DRAWING PACKAGE SHALL BE CONSIDERED AS AN INTEGRAL PART OF THIS COMPONENT DESIGN DOCUMENT.
THAT THE PROFESSIONAL ENGINEER'S SEAL INDICATES ONLY THATTHE TRUSS ASSEMBLY SHOWN ON THIS SHEET MEETS THE MINIMUM APPLICABLE DESIGN'
,1
NOTE
CRITERIA FOR THE LOADS, LOADING-CONDITIONS, TRUSS MEMBER CONFIGURATIONS, AND SPANS LISTED ON THIS SHEET.
N A,'
-KEYsmart,
Ver 3.201 TEST.~'-TRUSS* 9/26/97
4:24pm
JOBT,NAME SPAIC -ITCH QTY~ 'OHL OHR PLYS' PAC 114(~
CALC
I HEql~-\GO2 20 18-4-0* 5-0000 1 0'0, 2 - 0'-*10;' 1 0 0
3-0-0 6-0-0 9-2-0 15 -4-0 18-4-0
3-0-0 3-2-0 .3-2-n 'A _n a - 3-0-0, -
0-10-0 2-1~o 3-4-0 3-4-0- '.3 0 2-1-0 0-10-0,
A 1 3
K\
is
12
5.
2
5
%
P7
6 14 L.5
4-
01_0 '01
0-
01 0- 0~ 0~0-0,,,. O-q-0 0-T-0 04-0
3-0-0
3-0-0
~:3 12
6-0-,12
3 1-4
9-2-0
3-1-4 310'-12
12-3-4 A, '15-4 -0
3-0-
' 0 18-4 -0~
Ma,terial.
T/C to be TC20 2'.'5
B/C to be TC20 2. 5
Webs'tb be TW20 1.5
Screws 7
!dhord mat:erial "'Length B64 End A ',-Web Material - length Screws
-1'7 '3 '-P~20' 2. 5: 8-' 8- 0 (2) ..(10) '.1714 TW2:0 1~. 5, 0- 9-12~ 2
3 5 TC20 2.-5 '6 - 4 ~ ',0 10 10) 2-14 TW2 0 r. 5 3- JZ_ 1' 10
5 7 TC2 0 2 .'5 8- 8- 0 1:0 2)- 2-13~ TW2 0 1. 5 2- 7. 0 2
.8-14 TC2 0 2.5 18 4 - 0,', (8) 8) 3-13 TW2 0' 1.5', 4 - 3.- 5 2
3-'12, TW2 0, 1. 5' .3- 3-12. 4
4"12 TW2 0 1 .'5 4- 4- 0 2
4-11 TW2 0 :1. 5' 3-i2 2
10 'TW20 1:5 4- 4- 0 2.
A: ~5-10, TW20 -1..5 3- 3-12 4 7'
'9A 'TW20 'l.-5 3- 5 2
.9 'TW20 1.5 2- 0 7 2
6- 8 1. 5, ITW20 4
- 1
10
~7- 8 TW20 1. 5 0 9'12 2
4
JOT,3J2RECK\G02 20.KSR SPAN: 18- 4- 0 5.00/12 TRUSS TiPE1600
kEYsmart Steel Version:3.201 'PATE,:',9/26/1997
NODE, LOCATIONS
NO'DE: X COORDINATE Y COORDINATE
FEET. 'FT IN -16 FEET FT IN. 16-
-2.000 , -2- 0, _.11~ 0 ,71 6
1 .-odo~ 0 0 0 .7~O 0 8. 10 -
14- .0010 0 01 ..104 0 1 4
2 ~'3.000 3 0 1-.970 1 11 10
13 3.000 3 0', 0 1
3 6.000 6 0, 0 3 _2 2~,'O - 3 2,' 10*
12 6 ..104 0;,
4 -9.16,7- '.9; 2 3 - 10
11 9.161 9 2 0
*
',104 0 1 4
5 .12.333 12 4 -0, .3.220 ~3 2 10
10 12.333 0 ..104 0 1 4
6, 15 .4 :-O~ 1-.,970 1 11 10 -
9 15.3 33,,,- 15 4, 0 .104~, 0. 1 4
18.33 18 4' 0 - 7'~ 0 .0 8 1,01
8'' 18.333. 18 4 0 ..104 0 1 4
16 2b.333 20 4 0- -,.113 -0 -1 6.
MEMBER PROPERTIES
MEMBER ~CON _TYPE _KEYMARK
GRADE. LENGTH,
2 R-R TCHORD '210 TC20 2.5 .'00~00
3 R7R -TCHORD TC20' 2. 5 39_0000
.41, P-R 210 TC20 2-1.5-, 38'. 000.0
5 -R-R, . TCHORn 21G TC20 2,.5 38.. 00001~,.
5 6' P-R TCHORD 210 TC20, 2.5 39 -.'b000
6- 7 R'R TCHORD 210' TC2 0 2."5 39.0000
210 TC20 2.5 36.'0000
9-10
R-
' R
BCHORD
R-R BCHORD 210 TC20 -2.5 -36.0000
10-11 R_R BCHORD, -210 TC20 2_5, 38.0000
11-12 R-R,~ BCHORD .210 TC20 2 .'5 38.,0000
12-13 R-R BCHO1~D~ 210 TC2b 2.5
13-14 R-,R BCHORD'~ 210 TC20 2'. 5 36 . 000!0,
1-14 P-P WEB 219- TW20 .1.5 .7.3958''
2-14 P-P WEB 219 TW2 0 1.5 42.. 397:8,
2-1-3 P-mP -W2B 219 TW20,1.5 22 1.3958
~3-13 P 7 P. WEB 2'19 TW20 1-..5 -51. 9081
3 -12 P -P WEB' 219 TW2 0 1. 5,,. 37.3958'~
4-12 P-P WEB 219"TW20 1_5 .~3.3146
4-11 P-P , WEB 219 TW20 -i.5 3 7. 3 9'5 8
1-0- 4-1 ~_P_p WEB~ 2 1 ~ 'TW2 0' 1.5 53-.3146
5-10 P-P WEB '219 TW20 1~5 37.3958
9' P-P~ WEB TW20 1'. 5
9 P-P -WEB' 2`19 TW2~O 1.5 ~22 ,.3958
6- 8 P-P WEB 219 TW20 .1.51 42.3978
P-P WEB ~19 TW20 1.5 7.3958"'
15- 1 R~R TCHORD 210 TC20 2.5 2,6,. 0 GO
16- 7 'R R, :'TCHORD 210 TC2 0.12,5 26 OU0
THE STRUCTURE HAS UNIFORM LOADS AS FOLLOWS,,,
..MEMBER _HORIZ VERT
COMP COMP
(PLI) (Plil)
.1- 211, .000 -5. 000
3 .000 -5.000,.
3- 4 .000- -5.000
4~ 5 ..000 -5.000
6 oob 5'. 0 Q0
1 ".000 -5.00&
8--, 9 1 .,000 -1 .6 67
9--lo .000 -1-667-
10-11' 0001, -10.775,
11-12 .000 -10.775
- 1., 66 7
3 --'l 4, ...000 ~l
'
667
AP 0 -5.000
7 .00,01 -5. 0'0 0.
THE STRUCTURE HAS NODE LOADS AS FOLLOWS
NODE -' DIRECTION LOAD IN LBS. OR IN-7LBS
NUMBER OF LOAD AS'APPROPRIATE
12 VERTCL -.216.0
10 VERTCL :'-216.0~
RESULTS
REACTIONS
REACTION HOR. comp~. VERT. COMP. MOMENT "TYPE
'(LBSf;~_ (LBS) (IN-LBS),
14' -.001 -001, IN',
8
------------
.000~ :14i.5.450l
-------
7 .',0 0 1 ROLL
SUKOF LOADS 0: 2 83b,. 9 -3.lE+05
SUM OF REACTS. , .0 2830'.9 j.,lE+05;.
DI-FFERENCE .01
- - - - - - - - - - - - - - - - - - - - --- - - -
L
- - - 7 --- - - - - - - -
STRENGTHANALYSIS
MEMBER',END ACTIONS
MEMBER LOCATION AXIAL,,,, SHEAR- MOMENT
(L8S) (LBS) (IN-LBS)
2 NEG END 932 117.437 -1440.005
Yos. END 2 0. 2 9 9.'~- ~48.717 -99.979
3 NEG END 2005.905 85,.64.1 99 H4
POS END ~19,3.6 . 674 $0.513'' Qbo'
-4 NEG END 2013.112 78.56"0 .000
POS END -2013.112 .,111.440 62.4 724
5 NEG END 2013- 110' 111.440 624.727.
POS END 2013.110 78.560 0 0 3',
5,,- '6 NEG END,.- 1.93 6 6-70 80. 515
POS END -2005.901 -85.639 -99'. 913
6- 7" NEG END -20.29 9-- 48 .'716 99.9-10
POS END ~48. 932 117. 438, -1440'.004
8 9 NEG END 1'8 18. 6'6 1 -36.826- -.()Ol
POS~l END 18 lJ8. 6 6 1 -231.174 -245 -. 742
9-10 NEG END -2013.109,' .'2. 912, 24~5. 744
POS END_ 2 0 13. 1.0 -57.088 129.412
NEG -END -2350.461. -188.908 729.406
TOS END 2350.46-1~`l 2 2 0.,54 2 1330A65~'
11-12 NEG END, -2350.4,61 --2,20.542 13-3:0 . 4 6 5
POS- END 2350,."46.1 -188.90.8- ~,729,406
12-13 NEG END 2013. 115-, 5.7.088., -729.412
POS END: 20.13.115 -2.912 -7245.746
13-14 NEG END -18.18-60 , -23-1,14 245.743
POS END -18 1,8'. 6 6 9 -3,6.826 .001
L-14 NEG . END., 4 ~,,. 2 2 3' 0 .000,
POS END 247-223, .000, .000.
.2,-14 NEG 'END 2 14 1. 875 Ado '.0,00
POS END -2141.875 O'~o 0
2-13 NEG END~. -,228.074 _000 .000
POS END 228.074 .,.Ho '.000
3-13 NEG 'END' 280.371 A00
PO& END', --280.371~, Q00 .000
3 2 NEG END~, 793.980 .000 000
PO'S 'END 7931 .980 .900 .000
4-112 NEG'END 473.304 .000 .900
PO.S ,,,END -473.3,04 000
4-11_ NEG'END -441' * 086 .00.0 .000
POS END 4 4 l..O 8 6_ .000 A00
.4-10'. -NEG END 4-73. 308 .000 A00
POS END, '473.108, obo
5-10 NEG'END -793.980 .000 .000
POS END 793.980 .000 .000,
5- 9 NEG END- 280 .'373 .00.0 .600,
POS END ,. -280,.373 .000 .000
6- 9 NEG -END -228.0-71 .000 ..000
POS END 228 . 071 .000 .000
-6~ 8 NEG END 2141.867 .000 oo&
POS END '-2141. 867 boo .000
7- 8 NEG -END 214 7.2 2 4 .000 .000
POS END -247.224 .000 ..000
1 NEG END .000 .001 Oil
POS END 46.154 -14,40.011
7 NEG END -.001, .001 .011
POS END 46.11,55 -110.770 1440,."010.
LIMITS: T/C ~1.005 B/C 1'.-005 WEB 1.005
INTERACTION ANALYSIS
ADDNL AXIAL AXIAL BENDING' SHEAR.
MEMBER I14FO LENGTH 'FORCE ALLOW MOMENT ALLOW— SHEAR
-
ALLOW CSI 'BRC
1 2 S -49. 2956. 179., .3471.. 117-. 2074,.. .07,
-2- '3, S, 39.000 -2006. 761. 3471. 86. 2 02, ~. ~.90
4 S 38.000 -2013- 2956. 617., 3471. 111. 2074. -.~86
4-,5 S-7 38.000 -2013. 2958. 617., 3471. 111. 2074. .86
5-.6,S 39.000 -2006. 2956- 761. 3471. 86. 2074. .90
6-~~7 S 39.000- -49. 2956.- 179. ~3471. 117. '2074. .07
8- ~9 S 36.000 1819. .-5434. -407. 32-98. 37. 2074. .46
9-10 S ~6.000- 2013. 543A. 7 248. 3298. 57. 2074. .45.,
10-11 S 38.000 2350. - 5,434.' -927. 3298 ,.' 212 2074. .71'
11-12 S 38.'000. 2350.. 5434. -927. 32-98. 221. 2074. .71~-
12-13 S- '3,6-. 0 0 0 2013.1 5'434. -248. 3258.. 57. 2074. ;,4 5
13-14 S' 36.boo 1819. 5434. ~-407_ 3298. 37. '2074.-' .46,
1-714 UI .7.396 -247. 4620,. -0. 2316-. 0. 1,1626. .05
.2-i4 U! 42.3~98 -2142. 3709., b. 2316.', 0. 1626.. .58
2-13 UI 22.396 228,. 53,35. 0 2316 0.' 1626. .04
3-13 UI 511.9,08 ~280. '3229. 0. 23,16 1. 0. 1626. .09 ,
3-12 UI 37.396 ~794.. 5335. 0. 2316. 0. -1626.' .15
4-12 UI 53'.,315 -473. 3150., 0. 2316. 0. 1626. .15
4-11 UI 37.396 441. 53,35. 0. 2316. 0. 1626. .08-
4-10 UI 53.315 -473. 3150. '0 . 2316. 0.. 1626. .15
5~10 UI 794. 5335. 0. 23,16. .0. 1626.
9 UI 51.908 -280. 3229. 0. 2316. 0.. 1626. .09.-,
6 9~, UI 22.396 228. 5335'. 0.- 2316. 0. 1626. .04.
8 UI 42.3918 -2142. 3709-.1 '0 . -23116. 0. 161,26." .58
8 UI 7.396 -247. -4620. 0. 2316. ~0. 1626. .05
15 1 S 46.._5434. -1440. 3298. ill. 2074. .45
18- 7
---------------
S 2 6- 0 0.0 46. 5434- 1440. 3471. 111. 2074. ...42
,Tension/Bending Governs: equ C5-3
JOINT SHEAR TABLE-
MEMBER WEB SHEAR PERP SHEAR ALLOWABLE FACTOR -TSI
2-. 4'' 4 3 1744. 1...00, 841
4- 6 ,4- 3 1744'. ~2074 11. 0-0 .841
6.- 8 6- 794.. 2 0 7 4,. 'l. 00 ,.383
8 - LO :10-11 794.. 2 0 7 i.,oO .383
12-15 174-4. 20741., LAO .841
.1~ - 14' 12-15 1744 . -,2.074-. 1-00 8 4 1'.
15- 13 12-15 .113 1%, 201A.. 1.00
1 3'~ 1 10-11 - 794. 2074. 1.00' .~383
ii, - 9 10711 794. 2074. .1.00 3 83
9- 7 6- 7 794.. 2074. 1,~. 0'0 .383
7 - ~~,.5, 6- 7 794 2 0 74:. -1.,:00 '3 8 3
--5-. 3 4-- 3 .1131. .2074. 00 5.4 6
CONNECTION INFORMATION
JT# MB.R FORCE #SC, I11BR FORCt:#SC MBR FORCE -#SIC MBR FORCE #SC,
1 14 2 47 Z
2, 1'~~".2' 4 8', 2' 2 3 -21005 10 2-14 ~21411. 2 -- 13 '2 2 ~,2
3 2'-:~3 ~-20105 10, 3- 4 -2013 10 3-13 0 2 3-12' 7 9 3_ 4
4 3- 4~ 2013 10 , 4- 5 -2013 10 47'12 -473: 2 4-1L 441 '2
4-10 -473 2
5 4- .5 -2013 10 5-. 6 -2005 _5.710 -7 93: 5- 9 '---:-280 2
6 5- 6 -2005 6- .7,, _48~ '2 -6-'. 9 228 ~'2 ~6- .10.
7 6, 7 - -48'~ 2 -7-'8 2
~8 8-- 9 1 818 E3 6- 81 72-141 10 7 - 8 2 47 2.
9 8- 9 1818, 8 9-10 2013' 10 5 '-2'8 0, -2 6- 9. -2
10 9:'_ 101 2013 10 10-11 23*50 10 4 - 1,10~ 3 2 5-.10 793 4.~
11 ...10-111 23'50 :~10 11 ~ 12-, 2350,.. 10, 4 7'11 441' 2
12 11-12, 2350 12-13 2 Q.1 3 ~10 3,712 793 4 4'12 -473
13 ,12 -1:3 2013 1G* 13-14' 18118,:' .8 2-13 2281, 2'.' 31-13 2.8 0,
14 13".14 1818 8'. 1-1
1
4, -247 2, 2,~ 14 -2.14 10
15 13-14 1818 8 -
16 ~13714 1818 8',.
-JOB: 0149CX\002 '2-0.,KSR SPAN: 18~ 4- 0 5.00/12 TRUSS-_TYP2 11600.
KEYsmairt. Steef Versi.on:3.201 DATE: 9/26,/1997_
LOAD CASE 1
MAXIMUM '~OTAL LOAD MEMBEk-`~--DEFLECTIONS.
LOC FROM, MEMBER
MAX DEFL-. NEG END,', 'LENGTH
EMBER (IN) AIN) (IN)
1- 2- 39.000 39,.00.6
27 3t ~ -.123 26.000 39. 000
4 142,.,, 2 5. 3'3 3, 3 8,.,0'0 0
5 -.142 .12.667
6 -.123 13.,000 3 5. 00,0''
71" -.084 3 9. ~0_0 0
0 8~, 5 36.000 36.000
9,:lo .122 3 6 . 0,0'0 36 . 000
.150 22...167 38 . 00'0
11712 .150 15%. 83~ -38.000
12-13, .000 36.0.00
-13-14 .085,-, 0~0,0 36.000
POINT DISPLACEMENTS' a
DISPLACEMENT DISPLACEMENT DISPLACEMENT
POINT HORIZONTAL VERTICAL 'ROTATIONAL-
NUMBER IN) .(IN) (RADIANS).
is .006- .018
1 1 00'i 000 848E-03
.14- oo~o .000 -.316E7 02
2
, .094' -.235E-02
13 009 .0 85 -.'133E-02
3 .037~
-12' _017 122 .170E. -02
-4 .139 .,1768''06~
.028 .142, I .145E 08
5 .019 1.18 4 E - o 2'
10 .039 .122 '.~170&~02
61 .-622 .084 2.35E_02
9. .085. .133E702'~~_
7 .057 .000 ..848E 03
8 .056 .000 .316,E-02
16 -.050 .018 -.125E-02
OVERALL IMAXIMUM POINT-DEFLECTION
HORIZONTAL INCHES. AT NODE 7
VERTICAL .142 INCHESh'AT NODE 11
ROTAT I ONAL -.003 RADIANS 'AT NODE 14
MAXIMUM DEAD LOAD MEMBER DEFLECTIONS
LOC FROM MEMBER
MAX DEFL NEG END LENGTH
EM88k- (IN) (,IN) (IN)
1- 2- -.050 39~.000 39.000
2 - 3 -.070 29.250 '39.000
3- 4 -.-082 38.&00 38..000
5 --.082 .000 38.000.
5_6 -.070 9.750 3 9 ~ 0 0 0
6- -i -.050 _000 39.000
8- '9 Q5 0 36.000 36.000
9-10 .072 3 6,' 000 36 . 00*0
10' 11 .084 38-..,Ooo 38.000
-11-12 .084 .000 38.0010
12"13 .072 .000 36.000
13~14. .050 .000 36.000
POINT DISPLACEMENTS
DISPLACEMENT DISPLACEMENT-, DISPLACEMENT
'POINT HORIZONTAL VERTICAL ~,,ROTATIONAL
NUMBER (IN) (IN). (RADIANS)
15 -.001 .239E-03
-.001 ~.738E-03,
14 .000. o o 0: 2-0.OE" 0 2
2, .020 .056 -.129E-02
13 o,o5- .05,0~ -..750E-03
,:3 .022 ~.,069 ..349E-03
12 .010 .072 -.102E"02
4 .017 .,0:82 -.-818E-07
11 ..017 '084 .759E-99
5 .011 .'0 69 .972E-03
0 23, .072 .102E-02
6 .013 .050 .129E-02
9 8 05P 750E-03
.034,-.. .000 .738E-03
8 .033 .000 .200E-02
16 b34 .000 -,.239E-03
.OVERALL. MAXIMUM POINT DEFLECTION
HORIZONTAL .034 INCHES AT NODE 16
VERTICAL .084 INCHES AT -NODE 11
ROTATIONAL -.002 RADIANS AT NODE 14-
MAXIMUM.LIVE LOAD MEMBER DEFLECTIONS
LOC - FROM MEMBER
MAX DEFL NEG END LENGTH'
EMBER- (IN) (IN), (IN)
39.000 39.0.00
2-3 -.052 26.000 39.000
3-' 4- 0'.57 38 _00 0 38.000
4- 5 -.057 ._000 38.000
,5_-'~ 6 -.052 11.000 '39.000
7 -_034 .000, 39.000
8- 9., 36.000 , 36.000
9-10 .050 36.000 '36.000
10-11 .058 38.000 38.000
11-12 .058 .000 38.000
.000 36.'000
13-14 .035 .000 36.000:,
POINT DISPLACEMENTS
DISPLACEMENT DISPLACEMENT DISPLACEMENT.
POINT HORIZONTAL VERTICAL ROTATIONAL
NUMBER (IN) (IN) (RADIANS)-
~15 .-007 101E-,02
1 -000 .0,0-0 1:10E' 03
14 oo(~,, .000 -".116EI-02
2 014' '034 -.1,06E-02
13 003, .035 -.57-7E,-03
3 .015 .504E-03
12 —0 0 7 '650 .68SE-03
4 .011 057' .939E-07
11 .011 .058 .616E '09
-5, .008 048 .873E-03
1 b" .016, 050 ..685E-63
6 .009 .034, 106E -02'
9 0 2 Q .03S,. .577E-03
7 M~. .000 110E-031
8: 023, 000 116E -02
i~6 .016 o18 ~..'101E-02
OVERAtL'MAXIMUM POINT DEFLECTION
HORIZONTAL~- .023- INCHES AT NODE .7
VERT I CAL, -0 5 8- INCHES' AT NODE 11
ROTATIONAL' -.001 RADIANS- AT NODE~ '14
OINT SHEAR'REPORT
jOB:CHECKNG02 20 l.KSR- SPAN:18-~- 4-. 0 5,1 00/12 ~TRUSS TYPE 1600
K2Ysmart SteeLVersion:3.201 DATE: 9/~6/190
LOAD :CASE 1
'JOINT CHORb WEB AXIAL SHEAR, ALLOWABLE , FACTOR TSI
1 1 13' -247. ~'2 8. 2,074., 1.00 .11
.2 1 14 -1744- 2'074 1. 1.00 .84
2.~ 1 15 *2 2 8- 211- 2,074. 1.00 elo
2 2' 14 2142. 1744. 2074-. 1.00 ..84
2 2 15 228. 2074.. 1.00 -- .10
2 '16 280. 261 2074. 1.00 .13
3 11 .7 94 733. 2074. 1.00 .35
3 3 16 280. 202.. 2V74 I ~. 0 0, .10
3 3 17 794-. 794. -2'074 1.00 .18
41 1, 18 ,473.. 3, 3 2'.~ 2074. 1.00.
.4 1,9 441.- 1-00 21
4 3 -.2-0-, -473. 332.1 2074. 1.00 6
4 4 -,18 473. 33,i. 2074. 1.0 0 416,
4 19 -441. 441. 2074. liOO 2 1.
4 4 20 473. 332.:- ".2074.- 1.~00 .16
5 4 -21 794. 794. 2074'. 1.00 .38
5 4 22 280. 2b2. 2074.,-', 1~00 .10
5 5 21 7 9 4-.' 7133.- 2074., 1.00 .35
5 .5 22 280. 261. 2074~ 1.00 .13
6 5 23 228: 211.~ 2074. .1.00 .10
6, 5 24 2142. 1-744. 2074. 1.00 .84
6 23, 228 211. ~074.. 1.00 .10
6 24 2142. 1744.. 2074. 1.00 .84.
7 6. 25 247., 228. 2074-. 1-00 .11
7 24 2142.~~ 1131.- 2074.' 1.00 .~5'
8 7 25 2 4 7''.'- 247. 2074., 1~00 .12
9 7 22 280. 202.~ 2074., 1-00, .10
9 7 23 228. 228.~ 2074. 1.00 .11,
9, 22, 280. 202. 2074. 1.00 .10
8- 23 228. 228. 2074 ~1.00 :- .11
10 8 '2 0 -':473. j32.~ 2074.~ 1.00- .16,
10i 8 21 7914. 794 2074. 1 l.-oo .38
10 , 9 20 473. 33-2. 2074. 1 .'0 0 - .16
lor 9 2 1.~ 794. 794 2074. :3 8
ll~ 9 19 4:4 1 441. 2074.,-,. -1.00 .21.
11 1 b. 19 4411. 441; 2 0 74_, 1. 00 .21
12
" 10 17- 794. 794. 2074. 1.00- .38-,-
.12 '10 18 473. 332.1,.. -'2074. 1. oo~' 16
12' 17 , 794. 794. 20.74. 1.00 ~3 8,
~12 11 18 473. 332. 2074. 1.00 .16
--13 'l 1 15 22"8. 228. 2 074 . 1-00 .11
.13. 11 16 .280. 202. 2074. 1.00 1 -.'10
13 12 15* 22~8. 2~8. 2074.' 1.00 -11
13 12 16 281 0. 202. 2074. 1 . 0 0~ .10-
1.4 12 13 247 ,. 2074. 1-.00. .12
14 12, 141, 2142. 1131. 2074. 1.". 0 0, .55"
Designation-Thickness-Weight Gross Section Properties Effective Section
roperties
Allowable
Moments'
Torsional Section Properties
Designation Design
Thickness
(in)
Weight
(lb/ft)
Area
(in 2) Ix
(in 4 rx
in (in 4)
r,
(in)
1.
(in 4), SX+
(in 3)
Ae
(in 2) Ma+
(in-lb)
Ma-
(in-lb)
_X.
(in) (in 4) C~
(in')
C~h
(in')
RO
(in)
Source MSMA Studco, SUP ,
-(3&4)
lCBO
(10)
lCBO-
(10).,
lCBO
.(10)
lCBO
(10)
lCBO
(.10)
lCBO.-
"(20)
SUP
(4j
ASU METL' ICBO
(10)
ICBO
(10) X 10-4
lCBO'
(10)
lCBO
(10)
ICBO
(10)
ICBO
(7)
2.5TC22 0.0283 0.723 0.213 0.1060 0.7077 0.165 0.882 1 0.1066 0.0610- 0.114- 3775 'V75 2.2656 0.526 0.0528 0.0645 2.5321 0.1994
>- 2.5TC20 -.0.0346 0.852 '0.2751 - 0.1303 0.7077, -0.2023 0.882 0.1303 0.0864 0.180 3471 3916 2.2656 0.961' 0.0645 0.0789 2.5321 0.1994, 2.5TC18 0.0451 1.110 *0.3390 -0.1698 0.7077- -0.2637 0.882 0.1698 0.1281 0.270 5906 5799, 2.2656.. -2.13 0.0841, - 0.1029 2.5321. 0. 1 994~
25TC1 6 0.0566, 1.380 b.4255 10.2131 0.7077 0.3309 0.882 0.2131 0.1617. 0.273 8709 8117 2.2656, 4.21 0.1060 0.1291 2.5321 0.1994:
3.5TC22 0.0283, 0.914 0.2758 1 0.1180. 0.6-5-5-0--F -0.375 1670 0.1183 1,,0.0613 .-0.168 3.5173 0.662 0.1365 0.0689 3.7633 265
3.5TC20 0.0346 1.080 0.3567 0. 1447 - 0.6550 1, 0.4592 1.1670' 0.1447- 0 ' 0869 :0.211 4326 3916 3.5,173' 1.21, OA669 1 '0.0843 3.7633 '0. 1265, 3.5TC 18 0.0451 1.400 0.4395 0.1886 0.6550 1 0.5986 1.1670 '0.1886. -0.1290 1 0.339- 7523 5799 1-3.5173 2.68 - 1.0.2175.1 0.1099 1 3.7633 0.1265 3.5TC16 0.0566 1 1.746 1.0.5516 1 ~0.2367 0.6550.1 0.7512 .1.1670' 0.2367 0.1629 1 0.295 11325 -.1 9758' 1 -3,5173 1 5.29 1 1,0.2730 1 0.1379 1 3.7633 1 0.1265
Legend'
MSMA : Metal, Stud:Manufactbring Association
Studco: American. Stuaco"ln,c.
lCBO:ASU generated lCBQ Repqrt
'SUP: ASU generated Supplementary Report
ASU: ASU tested (4-point bendjes ts)
METL: Metals Ejngineering & Testing-Lab (3-point bend tests) <
Numbers in parenthesis indicate page numbers
Refer,to AlSl Manual f6rsymbol -definitions
Test piairf6rmed'usin'g 24" samples (4-point bend,tesis)
TC2.5 TOP CHORD -,CALABRESE.MCD, Keymark Engineering 5-
'Develop factor of safety from C4:
For the case of t <-- .09, factor of safety is always 1.92'
-For~t :~,,.09.'and Fe > Fy/2, the factor of safety ~4ill vary~
in Qc 1.92 t ~0.035 ch'
~py R =0.~55
2-Fo~
5 1 R. 3 Qc 1.794 Qc2 := + —
:R-- .2, 3 8 8
Y~. Fy
Qc :=bc Fe:5L + Qc 2-Fe> Qc thick 1.794 thick - 2'
c Qc-- 1.920 ",Qc Q 1 '(t,:S-0.9) + Qc thick-.(t>.09)
Nowfin'd allow-able.axial load:
P n Eqn. C4-1 2 836.%,, kip a a,. (2c
-.Bracilng Co nd.itions Data rd' dated fror-h
P
LU=-39 inch -,from Matrix Report Ae =0.176 n
A: 0.275 inz
Fn 30.919 ksi
The following Bracing Conditions are in Inches,
Kx=.75 Lx-6' Ky ~5;,, Ly=LU,,
= K -5 Lt= 12 t .7
s 1,5.- , 10~
41.3
9/26/97
TOP CALABRE.SE.MC(), K.eymark Engineering.,. 6.
"Consider Combined Axial ~Loacl and Bending About One Axis
Section C5
frame braced againsf , C :=.85 for a co m pressio n, me m ber in a M joint translation in the plane of bending, and subject to
transverse loads between, supports, with'irestrained ends
*choose Cm .85 per section C5.
J b 202 in4 full, unreduced moment.of inertia about the axis of bending
Qc,~ L920 Factor of safet -7 repeated from 6bo'v6`-- y used in determining Pa
E- 29500.000 psi - repeated from above
Yllb,':=-75~ Effective~ Ilength.factor inthe plane of bending - established in,accorclance with'
the reccomendations of the AISI Truss D.esign'Guide,for a compression member
Which is continuous over at least one internal panel point and which is
continously sheathed.
,Lb :=LU inches - actual unbrac6d length in toe plane of bending re'pe'ated
from above~'
:2 n -E.-lb- P cr 2' eqn C5-5: (IK b b)
7
P. cr 68.742 ki p
Since -the Chord. is fully braced by sheathing,,no reduction inth6 moment
capacity of the chord is required.
M low:=, 3 298 in-kip - allowable negative moment on section,_ al Refer, to atta chment "A",
M actual: =.7611 in-kip, negative mornent on,the section -
.,inputftom"matrix report for this trLfss'
'A negative.mbirrierit means that the lips of,the channel
shape are in compression.
P .=;2.006.~~ kip'- actual axial force from matrix report actual'
Pao kip this is the'allowable axial force when the stress on the shape
is at yield. This occursat a-very, short column length. 7his
value was generated- by, a r un o n this program using unbraced
lengths of,one inch.
9/26/97"
TC2.5 TOP CHORD, CALABRESEWCD Keyrna~k Engineering .9
-kv.
95.3 6 k,'Break Pomt:= L38- Break 4
fF
—P _point'= _y
""O'iht) VaLplane. Va (ILover t:SBreak (hover t>Break' _point) + Va trii 2 P
A.-
allowable S~ear for a single,webt pla of the,web~ Va. plane: 1 ~--1.028", kip. in-the no
This chord has two webs, therefore the allowable shea~. percfiord,is':
factor 2, factoe 2.006 .1 v
J "fa Va, plane',:= Va ctor. _plane_
Va e kip - allowable.s P t e sec on 7ill Q)lan 2.055 hea' 66 h' ti
Y
t'~al,.she r on.section - refe o m# Ptrix repo rt, ,V :=.086 kip, ac a
7
Check for, direct shear.. isPK since the.a0pli6d'shear is lessthan
e'allo~vable shear
A
V. 4' r 9/26/97
GRADE, 219.-, KEYMARK NAME T.W20 .000U. ~Gl, 11300000.
C-SE.CT:N BRACING: 3 AXIS
wiath''I Area 'Shear".' 'I xx, Rx R y Ma. M.Ma'. Jkl 0 Cw* Xo
Ins.Width' Fy Aeu Ga uge ms' ~mi ",.Mils ~~-:Msl -,Ml, ~Mls-
.1-.-500 .198 1628 064, .571' ;571. ~2316 '231~ --.000 0 0,0: A 0.0
1-500 :'45 -.00,0 QOO 2,0 0 -0 '0
RISA-2D. (R): Version 3.,03
Keymark, Eftgin~eering.. Jo b'
2-90~,Wilderness Place,, Suite 202 -` Page -
Boulder, CA 8.0301 Date,.
'CALABRESE CONFIRMATORY MODEL'
TRUSS ,GO1
---------- ---------- 7--,--,
Uftits option US','Standard,.-
AISC-Code Checks.,:. 9th.,Edition',ASD.
Shear Deformation.' 'No
P Delta Effects' No
Redesign,* No
Edge Forces No
A.S I.F. 1 333
Node
-------------------- -------- -----------
Boundary Conditions
''No Y-Coord! ..X-Coord' X-dof Y-dof Rotation Temp.
- ----------- ------ (in,.K/inl) (in',,K/in)---'_ (r, K' f_t/r)
1'' 0.,00 0_83 b,. o b,
2 .3..00 2.08 00i
6.00 0.00
-4 9', 117 3. 3 a, 0.00
5, 1f.33 31 0.00
6 15.33 2.08 0.00
7- 0'..8 3, o.ob
8 18.,33 ,. 0.00. R 0.00
.9 15,33 0 ..00. 0.00
:10 12.33',' 0.00"- 0.00.
11: 0 1.00 0.00
12 6 ,.08 0.00'1 ~ 01.00
13 3.00 0.00. Q_._00
14 0.00 0-0.0 R .0.00
-2-00. G. 0 8~ 0.00
1 6.' 20.33 -0.08, 0.00
Material' Elastic
----------------------------------------------------------
Poisson!s
-----------------
-Thermal Weight Yield Stress
-)~abe 1, Modulus. Ratio Coefficient Density.
- ----- - ------- (Ksi) ----- -- - - - --- - - - - - - - 7 .(F) --------- (K-/ft3) - (Ks i)
STL' 29000.00 0. 0 30'00 -'0 65000 0..490 .36.000
-7 -------------------
.Section Database.'
I ------- 7 ---------
Matl.-
--------------- --------- - - - - - - - -
Area Moment of As' y/y,
Label Shape Set Inertia,, Coe f
------------------------- I ------------- (in^2) ---------- (in^4)- ------ ---
CHORD STL.. 0.28 0.202 1.~b
WEB- STL 0.1-2.0 '0 0'6 4 -1 .2 0
RISA-2D.",'(R) .,Version 3'.103
Keymark Engineering, Job'
2905 wildetness Place, Suite -2102 Pa-ge
Bdul6er', CA, 80301 Date,,
CALABRESE CONFIRMATORY MODEL
TRUSS G01
7 - --- - - - - - - -
-----------------
- - - - - - - - --- ---------------- - - - - - - - - I - - - - - - -
j
---------------------------------------------
I , Release~s,,. J
---- ------ 7 -7 ----- -------
End,Offse~ts
No Node Node, Section x y,z.. y z Sec Sway 'j Length,
7 - ---- - - - - - - - - ---------- - 7 (in) (,in) -----
21 CHORD 3.25
3 CHORD 3.25
:_3 4 CHORD 3.17
4 41 5 CHORD .3.16
5 5 6. CHORD 3.2~
6 6 7 CHORD 3'.25
7,, 8 9 CHORD 3.00
..8 9 10 CHORD 3.00
9 11 CHORD,-. 3-.17
10 11 -12 CHORD 3 .'08
12 13 CHORD 3..08
12 13 - 14 ~CHORD 0,0
13,- 1 ,14 WEB '0.-83
i4 2 *14 WEB 3.65
15 2. 13 WEB 2.08
16 3, '13- WEB~ 4.48
17, .3 12 'WEB 3.-.:33
4 12' WEB 4.-5.4
19" 4, 11 WEB 3.33
;,.,2 0 4 10 'WEB, 4.59
10 .'5 WEB" 3.33
22 5 9 WEB 4.48.
23 ," -6 9 WEB 2.08
24* 6 8. ~WEB 3.65
25 7. 8 'WEB 0.83,
26 1 - 15 CHORD_ 2.120
~7 - 16 CHORD 2..,20
---------------- --------------- -----------
Unbr~aced..Lengths
---------------
Factors
7 ---
Coefs
No Node Node 'Lb-in Lb-out Lc In, Out' -Cm Cb
- - - - - - - - - - - - - - - (ft) - - - - - (ft) - - - - - ---------------------- ------------
2;
2, 3~
3 3 4.
4~ 4 5
5 5 6
6 6 -7
7 8~" 9
8 9 - 10
9 10 - 1-1
1,0 11 12
12 13
12 13 14
n 1 14
RISA-2D (R) Version 3.03
Keymark,Engineering Job
2905 Wilderness Place, Suite '202 Page,
Boulder,, CA 80301 Date
CALABRESE CONFIRMATORY MODEL
TRUSS G01
- --------- -------- ----------------
I j
-- -----------------------------------------------------
Unbraced Lengths'.,., K Factors,
------ I -------
Bending Coefs-
No.Node Node Lb-in Lb-out Lc- In,. Out Cm C~b - - ------------- I ------- -(ft) ---- ---- (f t) (ft) ----- I ------- -------------
14 2 14
15, 2.- 13
16 3 - 13
-17 3 12
18 4 , 12
19 4- 11
'20 4 10.
1 5. 10~
`22~ 5 9
23 6 9
6' 8
25 7 8
26 -' 1 15
27 16
------------
~BLC
----------------
Basic-Load Case
--------------7 -----
,Load Totald
No.
------------
Description
I -------------- ---------------
Nodal!' Point - I ------------
D,ist..
--------------
1 DEAD PLUS LIVE 2 14
Nodal Loads, BLC
- - - - ---
DEAD PLUSLIVE
- - - - --- - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - --- 7 - - - - - - -
Node'
- - - -- - - - - - --- - - - - - -
'Number Global X Global Y- Moment
---------------- (K) -- -- ------- ---- (K)----~ --------
12 0.000 -,0. 216 0.000
10 0.000 ~O.-216 0.000
member,D-istributed.Loads,BLC 1: *DEAD
-------------------------------------------------------------------------
PLUS LIVE
Memb I i Start .,,End Start
------
~End
Node, Node, Dir Magnitude Magnitude, Location Location~
- - - - - - - 7 (K/1 t,~F) - - - (K/f t, F). - (f t) t) ----
~1 1 2 0 000, ~3.249
2 2 3 Y `,_'-~O. 060 -0.060 0.000 ,
3 3 .,4 -0-060 -0.060 01-000 3.170
4 4 5 Y -0.060 -0 _06b 0.00.0 3.159'
5 5.~ 6 Y -0.06--0 -0~. 0,60 0.0.00 3.250
6 6 - 7 Y ~O.-060 -0.060 0.000
.7 8 - 9 -0. 020 0_0001 13.00
1
0
8 9- - 10 y -b'.020 -,0.020 0.0-00, 3.000
9 10 - 11 y '-0.129 -.0.129 31 .169
10 11 - 12 y -70. 129'' 0. 129 0.0,00
11 12 - 13 _Y -0.020 0.000 3.079
RI SA-~D, V,ersio`n,,3.._03
Job
2905 Wilderness Place',, 8u it e' .202 Page
-,Boulder,, CA 8031_01 Date
CALABRESE CONFIRMATORY MODEL
TRUSS G01
'Memb I j Start
------------------------- ---------------------------------------------
End. Start End-
No' Node Node Dir .,-Magnitude' Magnitude Location Location
77-7 - - - ----------------- (K/ f t, F-) ~ ----- (K/ft,F) 7 --------- (ft) ----------
12 13 14 Y. -0.020' -0.020 7 0.000 3.'000
26 1- 15 Y 0.060 -o., b6o 0.000 2_197'
27 16, Y ~0. 060 -0.060. 0.000 2.197-
------------------------------------------------
Load- Combihat ion,:', 'Self Wt BLC
--
BLC BLC' "BLC.
------------------------
BLC E
No.. De.scription -Dir'F.ac Fac Fac Fac
7 -- --------- Fad , Fac DYNA S V
------------------ ------------------------- ------ ------
1,DEAD PLUS.LIVE 1 1
Dynamic Analysis'Data
Number of modes '(~f requencies');' .3
Basic Load Case' f or masses
BLC mass direction of -action X only.
'Atc,eleration of Gravity 32.20 ,ft/sec'.**2
Load Combination s 1 DEAD PLUS LIVE
'Nodal Displacelment,s.
--------------- ------------------------- I ------ ------------ ------------------
Node Global-X Global Y Rotation
- - - - - - - - - - - ----- - - - - in) - 7 -~ --- - - - - - --(in) ------ ----- (ra~d)
i, -0-00178 -0.00047- 0.,'. 0 0 0 2 5
2. 0.03220 -0.07368' -0_00228 -
3 0.03571 -0.00183'
4 6,60 -0.12 638 '0. .0 0 001
_0 .00096 5 0.0.1756 -0.104'85
6 0.021011 -0.0!7366. 0. 0 0 2 2 8'
' :7, 0'. 05,143 -0.00047' , 0.00025
8, 0.:05313 -0.00000 0.00282
9 0.04564 -0.07497 0. 00.116
10' 0.03705 -0'.11040 0.00173
0.026.49 , -0.12~945 0_00009
12 0.01623 -0.11086 -0.00160-
113 0.00-147 -0.0749.8 -- ~0.0012.1
14 -0.00000 -04.00000 0.00280
15 0.03725 0.00212
0.03479 -0. 03'725, -,0.00212
RISA-2D (R) Version 3.03
Keymark Engineering Job
2905.Wilde'rness Place, Suite-202 Page
Boulder, CA, 80301 Date
CALABRESE CONFIRMATORY MObEL~,
TRUSS G01'
tr AJJ
Load Combination is 1 DEAD PLUS LIVE
-T
f
Reactions LVI
-------- -----------------------------------------
--------------
Node Global X Global Y". Moment
-------------------- 7-~(K) ----------- --(K)---
8 0.00000 .1.45409
14 0-00000 1'.44923 0.'00000
Totals 0.00000 -~.90333_ 0.0,0000
Load Combination is.,1 DEAD PLUS LIVE
Member End Forces
--------------- --------- ------------
Nodes I-End
-----------------
J-End
No I i Axial Shear Moment Axial Shear Moment
----------- (K) --------- (K) ~ ----- (K-ft) -------- (K) -------- (K) ----- (K- f t) -
~1 ~1- 2 0.05 '0. 13 0-.13 0.02 0.05 -0,.0-2
2 2- 3 8 3<t- 0.10 0.02 -1.76 0.08 '0.00
3 ,3- 4 1.91 -1. 91 0.11 -0.05
-4 '4 - 5 1.90 0.11 0-.05 -1.90" 0.08 0.00
51 5- 6 1.76 0.081 -0.100 , -1~. 84 0.10 -0.02
6 6- 7 02 0.05 0."02 ~~0.05 0.13 -0.1
' 3 7 8'' 9 -1.66.1 -0. 03. "0. 00, 1.66 -0.03 -0.01
8 "'-1. 90 _'O.: 0 0 0.01 1.190 -0:06 0.06
9 10- 11 -2..21 2.21 -0.22 0.11
10 11- 12 -2.22 -0.2.2 _'O'..ii 2.22 - 0..11:8 0.06
12- 13 t1.89 -0.05 -0_06 -1:8 9 -0.01 -0
'
.01
12 13- 14 -1.65 0.01 1.65 -0.03 -0.00
13 1-,14 0.27 0.00 0.00
1.4 14 01.00 0.00 -2-.01 0.00
is 2-.13 -0-30 0.00 0.00 0.00 0.00
-16 13 0.35 0-.00 0_00 ~_O. 35 --0.00 0.00
.17 3- 12 -0. 78 -0.00- 0.'00 0.78 0.0 . 0 0.00
18 4-,12 0.45 0.00 0.00 -b.45, -'0. 00 0.00
19 4:- 11 -0.44 0.*00 0-~00- -'0.. 4 4 -0.00 0.00
4- 10 0.45 -0.00 0 00 -0.45 0,00 0.00
21 5- 10 -0.79 0.00 0.100 0.79 0.00 0.00.
22 .5- 9 .0.36 0.00 0:'. 0 0 --0.36 -0.00 0.00
23 '.6- 9 '-0.30 0.00 0.00 .0.30 0.00 0.00
24 6- 8. 2. 0 2 0.00 '0'.00 2.02 --0.00 0. 00~
25 .7- 8 '0.27 0.00 0_00 -0.27 0.00 .0.00
26 1~,15 7Q..05 -0.12 -0.13. -0,00 .0.00 0.00
27 7- 16 -0.
, 05 0.12 0 .'l 3.' - b.'00 -0.00 -0. 00*
RISA-2D (R) Version' 3. Q3,
e ark K YM Engineering' 0
2905'-Wilderness Place, Suite ~2 0 2% Page.
~Boulder, CA 80301 Date
..CAL ~AIBRESE CONFIRMATORY MODEL
TRUSS G01.,'.
Load Combination is. 1 DEAD PLUS LIVE—
AISC Code,,Checks
------------------- ------- ------ ------ I ----------------
Nodes Member~ Q,~iarter Points
No -I j M )~im m a
----------------
0 1/4
-----------------------
1/ 2 -3/4
I ---------------------
L shear
-- ---------
1- 2,- '',Not" Calculated
2 :2 7 3 Not, Cal.culated
.3, ~3- 4 N6t-Calculated,-
4 5 Not Calculated -
6 Not. Caltulated -
7* Not Calculated
-8- 9 Not Calculated
8 9~ 10 Not Calculated
9 110-- 11 Not Calculated
11- .~12 Not,Calculat6d,,.-
1:1 12~ `13 Not Calculc-ited'-
14 -Not 'Calculated.7
13 1 - 14 Not Calcul&t~ed,
14 2 14 -.Not Ca:lcul at ed..
15 2- 13 Not,Calculated
'16 3~ 13, Not Calculated.
3- 12
18- 4- 12 Not Calculated
15' 4- 11 Not Calculated
4- 10 i'Not Calculated.
21 5 -' 10 Not Calculated
22 5- 9 -.,,Not Calculated. -
23 6- -.9 - Not Calculated 7
24 6 8 - Not Calculated
25., 7~ .87, Not Calculated
2(~, .1- 15 Not, Calculated
27 7-1 1611'- Not Calculated
ALLIED EARTH-TECHNOLOGY
P.O. BOX 1932 EL CAJON, CALIFORNIA 0022-1932.
TELEPHONE (619) 447-4747 - ROBERT C HAN, V.E.
October 10, 1997
't Hyatt Tenant Developmen
Af P.O..Box 313
Descanso, Ca'. 91916
Subject Project No. 97-1127H6
Addendum to Preliminary'Soils.Report
Proposed Calabrese.Re.sidehce
2604 Obelisco PlacL
Carlsba, California
Gentlemen
Reference is made to the Preliminary Soils Report prepared by South Coast Civil En gineering for subject site, dated March 24
1997.
On Page 7 of said report it stated that "additional or final
foundation recommendations will 'be made and: contained in the
final -."as Graded Report" when a more complete evaluation of
foundation soils can be made.
It is noted that a grading plan to perform additional grading on
subject property. has- been prepared.. Additional foundation
recommendations will be provided- upon completion of rougfi,
grading.
Respectfull submitted e
c= "_2
I . I t 4
ALIED EAR TECHNOLOGY
R BERT HAN
'Ver
BER
'f'
RW_ 46
~s t R ist Vpd Civil Engineer #-24613
14
Reg' ,ip~ed Geotechnical Engineer 0019'81
PC' 3 27' ~,W, 15:51
March 24, 19.97
Arnold and Judy Calibrice
.2604 'Obelisco Place".
~'Carlsbad, CA 92009-6527
431-51064
C ib RE. al ric6 Residence, Lot 667 ~map 7367, Obel is'co Pl,. Carlsba 0 d, CA, Wik Order #97-121
41
SUBJECT:_ Preliminary Soils Investigation
'Per the''request of Ju~y -Calibrice this-firm has performed a
investigation of the soils fourld,at the,above referenced,site.' 'This,ieport cointains-the findings of that investi-gatic;n and makes recommendations for.the development of the site.
4,:F
p"
7 K-5 -Lq'-,' 27 'W 15:51.
THE SITE
The project site' is an irregularly shaped parcel of 0.5±.acres
created by Map 7367.
It is located on the north face of a predominate ridge'.line,
north eAst-of the Batiquitos Lagoon in Carlsbad, California..
Geologically,. it i.s within the foot hill.s.of the Peninsular range
mountains of the western margin of. the Southern California
Batholith* The:underlying soil is weathered rock of the
cretaceou; age..
~The_.parcel slopes steeply, to' the,north. The high point on the
parcelAs.near the south east ~corner @ 550± MSL. The low point
lies, near the north west corner.of the parcel at 511t MSL.
This-site has been previously graded for the construction of a.
single family residence which has recently been demolished. The
current topography.(see attached plat) consists of a split level
house pad with.'cut and fill slopes alongthe.northerly and
southerly-property lines. The remains of'ap-artially.demolished:',
house.were on this site at.the time of this investigation.
The original natural sl'ope gradient.of thc- parcel was
approximately 20%± The south east pro"Verty line has f rontage
on-the cul-de-sac of Obelisco Place. The'vegetation on. the l'o t,
consists.of grass and shrubs that'are typical.of this region.,
The existing'land use is vacant residential. The surrounding -
parcels have been devel.oped with large single family estates.:
It-is my....understanding that a' new split level -house is to be
constructed in the same general location as the'previous
structure. The -purpose of this report is to develop the soils
engin'eering criteria for the construction of this new-residence.,
3
P1716 .00 Pik( .27 '97 15' 52
FIELD INVESTIGATION
of 1997,. e In February I conduct d a.field in"vestigation' of ,the
subject site.,'.-, The presences of. the existing foundation made
access to '~fie site very limited. An exploration excavations was
made to'the depth of 4 '± in the existing driveway area of the
site utilizing a tractor mounted back hoe with an 18".bucket..
Soil profiles were visually exa'mined. Soils encountered, in.
general consist of brown silty sands changing, to very dense . fractured meta-volcanic.rock.at'2 -4 feet below the natural
surface. Excavation -became increasingly more difficult with
depth. Bulk samples *were taken for~ labor~tory analysis to help
evaluate pertinent'soll characteristics. -,These boring logs'are
included -at the, end of -this report.,,..
No ground water was encountered, during this ,investigation,
naturally 'occurring grouind water is not l,ikely to be a problem.
during or after the grading operation. . (See recommendations for
perched ground water due,to over-irrigatii-ig in "Grading
Recommendations")
Rock was encountered in the borings. Ther4e is always the
potential~that non-.rippable rock can be encountered during the
grading operation. If blasting-be.comes. necessary; a special
blasting'permit shall be required bythe City of Carlsbad.
4-1
Q07 P07. Pb~c' _77 '97,15:52
LABORATORY TESTS
The laboratory information used for this report was.developed
from actual laboratory,testing which had been previous ' ly performed.by this firm on several"of the surrounding parcels. in
this subdivision. -Laboratory tests were performed in accordance
with generally accepted test methods of.the American society for,
Testing and Materials (ASTM).
A Proctor Analysis was performed on the predominate on site soil~
(occurring below the top soil layer) according to ASTM D1?57. The maximum dry,density was determined to be 12211 lbs/ft at an optimum moisture of'14.3%.
A di,r*ect shear-test was performed on a sample remolded to 90% relative density. The friction angle was determined to be .~2 -. and the cohesion was 524 pst..' A summary of these tests are contained at,the end of this report.
For the purposes of this report it shall be assumed that the
native clayey top soil has a low to medium potential for
expansion. However, the native rocky material which is typical'ly
found directly beneath the clayey top soil material generally has
a very low pot-ential for expansion. Consequently, select grading
shall be required to'discard any unsuitable material dur'ing.the
~grading process. Any material with a mediu
'
m potential. for expansion (or greater) is not to be used for the backfill of any
of the proposed retaining walls, and is not to be within 3' of the finish grade'of the proposed residence., It is likely that
material that is acceptable for retaining wall backfill will not
be found on site during the*grading operation. A suitable, granular, non-expansive material will likely need to be-imported
to the site forthe retaining wall backfill.,
Because of the extent of coverage of the existing structure,
access for subsurface excavations was very limited during this
investigation. Upon'the compl-e-tion of removal of the existing structures additional subsurface exploration'may be necessary to
further define the limits o
'
f.-unsuitable material that may (or may not) exist on site. It shall be determined at that time if
testing of certain soil types will be necessary.
'97 15:53., 00" P L-3 8 Pik'J" 21
GRADING. RECOMMENDATIONS
The site ~shall be cleared 'of all vegetation and foreign debri
s
withinthe grading envelope shown on the site*plan. This-de
b
r
i
s
,
is to -be *removed from site prior to rough grade approval.,
From our limited'subsurface investigation it is anticipated that
the site has relatively thin lens of loose top
.so,il and/or i~ndocumented fills which will need to be removed and recompacted
prior to' placing fill. The actual depth of these removals shall
be determined by the soils 'engineer at time of the removal of1 the , existing-structure. At that time more thorough recormnendations
can be made.
All fill material is to be.compacted into a dense uniform
embankment of 90% minimum relative density.. The moisture content
of the soil should be between.1% and 4% over optimum moisture..
'Cut and fill,. slopes are' to be -provided with appropriate surface drainage features and landscaped with drought-tolerant, slope-
stabilizing vegetation as-soon as.possible in order to minimize
potential'for erosion. Berms are to be.provided at the top of
all slopes.and lot drainage directed such that runoff on slope
faces is minimized.
All grading shall be performed in accordance with.the attached
"Recommended -Grading Specifications" and .,the city of Carlsbad grading ordinance.
QIJY11 PLJ79 HHY 217 917 15:53
a
FOUNDATION RECOMMENDATIONS
The following foundation recommendations-shall be considere.d-a
minimum, and shall be reviewed by the project -structural engineer
for their adequacy: For two ttory.construction, the minimum,
foundation shall be 15 inches-wide and founded 18 inches below
grade. For the s1iigle story construction, the minimum foundation
shall~be 12 inches wide and founded 18 inches below grade. Both
types of construction shall have four #4 bars of reinforcing
steel. 'Two bars shall be placed 3 inches below the top of
foundation, and the other two bars shall he placed 3 inches from
the bottom of foundation-
These recommendations are based upon -soil characteristics only
and do,not reflect any special considerations imposed by the
building design which may require a stronger foundation. The
proposed foundations may be designed utilizing an allowable
bearing pr essure of 2000 lb/sf. This value may be.increased by
1/3 for the design of loads that include wind and seismic"
analysis.
Slab on grade and exterior.flat work shall be at least 4'" thick..
and reinforced with number 3 rebar placed,in a grid'on-24"'
centers. The interior house slab shall be poured on four inches
.of clean washed bedding sand (native sands are riot acceptable)_
with a 6 mil. visqueen vapor barrier placed at mid-depth in the
bedding sand., In addition, in order to,avoid drying shrinkage
cracks or minor settlement cracks from occurring in,aesthetical,ly
or structurally sensitive areas the architect for this project
should provide a schematic diagram of the locations of the saw.
cut control joints in the house. The maximum allowable square
footage of monolithic concrete for the interior slab (with out
saw cuts) should not exceed 144 sf. (These sections shall be
more or'less square in shape,with the lengths not exceeding 1.5
times
'
the width.) The depth of these saw cuts should be 1/5-of
the thickness of the,slab,'and be installed within 24 hours of
the pour. Tooled control joints,(as oppos ed to saw cut) are
preferable for garage slabs and exterio'r f-lat,work.
All utili-ty-trenches shall be properly backfilled and compa'cted
with a mechanical compacting device*prior to placement of any
concrete. All foundation excavations shall be inspected by this
,engineer prior to placement of concrete'. These recommendations
are made.base.d upon theassumption that the soils found on the
site will be used for 11 Pundati on., embankment. .In, the event that,
addition soil, is
'
imported to the site, these recommendations 'will'
need to be updated accordingly.
Additional or final foundation recommendations will be made and
contained in the final "As Graded Report" when a more complete'
evaluation of foundation soils can be made.
7
I RETAININGWALL RECOMMENDATIONS
-oretical laboratory soils data for the-follo'wing retaining~ The th.
wall recommendations is contained at the end of this report..
However due to.non-uniformity of soil conditions throughout a
site and the inexact'nature of soils engineering the following
,
more conservative, values should be used in the design of retaining walls for this project..
Retaining -walls, which are not fixed at the top and have a level
be designed for an active-soil pressure
equivalent.to a fluid pressure of not less than 38.5 pcf. This value is based on the assumption of-a drained backfill,conditi
o
n
.
wall drainage details are to be provided by the project architect. When-retaining walls are.restrained at the top an
a
t
-
rest soil pressure of not less.than $8.0 pcf shall be used-for design of,.the -wall.
A passive soil pressure value not greater than 250, pcf shall be
used. A coefficient of friction not greater than 0.35 may.be assumed for resistance of sliding between concrete.and soil.
SEISMICITY
This site, as well as most of California, is considered to be i
n
a seismically active area. No active, or potentially active,
fault,s are documented .in the immediate area 'of the site. The nearest potentially active, documented fault is the Rose Canyon
Fault located approximately 6 miles wes't of the site. The Elsinor Fault is approximately 25 miles north east of the site. Due to the relative distance to the known f-aults, ground rupture
is no considered a potential hazard for this site.
Consequently, the.structures for this site'should be designed in
accor-dance with the Uniform Building Code, Seismic Zone IV
..
The presents of dense to medium.dense bedrock, combined with t
h
e
absence-of shallow ground water,,make the potential-for
liquefaction very low.
-n'ot:considered' to,--be a ~Tsunami-dam;ftge. is
0 a 0 p tential. haz'rd'f r: this site.
00 7 PE:1 -I_Y~ 27 `97 15:55
LIMITAT;IO'NS,AND UNIFORMITY'OF CONDITIONS
-The' recommendations of this report pertain only to, the site
investigated and are -based upon the assumption that the soil
~conditions do not deviate..-.-from those~disclosed in the'
investigation. 1f,any variation or und.esi rabl e, conditions, i.
-are encountered'dur.in4 cons tructi on,-, or if the proposed
construction will differ from that'anticipatec~ herein, South.
Coast Civil Engine6ring -must be notified so that
supplemental recommendations can be given.'
-.This report is iss'ued with .the'understainding that.it is the
responsibility of the owner,, or of his representative , 0
ensure that the information and.recommendations contained
herein are.'brought.to the attention of the architect and
otfier -engineers_ If or% th.e proje'ct and incorpoirated into the
plans, and the necessary steps are t.aken to~see that their
contractor and subcontractors carry out such.recomme.hdations..
in the field.
The findings of'this report are valid, as of the,present'
date. However, changes in the conditlons of,a property can
h the passage of.t :' e, whether they be due t occur wit im 0.
natural processes or the work:§ of man- on this or adjacent
properties., In addition, changes in: applicable or
appropriate standards'.may,occur, whether they 'result from
legislation or the,broadening'of knowledge. Accordingly,
the findings of.this.report may be.invalida~ed wholly or
part-lal1y by, changes outside 'of our c,ontrol. -Therefore,
thi~-P' repart~is subject to review and should*not be.re'lied
upon after a period of two years.
:E97
Bergener
RCE '44641 Ex 3/31/98 p JWof E
NO- C 20
4L Ev, wa
These specifications have been prepared for the Calibrice Residence, Lot.667., Map,7367.
1.2 The grading contractor shall be responsible I or perf orming the grading operation-in strict conformance with these specifications. -All fill placement shall be done under the observation of
'
the soil Engineer. The-Soil Engineer shalI.-.:,- be consulted if the contractor or owner wishes to d
e
v
i
a
t
e
f rom these specifications..
1.,3 The grading shall consi~st of cl earing,. grubbing, and-, removing from the site all-material the.Soil Enginee
r' designates as "unsuitable",; preparing areas to be'~fille
d
,
'properly-placing and compacting fill materiaLls, and all other'work. necessary to-conform with' the lines, grades,,. and' slopes on.the approved plans.
Preparation of hg_eas:,to he Graded
2.1 All.trees.and shrubs,not to -be used. for-lands'caping, 'Structures, weeds, and rubbish must be- removed -from the --- grading envelope prior to commencing any ex6avating or filling~operations. This debris must be removed from site prior t.o. rough grade approval..
2.2 tructures .,(,such as., tanks'" le'ach lines,. and
I buried s 11
..Al
pi-pes): not designated to remain on the ~site.,~shall be removed, and the resulting depressions must be properl
-y bac'kfil-led.-and compacted., pri or'. t a'any -grading or. iilling opei-ations.
~'2. 3 All,water wells shall be treated in accordance'with the
-requirements of -the San Diego Courity-Health-Department. The ~'...._'owner shall verify ,the requirements.,
'7,4' A I I .-and soi I., designated -as ."Unsuitable!,". by t h e'.
,,.-,,vegetation,'
ngineer, ;Soi shal 1 --be removed' n er his observation The
E u ''d V...exposed surf ace must then t be 1 PI ow~ed scarified to- a de th or P of at least 12 inches until the surface is free from ru
t
s
,
hummocks, or other uneven features that would preveat
uniform compaction by the.equipment used.
2 .'5 the slope ratio of the original ground is steeper th
a
n
6.0 horizontal $to 1.0 vertical, or where recor=ended by the Soil Engineer, the bank shall be benched in accorda
n
c
e
w
i
t
h
the following illustration:
1 W is: ~5b 0071 P14
FILL -SLOPE
,,,12:1 MAXIMUM SLOPE
~RATIO.
ORIGINAL NOTES GROUND
"Ast should be 2' vider
than the compaction
equipment -(10' min.).
"B" should be 1.5 the
width of the compaction
equipment (15" min.') A~
The outside toe should be B ~EE NOTE 2 at least 2' into dense,
fdrmational material
2.6 After the areas have'been plowed or scarified, the surfac
e
shall be disc ad and bladed until they are free from large
clods; brought to the proper moisture content by adding water' or aerating; and compacted-as specified -in Section 4 of.these speci.fications.
Materials Suitable foL Use in ComRacted Fill
3.1 Material that is perishable, spongy, contains organic
matter, or is otherwise -unsuitable must not be used in compacted fill.
3.2 The Soils consultant shall decide what materials,- eithe
r
3.mported to the site or excavated from on-site cut areas,
are suitable for use in compacted fills; the Soils
Consultant shall approve any import material before it is
delivered-to-the site. During grading, the contractor m
a
. y encounter soil types other than those analyzed for the. soi I's investigation. The Soils consultant shall be informed
so that he may evaluate the suitability of such Soils.
3.3 Any material containing rocks or hard lumps greater than 12 inches in diameter- must be placed in accordance with.Section 6 of these spe.cifications.
3.4 The..Soils Consultant is to perform laboratory tes
t
s
o
n
representative samples of material to be'used in compacted fill. Such tests are.to be performed~to.evaluate the-
maximum dry -density and moisture'content of the samples.-The tests are to be performed in accord;~nce with the
accepted test methods of the Americari Society of Testing and
Materials (ASTM).
Placing, Spreiding, and Compacting Fill Material
4.1 1 Unless'otherwise specified, fill material shall be com
p
a
c
t
e
d
while at +1% to +4% of the optimum' moisture content and to a
relative compaction of at least 90 percent.as determined by accepted.ASTM test methods.
12
I
UIJ.. Hlb HH ''J'. i:D ~b
4.2 Fill materials shall be placed in 8" layers so that, when
compacted, they have a relative compaction in conformance
with -the project specifications.. Each layer shall be spread
evenly.and mixed thoroughly to provide uniformity of
materials in each layer.
4.3 Fill'slopes shall be compacted,by sheepsfoot rollers or by
track-walking with a dozer. Compaction tests shall be taken
on the slope face to Verify the 90% minimum relative
density.
Observation-of Grading Operations
iThe Soil* Engineer shal,1 be on site during all filling and
.,~compaction operations.
5.2 The Soil Engineer.is,to perform in-'lace density tests at 2 p
foot elevation intervals in accordance with accepted AST14
test methods; such.density tests are to be made in .the
compacted materials below the disturbed surface.' when
results-of tests taken-within any layer indicate a relative
compaction below that recommended, that layer or portion
thereof shall bereworked until the recommended relative
compaction is obtained.
Di.sposal of 03Lersize Rock
6.1 1~ock greater than 12" in diameter i . s considered oversized
and shall either be exported, or used for landscaping or
rip-rap.
6.2 If rock blasting is necessary a special blasting permit will
be required by the City of, Carlsbad.
-Protection of Work
.1 During,construction, the contractor. is to grade the.site t 6'
provide positive drainage away from structures and to
prevent water from ponding adjacent to structures. Water
should rfai-- be allowed to damage aajacent properties or
finished.work on the site., Positive drainage*must be
maintained by the contractor until' permanent drainage and
e.rosion-control facilities are installed in accorclance,with
project plans.
"7.2 .No additional gra'd-ing -shall be done except under the
observation o f the Soil Engineer.
~13
.... .......
11 0 Pl? HHY 27 '97 15:51 13
Ch-LIONICE RE31DENLE
BOIRIN cl-, PLR-T
ARGO-NA"?
SCALE 11- 40
. 1417AO
6M~
667
rr
"1011W w1felc (14L
raw
—7
exIfArl-19 dzwto
OBELISCO PLACE
ex x, fsFvW a ~wc 44W
1H) '97 15:58 00 Pie I VINJE & MiUULt I UN tN(j111ttM1Nkj,
2450 Vineyard Avenue, #102
Escondido, California 92~P29-1229
Phone (619) 743-1214
~ax (6 19) 739-0343 -
DIRECT -SHEAR TEST
)B # :,97-102L DATE.: 3-10-1997 TD
)B NAME: SOUTH COAST CIVIL.ENGINEERING SAMPLE:
iLABRRESE RESIDENCE SOIL TYPE:
~SCRIPTION: ORANGEISH BROWN SILTY CLAYEY SAND
CAUTION THE BEARING CAPACITY-SHOWN BELOW IS JUST
1E TOOL OF SEVERAL USED BY THE GEOTECHNICAL.ENGINEER
DETERMINE IF-THE FOUNDATION IS ADEQUATE!
7iCtion Angle (degrees) 32 Cohesion (psf) 524
!t Density(pcf) Dry Density (pcf) i08.8519~
.)isture content(%) 14.100 Factor of Safety .3
~~TERAL LOAD PARAMETERS
'TIVE PRESSURE (psf)' 38.2
iSSIVE-PRESSURE (psf.) =~'404.2
REST PRESSURE (psf) 58.4
0.31 Kp '-3..25 Ko =0.47
)EFFICENT OF FRICTION 0.,39
.1ARING CAP(psf) DEPTH/FTG. WIDTH/FTG.
!984.-847 1 T,
1024.835 .1.25
1064-824 1 1.75
~144-800 1 2
1198.017 1.5
1238.005 1.5
1277.994 1.5 1.5
1317.9'82 1.5 1.75-
1357.970 1-.5 2
1411.187 .21
1451.176 2 .'.l. 25 -
1491.164 2 1.5
1531.152 2 1.75 157 1. 14 1 2 2 20.6 NQ =,10.3 NG 7.7
.)B -.97-102L LOCATION :CALABRRESE RESIDENCE
4- 179 X3= .299
-34.72' F2= 55.4.9 ~F3= 92.69' - -
1130-466 T2= 1806-727 T3= 3017.941 TB- 1759.624 )OT MEAN-SQUARE ERROR IS : 21.80441
.RCENT AGREEMENT T2 AND TB - .97 FR2-i- 32 ~..C2= 501
OVING RING -SERIAL NUMBER 13012
tICTION ANGLE 32 COHESION 524
w Soaked
Ws + Ww =
WS
W
6 Soaked
0.859 x
summary
Ou =
Co = PSF
0011, P19 NHY 27 1 97 15:56 Ulmk:(; I tink-,AN I rtb I r%el I JUJUCU W Wd KJ10LUI ~'=W I
JOB NO. Rate q) displacement inches/min.
jOG NAME DATE.
SAMPLE, (f~~4 6,72(f-5-' 805 /2- &Ivr TEST SPECS . R60LD TO 90%
801L TYPE AT PCF
DESCRIPTION t5l er 5 bLe!m LS le- V c,'-x ag 5-4vP AT OMC
RING NO, I - #1
/
#2 #3 #4
INITIAL SOAKED SOAKED INITIAL SOAKED INITIAL SOAKED
+W +r WS w
INITI~
R2/,- /?
.r
wx + WW 0(
Ver. Hor. Ver. Hor. Ver. Ho Hor. Ver.
I o mi >
4000
3000-
z
Zc 2000
0 r
1000
0 1 2 3
VERTICAL (KSF)
Average Ww + Ws
initial Soaked
1 2. 55. 0
3. 1 cf 3.
Av.
.90xl.164 x
w InWal Initial
WS + Ww 0.859 x 0
WS
w
Xo Z
KIWMZR~A*
1~m
801WAWAIA0
FMVH~
100
130~
Mi 140!
ISO
4 170
180
190~~l
x
230
240
k~hi%LODMU VVH11 U" F rio 11V, LiOOV004 r. u4~ VV I ~u I vL 1 11 , UU v I i i V[
CERTIFICAT E OF COMPLIANCE
CITY OF CARL5BAD Plan Check No.q7" COMM.UN ITY*.DEVE LOPM.t"NT
207.5 -LAS PALMAS DR.,~ CARLSBAD, CA 92005
-(619) 438-11,611
This form shall be used to determine'the amount of s
c
h
o
o
l
f
e
e
s
f
o
r
a
p ject nd t vei ro a o rify thit.the project
sh'
. ;
applicant has comp i with. the school, fe&requiremerits. - No, building permits for the pro'jects.. -allbe 'issued until the certification is signW by the. appropriate school district and returned to the -
C
i
t
y
o
f
. Carlsbad Building.,Department.
SCHOOL DISTRICT:
Carlsbad- Unified
San *Marcos Unified 801 Pine Avenue.
-1290 West San Marcos Blvd.
San Marcos CA 92024 (744-4776)
CarlsbadlaCA, 92,0.09.03~4-0661)
Encinitas Union
Sa
.
n Dieguito Union High School.. 10 1 South Rancho.Santa Fe'Rd.
710, Encinitas Boulevard EncinitasCA 9.2024 (944-4~300)-.. Enciniias CA 92024 (753-6491.)
L4 Project Applicant:
APN&J *_a Z.Q,..> Project Address.
6A 'T&lj I, --s
RESIDENTIAL: SQ.,FT..'pf.hving,ar~a 5 A/43:mm~6e-'r4~ ftvwteFij nFg trnl'ilt7s _':~Vl~
SQ.-FT. of c-overed.area SQ.-FT,.of korage ar
. Pa
COMMERCIAIJINDUS SQ. FT. MEA _TJ31A L
Prepared by
Date'
'FEE CERTIFICATION
(To be completed by the.School District)
Applicant has complied with fee, requirement under Governm~nt.Code.53080'.-
Pro*ect is subjLict to'an e'xisting fe& agreement
Project is exempt from Government Code 51,3080
Final Map approval and construction startcid.befqre
S
6
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1, 1986. (other school fees paid)
Other
Residential Fee Levied: $ ba5ed on, so.
Comm/Indust Fee Levied:,$ based on q. ft. a
Z a St, District Official - Title Date i.~ a.
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Coastal
Health
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DATES
HAZ MAT FORM
IND WASTE APP
SCHOOL FEE FORM
PLAN CORR
ENGRG CORR
BUS LIC
W COMP
FIRE PLANS
ASSESSOR PLANS
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