HomeMy WebLinkAbout2616 CABRILLO PL; ; CB930541; Permit+ BUILDING PERMIT Permit No: CR930541 09/02/93 15:58 Project No: A9300800
Page 1 of 1 Development No:
Job Address: 2616 CABRILLO PL Suite:
Permit Type: SINGLE FAMILY DWLNG - DETACHED
Parcel No: Lot#: 4
Valuation: 132;502
Construction Type: VN Occupancy Group: R3/M1 Reference#: CT 91-1 Status: ISSUED
Description: 1643 SF + 520 SF GARAGE BLDG 4 Applied: 06,/03/93
Apr/Issue: 09/02/93
I
5747 09/02/93 OQOl 01 02 e-mm 8915 = 00
Entered By: DC
Appl/Ownr : GALEY AND KEMMERLY HOMES, INC. 619 632-8032
7720 EL CAMINO REAL #t
CARLSBAD, CA 92
*** Fees Required **
Fees : Adjustments: Total Fees:
Fee description
_----I_----_-----_c
Building Permit Plan Check Strong Motion Fee Enter Number of ED Enter "Y" to Autoc
(P
* BUILDING TOTAL Enter "Y" for Plumbing Each Plumbing Fixture o Each Building Sewer Each 1nstalVRepai.r Water Line
.oo 489.00 8,915.00 Ext fee Data -----------------
755.00 491.00
13.00 2400.00 2412.00 Y
2226.00
390.00 440.00 9127.00 20.00 Y
98.00
15.00
7.00
Each Water Heater and/or Vent Gas Piping System > >
Each Vacuum Breaker > * PLUMBING TOTAL Enter "Y" for Electric Issue Fee > Single Phase Per AMP > * ELECTRICAL TOTAL Enter 'Y' for Mechanical Issue Fee> Install Furn/Ducts > Each Install/Reloc Appliance Vent > Each Hood/Fireplace > * MECHANICAL TOTAL
1 7.00 7.00
1 7.00 7.00
2 7.00 14.00
168.00
10.00 Y
50.00 60.00
15.00 Y 1 9.00 9.00
4 4.50 18.00
1 6.50 6.50 49.00
200 .25
2075 LSS pplmas Dr., (Msbad, CA J
1'
li
City of Carlsbad Building Department 2075 Las Palms Dr., Carlsbad, U 92009 (619) 438-1161
B - 0 Industrial 0 New Building 0 Tenant Improvement
C - .@esidential 0 Apartment 0 Condo 9zs ingle Family Dwelling 0 AdditioWNteration
0 Duplex 0 Demolition 0 Relocation 0 Mobile Home 0 Electrical 0 Plumbing
OMechanical OPool 0 Spa ORetaining Wall OSolar OOther
2. PRQJJXTINFQIUUATION
A - U Commercial U New Building U Tenant Improvement
I. -1
'/ - :..j
FOR OFFICE USE ONLY
PLAN CHECK NO. q3-3 '@/
STATE ZIP CODE DAY TELEPHONE
Workers' Compensation Declaration: I hereby atlirm that I have a certiticate ot consent to selt-insure issued by the Director ot Industnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C).
INSURANCE COMPANY 5 b~k F c! %k POLICY NO. /~>l-j-a$ EXPIRATION DATE I /f3
Cemficate ot Exemption: I ceroty that in the pertormance ot the work tor which this'permit is issued, I shall not employ any person in any manner
so as to become subject to the Workers' Compensation Laws of California.
SIGNATURE DATE
Owner-Builder Declaration: 1 hereby attirm that I am exempt from the Contractor's License Law for the following reason:
I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
I am exempt under Section
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [SSOO]).
0
0
0 Business and Professions Code for this reason:
SIGNATURE DATE
AL BUILDING
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
Is the facility to be constructed within 1,OOO feet of the outer boundary of a school site?
IF ANYOF THE ANSWERS ARE YES. A FINALCERTIFICATE OF OccUpANCY MAY NOT BE ISSUED -.JULY 1,1989 UNLESS THE APPUCANT HAS =OR 1s MJXITNG THE REQWUMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR HlLuITlON OONTROL DISTRICT.
I hereby attirm that there is a construction lending agency tor the performance ot the work tor which this permit IS issued (Sec 3m I) Civll Code).
0 YES 0 NO
YES 0 NO
0 YES 0 NO
LENDER'S NAME LENDER'S ADDRESS
1 certihr that I have read the amlication and state that the above intormation is correct. 1 azree to comDlv with all CIN ordinances and State laws relating to building construciiob: I hereby authorize representatives of the City of Carlsbad to enter upon t'he above mentibned property for inspection purposes. I ALSO AGREETO SAVE INDEMNIFY AND KEEPliARMLEssTliE(3nOFcARlsBADAGAIN~ALLW~JuDcMENTs. OOSIS AND EXPENSES WUCH MAY IN ANY WAY ACXXUE AGAINST SAID CllY IN CON!XQUENCE OF TliE GRANTING OF TlIIs PERMIT.
WV\: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
provisions of this Code shall expire by limitation and become null and void if the
in 365 days from the date of such permit or if the building or work authorized by is commenced for a period of 180 days (Section 303(d)
DATE:
" VVfWlJ!: File YELLOW: Applicant PINK: Finance
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING U/M
PLAN CHECK#: CB930541 PERMIT#: CB930541 PROJECT NAME: 1643 SF + 520 SF GARAGE BLDG 4
WATER
DATE: 02/02/94 PERMIT TYPE: SFD
ADDRESS: 2616 CABRILLO PL LOT# 4
CONTACT PERSON/PHONE#: MH/MIKE/632-8032 SEWER DIST: WATER DIST:
INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED -
INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED -
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER
F 'AN CHECK#: CB930541
;ERMIT#: CB930541
PROJECT NAME: 1643 SF + 520 SF GARAGE BLDG 4
DATE: 02/02/94
PERMIT TYPE: SFD
ADDRESS: 2616 CABRILLO PL LOT# 4
CONTACT PERSON/PHONE#: MH/MIKE/632-8032 SEWER DIST: WATER DIST:
\ w INSPECTED
BY:
DATE
INSPECTED:
INSPECTED DATE
BY: INSPECTED:
INSPECTED DATE
BY: INSPECTED :
z/y/7? APPROVED /' DISAPPROVED __
APPROVED - DISAPPROVED -
APPROVED - DISAPPROVED -
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER
PLAN CHECK#: CB930541 DATE: 02/02/94 PERMIT#: CB930541 PERMIT TYPE: SFD PROJECT NAME: 1643 SF + 520 SF GARAGE BLDG 4
ADDRESS: 2616 CABRILLO PL LOT# 4
CONTACT PERSON/PHONE#: MH/MIKE/632-8032 SEWER DIST: WATER DIST:
DATE
BY: INSPECTED: 2--7-?f APPROVED 1 DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED -
INSPECTED DATE
BY: INSPECTED : APPROVED - DISAPPROVED -
I CITY OF CARLSBAD
INSPECTION REQUEST PERMIT# CB930541 FOR 02/02/94 INSPECTOR AREA TP
DESCRIPTION: 1643 SF + 520 SF GARAGE BLDG 4 PLANCK# CB930541
TYPE: SFD CONSTR. TYPE VN
JOB ADDRESS: 2616 CABRILLO PL STE :
APPLICANT: GALEY AND KEMMERLY HOMES, INC. PHONE: 619 632-8032 ,
CONTRACTOR: PHONE :
OCC GRP R3/M1
OWNER: PHONE : /
REMARKS: MH/MIKE/632-8032 SPECIAL INSTRUCT: INSPECTOR /t
TOTAL TIME:
--RELATED PERMITS-- PERMIT# TYPE STATUS
SE930041 =D ISSUED
CD LVL DESCRIPTION ACT COMMENTS
19 ST Final Structural
29 PL Final Plumbing
39 EL Final Electrical
49 ME Final Mechanical I
***** INSPECTION HISTORY *****
DATE 120993
120893
120693
120293
120193
120193
113093
112993
112'493
112393
112393
112393
112393
112293
111993
111793
111693
110493
091693
090993
090993
090893
090893
DESCRIPTION Exterior Lath/Drywall
Exterior Lath/Drywa11
Interior Lath/Drywall
Insulation
Insulation
Rough Combo
Insulation
Rough Combo
Rough Combo
Frame/Steel/Bolting/Welding
Rough/Topout
Rough Electric
Rough/Duct s/Dampers
Frame/Steel/Bolting/Welding
Exterior Lath/Drywall
Exterior Lath/Drywall
Roof/Reroof
Roof/Reroof
Ftg/Foundation/Piers
Sewer/Water Service
Underground/Under Floor
Sewer/Water Service Underground/Under Floor
ACT INSP COMMENTS
AP TP co PY WINDOW FLASHING
NR TP
AP TP
NR TP
AP TP
CO TP
AP TP
PI TP
PI TP
PI TP
PI TP PI TP
AP TP
CA PK
CO TP
AP TP
AP TP
AP TP
AP TP
AP TP
AP TP
AP TP
CORR
CORR
OK TO WRAP (EXT)
SOILS LETTER INCL
MV ENGINEERING, INC.
2450 Vineyard Avenue, #lo2
Escondido, California 92029-1 229
61 91743-1 21 4 Fax: 739-0343
Job #1202-92
August 5, 1993
Mr. Mike Galey
7720 El Camino Real, Suite #2M Carlsbad, California 92009
FOUNDATION PLAN REVIEW FOR BUILDINGS TO BE PLACED ON
LOTS #38 #4# #78 AND #8 OF LAGUNA VILLAGE LOCATED OFF LAGUNA DRIVE, CITY OF CARLSBAD DRAWING #327=3A
This office has reviewed those sheets which pertain to building
foundations and slab-on-grade, specifically sheets 1.1, 2.1, and
S.l stamped dated July 7, 1993 of the foundation plans by Knitter
and Associates provided to this office for the above-referenced
site. Based upon our review, and from a geotechnical engineering
point of view, the footing and slab-on-grade details are in
substantial compliance with our Final As-Graded Compaction Report
dated December 29, 1992.
If you have any questions or need clarification, please do not
hesitate to contact this office. Reference to our Job #1202-92
will help to expedite our response to your inquiries.
We appreciate this opportunity to be of service to you.
MV ENGINEERING8 INC.
RMV/MPR
Distribution: Addressee (4)
MV ENGINEERING, INC.
2450 Vineyard Avenue, #lo2 SCOND100,* CALIFORNIA 920251330
(619) 743-1214 9
TO PI* 131 \% Gy k \/
/
THE FOLLOWING WAS NOTED:
DATE I JOB NO.
I
WEATMER TEMP. Oat AM I O at PM
CRESENf AT SITE
COPIES TO
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92 123
(619) 56&1468
CFILE COPY rms
The plans transmitted herewitn have been corrected whers
building codes.
0 necessary and substantially comply with the jurisdiction's
The plans transmitted herewith will substantially comply @ with the jurisdiction's building codes when minor deficien- cies identified SiZF fl77r3.0- are resolved and
checked by building department staff.
The plans transmitted herewith have significant deficiencies
and resubmitted for a complete recheck.
0 identified on the enclosed check lis? and should be corrected
The check list transmitted herewith is for your information.
The plans are being held at Esgil Corp. until corrected
plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the 0 jurisdiction to return to the applicant contact person.
t] The applicant's copy of the check list has been sent to:
0 Esgil staff did not advise the applicant contact person that plan check has been completed.
0 Esgil staff - did advise applicant that the plan check has been completed. Person contacted:
Date contacted: Telephone 4 a REMARKS: Af?(-( CWq emcLP37e D 7)N3-? nfirJs
f3F s5/37 I9 Tp?F- c/7y 8 okb r3:q poms 4
By: & DoL/ELRk- Enclosures:
D GA D cr.1
ESGIL CORPORATION
I I
JURISDICTION: @A pL5b@ Date plans received by plan checker:
PLAN CHECK NO.: 93--', SuZ Date plan recheck completed: 7/yl,s5By: rsF8k pocfEN7g
PROJECT ADDRESS: 3 5: i? 6f 4 Cr96RILCO fL \
To: A.rcc#€L GRLE-y p -.z--q7 -
RECHECK PLAN CORRECTION SHEET
FOREWORD: PLFASE REU)
Plan check is linited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniforn Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced
by the Building Inspection Department. You my have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments.
The items shohn below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. - PLANS
Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to:
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on #is sheet has been made and return this check sheet with the revised plans.
The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the still outstanding corrections. Please contact me if you have any questions regarding these items.
Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans.
Have changes been made to the plans not
resulting from this correction list? Please check.
@
Yes No
- - 1 - gL Provide a letter from the soils engineer confiming t!!t the fomdation plim, grading - pfm zmd specificatioas hse been reviewed md that it has been Ceternined that the recomenCetions,in the soils report ere
/ i , ?- pro?erly inco-orated iz~o the ccnstmction / ,/
-c '\- docments
t
.. t--
L
. .. .
. . . . -. . . . ..
ESGIL CORPORATION
0320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 82 123
(619) 56Cb146-8
0
0
0
Ix1
0
The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's
building codes.
The plans transmitted herewith will substantially comply
with the jurisdiction's building codes when minor deficien-
cies identified are resolved and
checked by building department staff.
The plans transmitted herewith have significant deficiencies
identified on the enclosed check list and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your infornation.
The plans zre being held at Esgil Corp. until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
a Esgil staff did not advise the applicant contact person that
plan check has been completed.
0 Esgil staff ais advise applicant that the plan check has
been completed. ?erson contacted:
Date contacted: Telephone 8 0 REMARKS:
By:' 19AE DoLtehlnf Enclosures:
ESGIL CORPORATION 7-19-73
0 GA fl ct.1
To: hrcCS#EC GRLEY
RECHECK PLAN CORRECTION SHEET
FOREWORD: PLEASEREAD
Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced
by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments.
The items shown below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law.
The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been of the prior correction list, we have returned to you by the jurisdiction, to: enclosed those pages containing the still outstanding corrections. Please contact me if you have any questions regarding these
0 6=
E5Glt Coepowrio/J items.
Please indicate here if any changes have been made to the ~lans that are not a result
To facilitate rechecking, please identify, of corrections fr'om this list. If there are next to each item, the sheet of the plans other changes, please briefly describe them upon which each correction on this sheet has been made and return this check sheet with the revised plans. Have changes been made to the plans not resulting from this correction list? Please check.
and where they are located on the plans.
Yes NO
- Subait fully tinenrioned plot plan dram to scale thoit-ing location, size, and use of all - existing and propcsed structures on the lot. - demtify property lines and show lot dinensions kd all eesementt. mow locetion of all cut or -fill slopes. Show finish floor elevations and - show elevations of adjacent finish grade. Show drainage patterns vith ~inimum slopes.
- Section 302(d). sr;12cr7 w*e
~~ gtr Provide a letter from the soils engineer confiraiag t!!t the fowdation plut, grading - plan and specifications have been reviewed cnd that it has been determined that the - reconmendations ,in the soils report ere - properly incorporated inro the construction doc men t s
Form No. RPCS.41290
, .. ESGIL CORPORATTION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92 123
(619) 5601468
0
0
0
€3
0
The plans transziitted herexith :??ye corrected *&her= necessary and substantially coz?ly xith the jurisdiction's
building codes.
The plans transzitted here;;it:? uill substantially conply
with the jurisdiction's juilciing codes *g?ien nizor deficien- - cies identified are resol-gzd and
checked by buileing de?zrtme.r;t staff.
The plans transmitted herewith 3ave significant deficiencies
identified on the enclosed check list and should be corrected
and resubnitted for a cornplete recheck.
The check list transmitted hzrtxith is for your information.
The plans are being held at Esgil Cor?. until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person.
5 The applicant's gopy of the check list has been sent to:
H('W*EC - Gdeq
BEsgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff - did advise applicant that the plan check has
been completed. Person contacted:
Date contacted: Telephone g
REMARKS: ?LG?G SLG eP2/5&V r/rtcU&Tlbhj
By: DULlEOTL=' Enclosures:
6-Lc-9'3 ESCIL CORPORATION
..
s1wuEs: 2
HEIm:
Date plans received by jurisdiction:
Date plans received by Esgil Corporation:
6- 4-73
Date initial plan check completed:
Applicant contact person: -
Plan check is limited to 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
handicapped. The plan check is based on
regulations enforced by the Building Inspection
Department. You may have other corrections based
on laws and ordinances by the Planning Department,
Engineering Department or other departments.
Present California law mandates that residential
construction comply with Title 24 and the following
model codes:
1991 UBC (eff. 8/14/92)
1991 UPC (eff. 8/14/92)
1990 NEC (eff. 7/1/91)
1991 LIMC (eff. 8/14/92)
The above regulations apply to residential
construction, regardless of the code editions
adopted by ordinance.
The circled items listed need clarification,
modification or change. All items have to be
satisfied before the plans will be in conformance
with the cited codes and regulations. Per Sec.
303(c), 1991 Uniform Building Code, the approval of
the plans does not permit the violation of any
state, county or city law.
To soeed UD the recheck urocess. note on this list
lor a CODV) where each correction item has been
addressed i.e.. olan sheet. soecification. etc. Be
sure to enclose the marked uu list when YOU submit
the revised plans.
XXE: PAi;$lmma?s ARRW Ili SB~EMZKAS PAGESHAVINGMI XTDIS mING CCHRECUO!tSWERgDELE13eD.
List No. 2, Carlsbad Single Family Dwelling and Duplex With All Supplements. (1991 UBC)
I.
- PLANS
Please make all corrections on the original tracings and subit two new sets of prints, to:
Esgil Corpcration, 9320 Chesapeake Drive, Suite $?OS, Szn Diego, California
(619) 560-1L58.
oc 92123,
Please nake all ccrrections on the origirial tracings and subsit two new sets of prints, to:
@
The jurisdiction's building depcru;ior,t.
7. XnCicate on the iit!e Sheet of the plms, -he nme of the !egal omer aqd me cf perscn responsible for tke preparation of the plax. Section 302(a)7.
All sheets of i??a?s mst be signed by L!e person responsible for their preseration. Q (California Bcsinsss and Professions Code). & ' 5GG @-%d ~ Plans, specifications and calculations shzll be w signed -by the California state licensed engineer or architect responsible for their preparation, for plans deviating fron conventional wood frme construction. S?ecify expirati JF date of license. (California Business and Professions Code).
Specify on the Title Sheet of the plans the gross floor crea of each element of- t!is project including &*elling, gazge, cazzort, patio, deck and tclcony.
Provide a stateoent on the Title Sheet of the plans that this project shall comply with Title 24 and 1991 UBC, IMC and UPC and 1990 hZC.
Submit fully dimensioned plot plan dram to scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easements. Show location of all cut or fill slopes. show finish floor elevations and show elevations of adjacent finish grade. Show drainage patterns vith minimum slopes. Section 302( d).
Indicate distance from property lines to proposed construction. Section 302(d).
p/
Section 32(d).
f
@
Show on the title sheet all structures, pools, b-alls, etc. included under this application. hny portion of the project shown on the site plan that is not included vith the building pennit application filed should be clearly identified as "not included."
r( Clearly show if the lover level is a basenent or a story, based on the definitions in Sections LO3 and lr20. Plot the finish grade (as defined) on the elevations and dinension the distance to t?e floor above, for story determination.
On the ccver sheet of the plans, specify a-7~ items requiring special inspection, in a fomt similar to that shorn bel w or sticky
v(
back. ficfmX 5w MI 9
EQL'IFED SPECIAL IKSPECTIOSS in additicn to the regular inspections, the following checked itenk xi11 also require Special inspection in accordance Kith See. 306 of the Enifom Building Code.
IT3 EQ. IF PeMXs CHECKEI) SOILS CO.XPLIMiCE PRIOR TO FOLWDATION INSP.
STRUCTURAL CONCrn
OVER 2500 PSI
PxsmssED STEEL
FIELD LZLDING
UGH STFSNGM BOLTS
EXPIV\'SION ANCHORS
SPECIAL ?lkSONRY
SPRAYED ON FIRE PROOFING
PILES/cAISSONS
DESIGNER-SPECIFIED
OMER
13. Exterior walls closer than 3 feet to property lines shall be one-bow rated construction and have no openings. Table 5-A.
..
Exterior walls closer than 3 feet to a property line shall have 30 inch parapets when the floor area per floor exceeds 1,000 square feet. See Section 1710 for possible exception.
Projections, including eaves, may not extend more than 12 inches into the 3 foot setback from the property line.
Eaves over required vindoh-s shall be not less than 30 inches from the side and rear property lines. Section 504(a).
Projections, including eaves, shall be one-hour fire-resistive construction, heaxy timber or of noncombustible material if they project into the 3' setback area from the property line. Section 1711.
Plastic skylights shall .not be installed .within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited or required to be protected. Section 5207 (a) 7.
Show locations of permanently wired smoke detector with battery backup: a. Inside each bedroom. b. Centrally located in corridor or area giving access to sleeping rooms. c. On each story. d. In the basement, if part of the dwelling unit.
e. h'hen sleeping rooms are upstairs, at t\e upper level in close proximity to the stair. f. 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 all sleeping areas of the unit. Section
When the valuation of a room addition or repair exceeds $1,000, or when sleeping rooms are created, smoke detectors shall be provided at existinq bedrooms per item 19 above, exceDt that smoke detectors added at existing construction need only be battery powered. Section 1210.
Section 504(b).
12107
2p Sleeping rooms shall have a window or exterior door for emergency exit. Sill height shall not exceed 44" above the floor. The window must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". Section 1204. 4 Basements in dwelling units shall comly with the above (even if not designated as sleeping rooms). Section 1204. #. Window area must be at least 1/10 of the floor area and a minimum of 10 square feet per Section 1205 (b). hppears to be deficient in
f Openable window area in habitable rooms must be 1/20 of the floor area and a minimum of 5 square feet. In bathrooms, laundry rooms and similar rooms 1/20 of area is required and minimmi is 1.5 sq. ft. Section 1205 (c).
At least 1/2 of the common wall must be open and have an opening not less than 25 aq. ft. nor one tenth of the floor area of the interior room if light and ventilation is being supplied from an adjacent room. Section 1205 (a).
Required windows shall not open into a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65% open, and the porch abuts a street, yard or court. Section 1205 (a). ,k Provide mechanical ventilation capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar rooms if required openable windows are not provided.
Note that the discharge point for exhaust air 4 will be at least 3 feet from any opening into the building. Section 1205(c).
3d Ductless fans cannot be used in bathrooms if a tub or shower is present.
27
.
Section 1205 (c).
Section 1205(c).
GmmAL REsIDImTAL Rmmmmm Show that ceiling height for habitable rooms is a minimum of 7'6''. Section 1207 (a).
Show ceiling height for laundry rooms, hallways, corridors, and bathrooms is a minimum of 7'0".
Dimension on the plans 30" clear width for water closet compartments and 24" clearance in
Section 1207 (a).
// 2f Habitable rooms, other than kitchens, shall contain at least 70 square feet of floor area. At least one room shall have not less than 120 square feet of floor area. Section 1207 (b). jd. KO habitable room, other than a kitchen, shall be less than 7'0" in any dimension. Section
1207 (c). front of water closet. Section 511 (a).
2/t/93 3
L",.Z... . , . .. . .,, - .,.-, -. ..... .
Show safety glazing in the following locations, per Section 5406(d): a. Where the nearest edge of glazing is within a 24-inch arc of either side of a door in a closed position (unless there is an intervening wall between the door and the glazing or if the glaring is 5'-0" or higher above the walking surface). b. Glazing greater than 9 square feet wit!! the bottom edge less than 18" above the floor and the top edge greater tbn 56" above the floor (unless the glazing is more than 36" horizontally avay fron walking surfaces or if a conplying protective bar is installed).
c. Glazing in shower. and tub enclosures (including windows within 5 feet of tub or shower floor).
/6. h'alls ad floors separating units in a duplex shall be of one-hour fire-resistive ccnstruction. Provide details of the assemblies. Section 1202(b).
A mezzmine is an intermediate floor ad nay not hzve a floor area exceeding 33 113 percent of the total floor area in the room below. The mezzanine floor rmst have a clear height of 7 feet, rbove and below, and must have the lo3g side open to the room below except for posts and protective walls or railings not exceeding
Ut' in height. Section 1717. A. The loft you show does not comply as a mezzanine floor and is, by Uniform Building Code definition, a story.
3f Dwellings used for daycare for 7 to 12 children shall comply with the special requirements in Chapter 12 of Title 24.
,d.
Section 1717.
EIlITs. !xAm?AYs. ANDRAILmGS
)d Floors above the second story shall have not less than 2 exits. Exceptions: 1. Occupied roofs may have one exit if such occupied areas are less than 500 square feet and located no higher than immediately above the second story. 2. When the third floor within a unit does not exceed 500 sq. ft., only one exit need be provided. Section 3303(a).
Required exit dooxways shall be not less than
36" in width and not less than 6'8" in height. kl.
Provide 36" high protective railing €or porches, balconies, and open sides of stair landings. OpeninRs between railinKs shall be less than 4". The triangular openings formed by tne riser, tread and bottom elements of a guardrail at a stair shall be less than 6". Section 1712. v/ Show how guardrail connection details are adequate to support 20 pounds per lineal foot at a right angle to the top rail. Table 23-B.
Provide stairnay and landing details. Section 3306 (b), (c) and (0).
a. Maximum rise is 7" and minim run is
lltt. Vhen the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may De SI1 maximum and run 9" minimum.
b. Minimum headroom is 6'-8".
c. Minimum width is 36".
. All handrails per Section 3306 (i), shall
a. Prcvide handrail €or stairnays vith 4 or
b. Handrails and handrail extensions shall be 34" to 38" above the nosing of treads.
The handgrip portion of harrdrail shall be not less than 1 1/2", nor more than 2" in cross-sectional dimension.
d. Except for stairs serving only one tenant, handrails shall be extended 12" beyond the top and bottom of the stair.
Every stairway landing shall have a dimension, measured in the direction of travel, at last equal to the stairway width. If a door occurs at the landing, such dimension need not exceed 36 inches. Section 3306 (g), 3304 (j).
An interior door may open at a landing that is not more than 8" lover than the floor level, provided the door does not swing over the landing. Section 3304(i). &. Provide details of winding staimay complying with Section 3306 (d):
a. Minimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from where the treads are narrowest. b. Maximum rise is 8 inches. c. Minimum width is 36 inches.
f satisfy the following:
more risers.
c.
.
4 Garages are not permitted to open into a room used for sleeping purposes. #. ~n occupancy separation is not required between carport and residence,. provided the carport is open on two or more sides and has no enclosed uses above. Section 503 (a) Fxeption 3. 4 Shcv garage franing sections, size of header over garage opening, lateral cross bracing at plate line, nethod bracing garage front and fiolddoms if required. Chapter 23.
SOTE: ?laxinun shear panel height-to-widt! ratio is 3 1/2 to 1 for plj-dood. Table 25-1. +. Dsors my open into the garage only if t\e floor or landing in the garage is not more tha one inch lower than the door threshold.
Section 1104.
Section 3304 (i). A. ?rovide an 18" raised platform vater heater, or other device which wy generate a flme or Section 508, L'PC Section 1310 (a)
"MI'IOR Jtmmnmm
for any TAL", n the garage spark. LYC
7f. Per soils report, note on the plan the soils classification, whether or not .-he soil is expansive and the allovzble bearing value. Section 2905 (c). 38. The foundation plan does not comply with the soils report recornendations for this project. Please review the report and nodify design, notes and details as required to show compliance:
Provide notes on the foundation plan listing the soils report recommendation for foundations, slab and building pad preparation.
The soils engineer recommended that heishe review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in vriting that:
1. The building pad was prepared in accordance with the soils report,
backfilled and compacted, and
the intent of the soils report".
2. The utility trenches have been properly
3. The foundation excavations comply with
Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications hare been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (-.
Snow height of all foundation walls. Chapter 53.
Show height of retained earth on all foundation walls. Chapter 73.
If cut or fill slo2es exist, shov distance from foundation to edge of cut or fill slopes and show steepness and heights of cuts ZXI fills. Chapter 29.
!;ate on plans that wood shall be 6" nininm above finish grade.
Kote on plans that suritce water will drain zvay fron Srlilding 2nd show drainage pattern and key elevations.
Dimension fouridation per U.S.C. Table 29k:
Section 2907 (a).
Section 2905 (f).
Floors Footinq
SuDDOrteda Stemall Width Deoth Thickness
1 6" 12" 1ZIf 6"
2 8" 15" 18" 7 I'
3 10" 18" 24" 8"
:$Foundations nay support a roof in addition to the floors. k'here only a roof is supported, =e foundation for one floor.
Show foundation sills to be pressure treated, or equal.
Show foundation bolt size and spacing. Section 2907 (f).
Specify size, I.C.B.O. number and manufacturer of power driven pins and expansion anchors. Show edge, end distances and spacing. Section 302 (d).
If required, show size, embedment and location of hold down anchors on foundation plan. Section 302 (a).
If hold downs are required, note on plan that hold dom anchors must be tied in place prior to foundation inspection.
Show adequate footings under all bearing walls
and shear Galls. Section 2907 (b).
Section 2516 (c) 3.
Section 305 (e) 1.
Show on the plans stepped footin s for slopes steeper than 1:lO. Section 2907 h).
Show minimum 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516
Show pier si:e, spacing and depth into undisturbed soil. Table 29-A.
Show miniman underfloor access of 18'' x 24". Section 2516 (e)?.
Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of mderfloer &rea. Qenings shall be as close to ccrners IS practicable and shdl provide crcss ventilation on at ieast two approximately opposite sides. Section 2516 (c) 6.
(c) 2.
Show vall bracing. Every exterior vood stud vall end rain cross-stud partition shall be braced st each end at least every 25 feet of length vith 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3, Table 25-V.
In 2-story buildings, shear panclr at the first story (at least 68 inches in vidth) shall be located at each end or as near thereto es possible and comprise at least 25 percent of the lineat length of the wall, or provide design. Section 2517(g)3, Table 25-V. . Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at inten-als not exceeding 8 feet, unless both edges are held inline. Sec. 2506 (h).
b2. Show blocking at ends and at supports of floor joists, rafters and trusses at exterior walls.
Section 2517 (d) 3, 2517 (h) 7.
1 3. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. +. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517
1 5. Show rafter purlin braces to be not less than
Section 2517 (d) 5.
P
(h) 5.
45 degrees to the horizontal. Section 2517 (h) 6.
Show double top plate with minimum 48" lap
Show nailing will be in compliance with Table 25-4.
Show or note fire blocks at the following locations per Section 2516 (f):
+ splice. Section 2517 (g) 2.
7 d.
a. In concealed spa:es of stud r;al!s md partitions, inclutizg furred spaces, at the ceiling md f:scr levels and zt 10 foot intervals both vertical and horizontal;
b. At all interconnec:ions between concealed vertical and hcri-cntal spaces such 8s occur at soffits, Crop ceilings and cove ceilings;
c. In concealed sFaces betr;een stair stringers at ths tcp 2nd bottom of L\e run and between studs along and inline Kith the run of stairs if the L-alls under the stairs are unfinished;
d. In o?enings around rents, pipes, ducts, chimneys, fireplaces nd similar openings which afford a pessage for fire at ceiling and floor levels, with noncombustible materials; and
e. At openings betveen attic spaces and chimney chases for factory-built chirmeys.
In duplexes, draft stops shall be provided in @' floor-ceiling assemblies and attics in line vith walls separating units and separating mits from common areas.
110. Show stud size and spacing. ~axianup alloxable stud heights: Bearing wall: 2 xl and 2 x 6 max. 10'; Non-bearing: 2 x 4 max. 14', 2 x 6
pw. 20'. Table 25-R-3. &. Studs supporting two floors, a roof and ceiling must be 3 x 4 or 2 x 6 at 16" O.C. Table 25-R-3.
$. Note on A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505.
Section 2516(f)4. 0
Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2526 (m).
4. Detail shear transfer connections, including roof and floor diaphregos, to shezr walls. Section 2513.
J
5/22/92 7
138. Sho; the size, location and type of all heating and cooling appliances or systems. 1A. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. L%C, Sec. 3212.
3LO. Hote on the plans that the FAU closet or alcove must be 12 inches vider than the furnace or furnaces being installed. L3C Section 704.
142 Show minimum 30" deep .unobstrxted working space in front of furnace.
lL2. furnace shall not be installed in my bedroom, bathroom or in a closet or confined space Kit!! access only through such roon unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Section 704 L%C.
0-
0
0 0
0 0
0
0
Section 505, u?1C.
1&3. Show source of combustion air to furnace, per Chapter 6, UMC.
1l.k. Show access to the attic containing ecpipment to be minima 30 inches by 30 inches. Tne opening my be 22 inches by 30 inches if the equipment can be removed through such openbg. Section 708 UMC.
US. h'ote that passageway to the attic furnace shall be unobstructed and have continuous solid flooring not less than 24 inches vide, not more than 20 feet in length through the attic. Section 708 UMC.
lb6. Show permsnent electrical outlet ad lighting fixture controlled by a svitch for furnace located in attic or underfloor space. Section 708 h 709 UMC. $. Show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. d Show I.C.B.O. approval number for prefab fireplace. Show height of chimney above roof per I.C.B.O. approval or Table 37-B.
$9. Note on the plans that approved spark arrestors shall be installed on all chimneys. Section 3703(h)
Gas vents and non-combustible piping, in walls, passing through three floors
Or less shall be effectively draft stopped at each floor or ceiling.
NEE 955
150. Note on plan:
UBC, Section 1706 (c).
0
lr. Provide &yet vent to outside. UMC, Section
1903.
All wiring shall comply with the Rational Electrical Code.
Show on the plan the amperage of the electrical service, the location of the senice panel and the location of any sub- penels. If service is orer 200 qs, sllbait single line diagram, panel schedule and load calculations. &D
Shcr; an the plan t!t recep'acle orrt!eLs coaply vi*& 1990 rxc kzt. 210-52(2), vhich
:€a& as fo1lor;s:
In every kitchen, dining room, parlor, library, den, sun'oom, bedroon, recreation room, or similar rooms or area of duelling 'wits, receptacle outlets shall be installed
so that no point along +he floor line in any vall space is more the? 6 feet, Dezsured horizontally, from en outlet in t!!t space, -5ncluding any vall space 2 feet or more in vidth and the vall space occu?ied by fixed Fznels in exterior walls, but excluding sliding panels in exterior walls. The vall spacc 'fforded by fhed room dividers, such as free--tanding bar-type counters, sl-all be included in the 6-foot measwemesit.
.r
Dwelling Unit Receptacle Outlets
27 0-52{~) 'I-==-". 2.. "
It
.. i
w-4 "+*'
show T and P valve on water heater and show
route of discharge line to exterior. UPC, Section 1007 (e).
I#. show that water heater is adequately braced to resist seismic forces. UPC, Section 1310.
I#. Show shower stall can accomodate a 30" circle
and has a minimum floor area of 1,024 sq. in. UPC 909 (d).
l#. Provide clothes washer hook-u? for each unit. Title 24, Part 3.
166. New water closets and associated flushooeter velves, if any, shall use no more than 1.6 gallons per flush and shall meet perforoance standards established by the herican h'ational Standards Institute StcnCard A112.19.2, and urinals and associated flushometer valves, if,
any, shall use no more than one gallon per flush and shall meet perfomce stzndards established by the American h'ational Stanlads Institute Standard A112.19.2. H & S Code, Section 17921.3(b).
0
Show details of duplex cormon (party) valls and f loor/ceiling assemblies to achieve a Sound ~ransnission Class (STC) rating in valls of 50 decibels and an Impact Insulation Class (IIC) rating on floor/ceiling of 50 decibels. Title 24. . Show how penetrations of assemblies for piping, electrical devices, recessed cabinets , bathtubs, soffits, or heating ventilating, or exhaust ducts shall be saaled, lined, or insulated to maintain required sound transmission rating. Title 2k.
14. Provide insulation in walls and ceiling to achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 24.
NOTE: Plans submitted after Janq 1, 1993 must comply with the new energy standards.
l#. Provide plans, calculations and worksheets to show compliance with current energy standards. n 171. The regulations require a properly completed u and properly signed Form CF-1R to be either imprurted on the plans, taped to the plans or "sticky backed" on the plans, to ailow the building inspector to readily compare the actual construction with the requirements of the approved energy design.
All energy it= shown on the plans nust be in ' agreement vith the information shom on the properly completed Fom CF-1R.
mandatory energy conservation requirements as listed on the enclosure titled, Wandatory Measures Checklist."
l$. Show the de, model and efficiency of the
5. For room additions, show comliance vith the ' energy standards. See attached.
176. Provide fluorescent genercl lig!!ting _(40
Specify on the buildina ~lan~ all of the
space heating (or cooling) system.
lumens per vatt) in kitchen(s) md bachooms.
glazing (fenestrations) will be installed with a certifying label attached, shov the U value."
ChFlLSBAD S.P.D. h nopLnr
Provide a note on the plans s-utL?g "All new
0
&. Energy consen-ation design should be for Zone
179. Floor drains must have auto-prbe (city
I/ For gas piping wder slabs that serve kitchen island cooktops, see the attached Policy 91-46 for special sleeve and clecn-out requir-ts. &. Note exhaust fans cannot be ductless type (city policy).
182 New residential units must be pre-plumbed for future solar b-ater heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093).
183. Note "two 3/4" copper pipes mst be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093).
1s. All piping for present or future solar water hating must be insulated when in areas that are not heated or cooled by mechanical means (city policy).
o policy).
0
0
0
5/11/93 12
I#. Incorporate the waterproofing details, on the attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s).
Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 112383.
All new residential buildings, including additions, require a soils report. Please submit two copies. Exception: If a room addition is limited to one story and 1000 sq. ft. in area, then a soils report is not required. Esgil Corporation vi11 cdvise the City to place their soils notice s*~arrp on the
. Heavy timber framing, minimum 6" x 10" beam and minimum 8" x 8" post, for the structural beam and column supporting the fire separation between tho garage and li-ring area above, is acceptable if shohn on the plam. (city policy).
All structures require a Class B roof covering, except room additions. If a room addition covers all of the existing building (2nd story addition), then the above exception doesn't
City Ordinance 9792 requires two parking spaceslunit with clear area of 20'x20' i.e. no cashing machines, etc. Show compliance.
191. Only tank-type water closets that use an average of 1.6 gallons of bater per flush or less, and urinals and associated flushometer valves, that use an average of 1 gallon of water per flush or less shall be installed in new construction. These provisions shall apply to existing buildings only when toilets are being replaced in existing bathrooms or installed in new bathrooms.
)(I-
Please see additional corrections, or remarks, on the following page.
193. TO speed up the recheck process, note on this list (or a. copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc.
194 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans.
plans.
0
0
0
Have changes been made to the plans not resulting from this correction list? Please check.
Yes NO
The City of Carlsbad has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite
208, SM Diego, California 92123; telephone number
619/560-1L68, to perform the plan check €or your project. If you have any questions regarding these plan check items, please contact
at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnel1 at the City of Carlsbad, 2075 Las Palmas Dr., telephone 619/438-1161.
Thank you.
Enc 1 OSUI'CS :
\ 2.
cl@ 93 - scct, sy-ir, 6- /4- 4 3 I I I 1
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I \'A LU 2 I VA LU A TI 0 N h:U LT 1 ? LI 3 1 I ",U'ITJ?S'G ?C>TIGN SUILDING A33
I
I I I I I I I I I I I I I 1 -T .I I I I I 4 I. 1 I I le -I
Residentizl la *I
I
PL&+ I I
pJ€i/tJ& I lSZd I 740 I JIZ77G =r- I z/,m I /u: 8i 5- - teE@=-
A ir Cond It i onhe Cosmercizl .
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Res. or Conin.
Tire Sm ink1 ers
Tot21 Value
L
0 31dg. Cept.
0 Esgil
Building Permit Fee f- s 723.53
Plan Check Fee $ J 4-7Q.W
COHHENTS:
SHEET OF 2 12/87
Prepared by;
&-E
I 1 I I I
.
0 Sldg. Dept.
0 zsgil
Residential la I Fire Swinklers I @ 1 .. Res. or Comn.
J i i Tot21 Value t-
S 755,o.Q . Bcilding Pcrralt fee f-
Plan Check Fee S s 4-9D/75
C 0 H HE N 'IS:
-
SHEET 2, OF A 12/87
ENGINEERING DEPARTMENT
APPROVAL DENIAL
me item you have submitted for review has been the attached report of deficiencies
approved. The approval is based On plans, a. Make necessary corrections to information and/or Specifications provided in your for compliance with
submittal; any changes to these items Submit corrected
after this date, including field modifications, must
carefully all comments attached, as failure to
office for review. be reviewed by this office to insure continued
conformance with applicable codes. Please review
comply with instructions in this report can result in
suspension of permit to build.
yn
AITACHMENTQ 0 Dedication mion 0 Dedication Checklist 0 Improvement Application 0 Improvement Checklist
Future Improvement Agreement
CONTACT PERSON
NAME:
ADDRESS:
PHONE:
P\dom\chkl.l\bpooo1 .frm REV 6/5/92
2075 Las Palmas Dr. Carlsbad, CA 92009-1 576 - (61 9) 438-11 61 - FAX (61 9) 438-0894 @
,
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1stJ 2 nQ J 3rdJ
i
1. Provide a fully dimensioned site plan drawn to scale. Show:
A. North Arrow D. Property tines Easements
6. Existing & Proposed Structures E. Easements
C. Existing Street Improvements F. Right-of-way Width & Adjacent Streets
2. Show on site plan:
A. Drainage Patterns C. Existing Topography
6. Existing & Proposed Slopes
3. Show on a section drawing or include a note stating that there is a minimum of 6"
difference between the finished floor and the finished grade elevation adjacent to the
structure.
4. Include note: "Surface water to be directed away from the building foundation at a 2%
gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)."
On graded sites, the top of any exterior foundation shall extend above the elevation
of the street gutter at point of discharge or the inlet of an approved drainage device
a minimum of 12 inches plus two percent" (per 1990 UBC 2907(d)5.).
5. Include on title sheet
A. Site address
6. Assessor's Parcel Number
C. Legal Description
For commercial/industriaI buildings an6 tenant improvement projects, include: Total
building square footage with the square footage for each different use, existing sewer
pemdts showing square footage of different uses (manufacturing, warehouse, office,
etc.) previously approved.
MlSnNG PERMIT NUMBER DESCRIPTION
Page 1 of 4 REV 6/5/92
BUILDING PLANCHECK CHECKLIST
DISCRETIONARY APPROVAL COMPLIANCE
0 0 6. Project does not comply with the following Engineering Conditions of approval for
Project No.
Conditions were complied with by: Date:
DEDICATION REQUIREMENTS PdMF diH &&[
0 7. Dedication for all street Rights-of-way adjacent to the building site and any storm
drain or utility easements on the building site is required for all new buildings and for
remodels with a value at or exceeding $ -pursuant to Code Section
18.40.030.
Dedication required as follows:
Attached please find an application form and submittal checklist for the dedication
process. Provide the completed application form and the requirements on the checklist at the time of resubmittal.
Dedication completed by Date:
IMPROVEMENT REQUIREMENTS
8a. All needed public improvements upon and adjacent to the building site must be
constructed at time of building Construction whenever the value of the construction
exceeds $ -pursuant to Code Section 18.40.040.
0
Public improvements required as follows:
Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate piadwck process through the Engineering Department. Improvement plans must be appwved, appropriate securiiies posted and fees paid prior to issuance of permit.
Attached please find an application form and submittal checklist for the public
improvements requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal.
Improvement Plans signed by: kAr3S Date: f!q9J
DwL- 327-03
Page 2 of 4 REV 6/5/92
BUILDING PLANCHECK CHECKLIST
1stJ 2ndJ 3rdJ ocln
no
$0
no
no
00
0
0
0
0
0
8b.
&.
8d.
Construction of the public improvements may be deferred pursuant to 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:
Enclosed please find your Future Improvement Agreement. Please return signed and
notarized Agreement to the Engineering Department.
Future Improvement Agreement completed by:
Date:
No Public Improvements required. SPECIAL NOTE: Damaaed or defective
improvements found adiacent to buildina site must be repaired to the satisfaction of
the Citv Inspector prior to occupancv.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section 11.06.030
of the Municipal Code.
9a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
9b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be Submitted together with the completed application form attached.
NOTE: The Gradina Permit must be issued and rouah aradina approval obtained prior
to issuance of a Buildina Permit.
Grading Inspector sign off by:
p€Z. 9242 Dd6- 32 7-y#4
9c. No Grading Permit required.
BUILDING PLANCHECK CHECKLIST
Page 3 of 4 P\docs\chklrl\bpl .frm REV 6/5/92
MISCELLANEOUS PERMITS
10. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-way and/or
private work adjacent to the public Right-of-way. Types of work include, but are not
limited to: street improvements, trees, driveways.
IstJ 2ndJ 3rdJ 0 0
A separate Right-of-way permit issued by the Engineering Department is required for
the following: WstP u cfi o r~, 04 off ~JJL~E Stemzt PP~ PJ
Please complete attached Right-of-way application form and return to the Engineering
Department together with the requirements on the attached Right-of-way checklist, at
the time of resubmittal.
0 0 11. A SEWER PERMIT is required concurrent with the building permit issuance. The fee
f$ 0 0 12. INDUSTRlAL WASTE PERMIT is required. Applicant must complete Industrial
Waste Permit Application Form and submit for City approval prior to issuance of a
Permit.
is noted in the fees section on the following page.
Industrial waste permit accepted by: Date:
Page 4 of 4 REV 6I5W
. ,
EDU CALCULATIONS:
ADT CALCULATIONS:
CALCULATIONS WORKSHEET
EDU’s:
ADT’s:
FEES REQUIRED:
WITHIN CFD:
0 YES (NO BRIDGE & THOROUGHFARE FEE, REDUCED TRAFFIC IMPACT FEE)
/$$ 1. PARK-IN-LIEU FEE f ff /p hfff
PARK AREA: WU N IT:_
2.TRAFFIC IMPACT FEE:
e. BRIDGE AND THOROUGHFARE FEE
ADT’s: FEE/ADT:
44. FACILITIES MANAGEMENT FEE
ZONE: / FEE/EDU:
s.5. PUBLIC FACILITIES FEE
c4 93-sv4 4 6. SEWER FEES PERMIT No. si?? 730 0 +/
oA SJ-SVkSE 73 b 4% fl 5 EDU’s: 2 FEE/EDU: /6 10 $
BENEFCTAREA: FEE: H $
-.-4EL- ID
$7. SEWER LATERAL REQUIRED (2,500 DEPOSIT)
REMARKS:
CITY Of CARLSBAD
GRADING INSPECTIOH Cl1ECKLIST
FOR PARTIAL SIlE RELEASE
PROJECT INSPECTOR: TF EMN&-s/ DATE: g- /2-9 3
PROJECT ID: A?&, 2. $72.02 LA@NA’V/UA~Z GRAOING PERMIT NO. : pp. 2.92.02
LOTS REQUESTED FOR RELEASE: 4ft9
1
N/A = Not Applicable
0 = Incomplete or unacceptable
/ = Complete
let. Znd,
/
1.
2.
3.
4.
5:
6.
7.
8.
9.
10.
Site Bccess to requested lota adequate and logically grouped
Site erosion control measures adequate
Overall site adequate for health, safety and welfare of pub-lic
Letter of request for partial release submitted
8-1/2!’.X 11” site plan showing requested lots submitted
Compaction report from soils engineer submitted
Engineer-of-work certification of work done and pad elevations
Geologic engineer’s letter if unusual geologic or subsurface
conditions exist
Project conditions of approval checked for conflicts
Can water service be installed prior to bringing building
combustibles on site.
Partial release of grading for the hove stated lots is approved
for the purpoae of building permit issuance. Issuance of building
permits is still subject to all normal City requirements required
pursuant to the building permit process.
Partial release of the site is denied for the following reasons:
DATE PROJECT ENGINEER DATE
&/z- 9)
DATE
UU
a0 00
"" of Project and Use bed ;& Ca.
Zone f6 - 2 - a Facrlities
Lenend
Management Zone I
I tern Comple ce
Item Incomplete - Needs your action
1, 2, 3 Number in circle indicates plancheck number where deficiency was
identified do0 EnvironmentdReviewRequired: YES- /NO - WE P-a '
DATE OF COMPLETION:
Compliance with conditions of approval? If nor, state conditions which require action.
Conditions of Approval
APPROVAWRESO. NO. 33 O6 DATE: a+. (6, I??/
PROJECI' NO. OTHER RELATED CASES: SOP 71-2
Compliance with conditions of approvai? If not, state conditions which require action.
Conditions of Apptoval
DATE OF APPROVAL:
San Diego Coast DisfAct, 3111 Camino Del No North, Suite 200, San Diego, ck 92108-1725
(619) 521-8036
Compliance with conditions of approval? If nor, state conditions which require action. Conditions of Approval
do cl LandscapcPfanRequired: YES J NO
See attached submittal requirements for landscape plans
Site Plan:
- don
do a
do0 do 0
zoning:
?
1. Provide a fully dimensioned site plan drawn to scale. Show: Norrh
arrow, property lines, easements, existing and proposed stmctures,
streets, existing street improvements, right-of-way width and
dimensioned setbacks.
2. Show on Site Plan: Finish floor elevations, elevations of finish grade
adjacent to building, existing topographical lines, existing and proposed
slopes and driveway.
Provide legal description of property. 3.
4. Provide assessois parcel number.
1. Setbacks:
Front:
ht. Side:
Street Side:
Rear:
Required Shown
Required Shown
Required Shown
Required Shown
2. Lot coverage: Required Shown
3. Height: Required 30 Shown 27'
no0 4. Parking: Spaces Required Shown
Guest Spaces Required Shown
0 0 a AddiuonalComments
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
PLNCICFRM
a
Structural Engineering & Consulting
Client
File No.:
Date:
Project
Description:
Revisions:
r
L
1
Knitter & Associates
91-1702
January 3, 1992
Laguna Village
I Plan 1
Structural calculations for two (2) two-story single family detached plans with two (2) elevations each to
be constructed by Galey and Kemerly Homes on tract
number CT 91-1 in Carlsbad, CA.
Plan 1
3848 Campus Drive, Suite 220 Newport Beach, CA 92660 71 41756-1525 /
2 I
REVISIONS SHEET NUMBER - FlLE NUMBER 2
DATE
Structural Engineofing & Consulting
Jan, 3, 1992
n E
C
IY, A
SPEClRcmoNS
- ROOF Conc. Tile
P I TCH
Live Load 16.0 psf
-
%%%g* 1. 13 : 3
Sheathing 2.0 ~
Roof Rafters 2.0
Ceiling Joist 2.0
Drywall 2.0
Insulation 1.0 Total D.L. 71 7 asf
Total Load- 34-n
LL/I. 254. L.
CRITERIA: 199.1 WC
FLOOR -
Live Load 40.0 psf
D.L. of Fin. Fl. 4.0
Sheath i ng 3.0
- 2x Studs:
OF No. 2
Fb-1450 psi/t650 psi;
Fv-95 psi; E-1.7 x lo6 psi
2x; 4x Rafter, Ceiling 8 Floor Joists
Beams t Headers
DF No. 1
Fbrl500 ps i/l750 ps i ;
Fv-95 psi; E-1.8 x IO6 psi
Fb-1250 psi/lbSO psi;
Fv-95 psi; E-1.7 x IO6 psi
OF No. 2
6x or greater
Beams, Headers
DF No. 1
E11.6 x lo6 psi
Fb-1350 psi; FdS psi
Select Structural E-1.6 x lo6 psi
Fbml600 psi; Fv=85 psi
E-1.6 x 10' psi
Fb12400 psi; Fv=lSS psi
(indust. appearance grade-lY' ply)
Glue Laminated
TIMBER: West Coast Doualas Fir (WCDF) CONCRETE: (Strength e 28 days)
Foundations f'c=2000 psi
Precast f'c=3000 psi
Columns f'c-3000 psi
Struct. Slabs f'c=3000 psi
RElNFORClNG STEEL
tntermediate grade A-40; grade-60
STRUCTURAL STEEL
Beams Fy=36 ksl , ASTM A-36
Columns Fy-36 ksi , ASTM A-36
Pipe Fy-35 ksi, Grade B types
E or S, ASTM A-501
MAS ON RY
Hollow Concrete Units (CnU)
Type S Mortar
Grade N f'm=1350 psi
Grade N f 'm=lSOO psi (sol id grouted)
SOILS REPORT BY: M-V, -- I /2/92
ALLOWABLE BEARING: SB= 15OO psf
SHEET NUMBER 3
14-92
REVISIONS c
I- 1702 FILENUMBER 9
DATE
Structural Enginamring & cocUum
*- n n COMPANY, INC.
JOIST TABLES 0 PooF PAVTGR
DL= Ib,2, LL= Ib
Roof Members: @No
Fb=1450psi, E=1.7 x 106psi: @No
&LL= L/360,&=0: @NO
- -
**3t************************* HODF RRFTERS
****#*##********************
BRSED ON UNIFORM LORDS TOTFiL UNIF. LOAD W= 32.2 psf
Fb= l450 51. E- 1.700000 RF MEMBER!: $5% STRESS INE;?
F.N. '31-1702
DL= 16.2 psf; LL= If, psi
Span Liniiting Case 1-BENDING 'C-DL+LL DEFL. FrLi 240 3-LL DEFL.&L/ 360
CRSE: MEMBER Mf7XIMUM SF'AH
Spacing f? 12 inches 0.0.
2 t: 4 8 ft.- 6 in. 2 x 6 15 .it.- 5 in. 2 E' x 8 17 ft.- 8 in. 2 x 10 22 ft.- 7 in. 2 x 1% 27 ft.- 6 in. 2 x 14 32 ft.- 5 in. i!
$
2"
Spacing @ 16 inches O.C.
2 2 x 4 7 -it.- 3 in. 2 2 x €, 1.2 ft.- 2 in. 2 2 x 8 16 it.- 1 in. 2 2 x 10 20 ft.- E, in. 2 2 x 12 25 ft.- 0 in. E! 2 x 14 23 ft.- 5 in.
Spacing I?! 24 inches Q.C.
2 2 x 4 E, ft=- 3 in. 2 2 x F, 10 ft.- 8 in. 2 2 x 8 14 ft.- 1 in. 2 2 x 10 17 ft.-11 in. 2 2 x 12 21 ft.-10 in. 2 2 x 14 25 ft.- 8 in.
n I
DL= 2112 , LL= Ib
Roof Members: wx
Fb=1450psi, E=l. 7 x 106psi : &No - - - - AG- L/360 ,/\DL+LL=L/240 : @No
............................ ROOF JOISTS
*****f*ZI**##****W****36***** BRSED ON UNIFORM LORDS TOTRL UNII-. LOlW W= 37.2 psf
F.N. 91-1702
CQSE MEMBER MRXIMIJI1 SPfl1.I
Spac:ing @ 12 inches .o. c.
2 2 x 4 8 .it.-- 1. in. 2 2 x G 12 ft.-- 9 in. 2 2 x a l& ft.-10 in. 2 2 x 3.0 21 ft.- 6 in. 2 2 x 12 26 ft.- 2 in. 2 2 x 14 30 ft.-10 in.
Spacing @ 16 inches O.C.
2 2 x 4 7' ft. -1 4 in. i! 2 x G 11 .it.- 7 in. 2 2 x 8 1.5 ft.- fc in. ; 2 x 10 19 it.- I in. E 2 x 1.2 23 ft.-lO in. 2 2 x 14 I?H ft.4 0 in.
Spacing @ 24 inches 'o.c.
2x 4 2x 6 2x 8 2 x 10 2 x 12 2 x 14
6 ft;. - 5 in. 10 ft.- 2 in. 13 ft.- 5 in. 17 ft.- 1 in. 20 ft.9 3 in. 24 ft.- 6 in.
JOIST TABLES
REVISIONS THE QEORaE ~OlJWS n SHEET NUMBER 4.. '
91- I702 FILE NUMBER
DL= 1% I LL=yze
Roof Members:
Fb=1450psit E=1.7 x 10 psi: @No - - -
= 400 = 3m
FLOOR JOISTS
Y*******#*%***YI*******%****
F.N. 91-1702
FUSED ON UNIFORM LORDS TOTQL UNIF. LORD W- 52 psf
Fh= 1450 psi; E= 1700000 psi DL.= 12 psf;, LL= 40 psf
Span Limiting Case I-BENDING 2-Dl.+Ll. DEFL. @L/ 300 ;3 - 1. I.. DEFL. @I.-/ 400
CASE MEMBEE MfiXIM!Itl SF"4
Spacihy E! 12 inches {.I.C.
.:j 2 x 4 E, ft.- 8 in. 3 2 x L SO ft.-- & in" 3 2 x 8 13 ft.-11 in. 3 2 x 10 17 ft-.-- 3 in. S 2 x 12 21 ft.- 7 in. .3 2 x 14 25 fk.- 5 in.
Spac!ing E! 16 inches O.C.
2 x 4 G ft.- 1 in. e x 6 9 ft.- 7 in. 2 x 8 12 ft.- 7 in. 2 x 10 16 ft.-- 1 in. 2 x 12 13 ft.- 7 in. 2 x i4 23 ft.- i in.
Spacing @ 24 inches O.C.
3 2 x 4 5 ft.- 3 in. 1. 2 x F, 8 fk.- 4 in. 3 2 x 8 11 ft.- 0 in. 3 2 x I0 14 ft.- 1 in. 3 2 x 12 17 ft.- 1 in. 3 2 x 14 20 ft.- 2 in.
I
DL= , LL=
Roof Members: Yes/No
Fb=1450psi, E=1.7 x 106psi: Yes/No - - r:
&L= ~/360 ,nDL+LL=L/240 : Yes/No - - - -
x A
’. 5 SheetNumber
Pile Number 91-1702
12/30/ 91 tructural Enepneering and Consulting / \ Date
2 - 2 X 12 D.F. #2
Areq’d= 8.41
Sreq’d= 12.76
Ireq’d= 45.47
4 X 6 D.F. #2
c Areq’d= 11 I 18
Sreq’d= 12.76
Ireq’d= 45.47
Areq’d= 11.06
Sreq’d= 11.81
Ireq’d= 48.32
Areq’d= 10.46
Sreq’d= 11.81
c Ireq’d= 48.32
-
- 6 X 6 D.F. #1
8 X 8 D.F. #1 c
2 - 2 X 12 D.F. #2
Areq’d= 7.59
Sreq’d= 10.07
Ireq’d= 19.98
4 X 6 D.F. #2 - Areq’d= 10.73
Sreq’d= 10.07
Ireq’d= 19.98
Areq’d= 10.45
Sreq’d= 9.32
Ireq’d= 21.23
Areq’d= 9.77
Sreq’d= 9.32
Ireq’d= 21.23
c
6 X 6 D.F. #1 -
8 X 8 D.F. #l -
Type= 3 L= 9.5 L/360= 0.32
Roof [ 34.01xC 6.75]=[229.50]
UNIFORM LOADS
...............................
Total Wlef t 229. SO
Total Beam DL 19.00
R1 = 726.8 8rg.A. req’d= 1.2
R2 = 363.4 8rg.A. req’d= 0.6
Type= 1 L= 6.0 L/360= 0.20
Roof C 34.01xC 6.501=[221.001
UNIFORM LOADS
Beam DL =[ 12.001
-----I-------------------------
Total W1 233 - 00
RL = 699.0 t3rg.A. req’d= 1.1
R2 = 699.0 Brg.A. req’d= 1.1
. . . .-_._I ..... , ..
12/30/91 ;tnrch~al Engmeering and Consulting A Dab
Beam #3
Flush Beam at Bedroom -- -.I- 2 -
4 X 12 D.F. #2
Areq’d= 20.10
Sreq’d= 73.06
Ireq’d= 275.51
Areq’ d= 22.54
Sreq’d= 67.65
I req’ d= 292.73
Areq’d= 22.54
Sreq’d= 67.65
Ireq’d= 292.73
6 X 10 D.F. #1
8 X 10 D.F. #1
Beam #4
c a.t B.e.dr...o.m 2
4 X 10 D.F. #2
Areq’d=
c Sreq’d=
Ireq’d=
6 X 6 D.F. #1
c Areq’d=
Sreq’d=
I req’d=
8 X 8 D.F. #1
Areq’d=
Sreq’d=
I req’ d=
-
-
20.33
17.09
32.11
21.88
15.83
34.12
21.46
15.83
34.12
6- SheetNumber
91-1702 File Number
Total Beam DL 27.00
POINT LOADS
PL#1 726.75# @ 6.50 (R1 of beam #1)
PL#2 726.8# @ 6.50 (R1 of beam #1)
PL#3 699.0# @ 6.50 (R2 of beam #2)
R1 = 1298.4 Brg.A. req’d= 2.1
R2 = 1218.6 6rg.A. req’d= 1.9
Type= 2 L= 6.5 L/360= 0.22
Roof C 34.01x[ 3.253=[110.501
Wall I 10.olxC 2.001=[ 20.001
UNIFORM LOADS
...............................
Total W1 130. SO
from 0.0 to 1.5 ft
Roof 1 34.01~1 1.751=[ 59.501
Wall I 10.01~1 2.001=[ 20.001 ...............................
Total W2 79 I 50
from 1.5 to 6.5 ft
Total Beam DL 13.00
POINT LOADS
PL#1 1218.64# @ 1.50 (R2 of beam #3)
R1 = 1305.7 8rg.A. req’d= 2.1
R2 = 590.7 Brg.A. req’d= 0.9
Beam #3
c Flush Beam .................... at Bedroom 2
4 X 12 D.F. #2
Areq’d= 20.10
Sreq’d= 73.06
Ireq’d= 275.51
6 X 10 D.F. #1
I Areq’d= 22.54
Sreq’d= 67.65
Ireq’d= 292.73
Areq’d= 22.54
Sreq’d= 67.65
Ireq’d= 292.73
c
- 8 X 10 D.F. #1
c
Beam #4 - He.a.de..r ... ..a t ....... R..e.d.r-0.o.m ?
4 X 10 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
6 X 6 D.F. #1
c Areq’d=
Sreq ’ d=
I req’d= - 8 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
c
c
20.33
17.09
32.11
21.88
15.83
34.12
21.46
15.83
34.12
Total Beam DL 27.00
POINT LOADS
PL#1 726.75# @ 6.50 (R1 of beam #1)
PL#2 726.8# @ 6.50 (R1 of beam #l)
PL#3 699.0# @ 6.50 (R2 of beam #2)
R1 = 1298.4 8rg.A. req’d= 2.1
R2 = 1218.6 Brg.A. req’d= 1.9
Type= 2 L= 6.5 L/360= 0.22
Roof I: 34.01x[ 3.25]=C110.503
Wall C lO.OIx[ 2.001=[ 20.001
UNIFORM LOADS
...............................
Total W1 130. 50
from 0.0 to 1.5 ft
Total Beam DL 13.00
POINT LOADS
PL#1 1218.64# @ 1.50 (R2 of beam #3)
R1 = 1305.7 8rg.A. req’d= 2.1
R2 = 590.7 Brg.A. req’d= 0.9
91-1702 FileNumber
12/30/91 tnrctural Enpeeling and Consulting A Date
e
Beam #5
c Flush Beam ” at Bedroom 3
4 X 12 D.F. #2
Areq’d= 21.57
Sreq’d= 48.37
Ireq’d= 208.05
6 X 10 D.F. #1
I Areq’d= 24.03
Sreq’d= 44.79
Ireq’d= 221.06
Areq’d= 24.73
Sreq’d= 44.79
Ireq’d= 221.06
c
- 8 X 8 D.F. #1
-
Beam #6
c Flush Beam at Bathroom 2
4 X 12 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
6 X 6 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
9.05
7.80
14.20
8.69
7.23
15.09
8.06
7.23
15.09
Type= 1 L= 13.0 L/360= 0.43
UN I FORM LOADS
Roof [ 34.0Jx[ 6.251=[212.501
Beam DL =[ 26.001 ...............................
Total W1 238.50
R1 = 1550.3 8rg.A. req’d= 2.5
R2 = 1550.3 8rg.A. req’d= 2.5
Type= 1 L= 5.5 L/360= 0.18
Roof C 34.01xr 6.00J=[204.00J
Beam DL =[ ll.OO]
UNIFORM LOADS
Total W1 215.00
R1 = 591.3 Brg.A. req’d= 0.9
R2 = 591.3 8rg.A. req’d= 0.9
A
1, SheetNumber 8
m~d~ 91-1702
mctural Enpeering and Consulting / \ D& 12/30/91
Beam #7 - H.iR e.ea.m A.t B..!3d..rO.!!x! ..... 3
2 - 2 X 12 D.F. #2
Areq’d= 5.19
Sreq’d= 6.24
Ireq’d= 11.95
4 X 6 D.F. #2 - Areq’d= 8.06
Sreq’d= 6.24
Ireq’d= 11.95
Areq’d= 7.52
Sreq’d= 5.77
Ireq’d= 12.70
Areq’d= 6.90
Sreq’d= 5.77 - Ireq’d= 12.70
-
c 6 X 6 D.F. #1
8 X 8 D.F. #1 c
Beam #8 - V.a .l.l el!....... e earn ....... a.t staL!rs
4 X 12 D.F. #2
Areq’d= 15.49
Sreq’d= 30.48
Ireq’d= 151.58
- Areq’d= 17.88
Sreq’d= 28.22
.Ireq’d= 161.06
Areq’d= 17.88
Sreq’d= 28.22
Ireq’d= 161.06
-
6 X 8 D.F. #1
- 8 X 8 D.F. #1
-
Type= 3 L= 5.5 L/360= 0.18
Roof [ 34.01xK 7.001=[238.00J
UNIFORM LOADS
...............................
Total Wlef t 238.00
Total Beam DL 11-00
R1 = 529.8 6rg.A. req’d= 0.8
R2 = 405.2 Brg-A. req’d= 0.6
Type= 3 L= 13.0 L/360= 0.43
UN I FORM LOADS
Roof [ 34.01~1‘ 7.001=[238.001 ...............................
rota1 Wlef t 238.00
Total Beam DL 26.00
R1 = 1156.6 8rg.A. req’d= 1.9
R2 = 766.1 8rg.A. req’d= 1.2
.... ........ ...... x h
tructural Enejneering and Consultmg / \ Did9 12/30/91
4 X 12 D.F. #2 - A req ’ d= Sreq’d= Ireq’d=
6 X 6 D.F. #1 Areq’d=
S req ’d=
Ireq’d=
c 8 X 8 D.F. #1 Areq’d= Sreq’d= - Ireq’d=
c
19.92
23.65
47.07
20.29
21.90
50 - 01
19.30
21.90
50.01
- Beam #10
Flush Beam ................................. at Hallway .........
4 X 14 D.F. #1 - Areq’d= 39.70
Sreq’d= 69.75
Ireq’d= 241.44
Areq’d= 45.00 Sreq’d= 64.58 - Ireq’d= 256.53
8 X 8 D.F. #1 Areq’d= 45.71 Sreq’d= 64.58 Ireq’d= 256.53
6 X 10 D.F. #1
-
Type= 2 L= 6.5 L/360= 0.22
Roof [ 34.01xC 9.501=[323.001
UNIFORM LOADS
...............................
Total W1 323.00 from 0.0 to 3.5 ft
Total Beam DL 13.00
POINT LOADS
PL#1 766.13# @ 3.50 (R2 of beam #8)
PL#2 50.0# @ 3.50
R1 = 1303.9 8rg.A. req’d= 2.1
R2 = 982.2 Brg.A. req’d= 1.6
Type= 2 L= 10.5 L/360= 0.35
Hoof I’ 34.01xC 9.25J=[314.501
Wall [ lO.O]x[ 5.00]=[ 50.001
UNIFORM LOADS
--------------------____I______
lotal W1 364 50 from 0.0 to ‘7.0 ft
Total W2 221.50 from ‘7.0 to 10.5 ft
Total Beam DL 21 -00
POINT LOADS
PL#1 529.83# @ 7.00 (R1 of beam #7)
PL#2 982.2# @ 8.00 (R2 of beam #9’)
PL#3 50.0# @ 7.00
R1 = 2367.6 8rg.A. req’d= 3.8
R2 = 2741.7 8rg.A. req’d= 4.4
c
A SheetNuwber 10
,tructural Ehgmeering and Consulting A Date 12/30/91
Beam #11
c Hie seam f3.t Stairs
4 X 12 D.F. #2 - Areq’d= 19.82
Sreq’d= 35.27
Ireq’d= 147.18
Areq’d= 22.94
Sreq’ d= 32.66
Ireq’d= 156.38
Areq’d= 22.94
Sreq’d= 32.66 - Ireq’d= 156.38
6 X 8 D.F. #1 -
8 X 8 D.F. #1 -
Beam #12 - M...i..K? s.eam ....... 6.t ....... L..i.-Y.i..n.Q ......Ro. om
4 X 16 D.F. #1 - Areq’d= 39.93
Sreq’d= 92.67
Irsq’d= 743.55
Areq’ d= 45.70
Sreq’d= 102.96
Ireq’d= 836.50
Areq’d= 46.96
Sreq’d= 102.96 - Ireq’d= 836.50
6 X 14 D.F. #1 -
c 8 X 12 D.F. #l
Type= 2 L= 12.5 L/360= 0.42
UNIFORM LOADS
Roof 34.0JxC 3.501=[119.001 ...............................
119.00 Total W1
from 0.0 to 8.0 ft
Total Beam DL 25.00
R1 = 1029.4 8rg.A. req’d= 1.6
R2 = 1489.7 8rg.A. req’d= 2.4
Type= 3 L= 19.0 L/360= 0.63
Roof I: 34.0Jx[ 0.75J=[ 25-50]
UNIFORM LOADS
...............................
Total Wlef t 25.50
Total Beam DL 38.00
R1 = 1668.8 Brg.A. req’d= 2.7
R2 = 3095.4 8rg.A. req’d= 5.0
x h
~”tructural Engineeringand Consultmg / \ Date 12/30/91
4 X 10 D.F. #2
Areq’d= 20.51
Sreq’d= 39.81
Ireq’d= 209.91
Areq’d= 22.81
Sreq’d= 36.86
Ireq’d= 223.02
Areq’d= 23.68
Sreq’d= 36.86
Ireq’d= 223.02
ALl, ; (2) 2 ~r (2 JOISTS
6 X 10 D.F. #1
8 X 8 D.F. #1
Beam #14
Flush Beam ..... ............ at . ... . ... Master . . .... . . . . ... . . ..__ Bedroom ..... ....
2 - 2 X 10 D.F. #2
Areq’d= 6.65
Sreq’d= 11.93
Ireq’d= 26.29
Areq’d= 7.27
Sreq’d= 11.93
Ireq’d= 26.29
Areq’d= 7.74
Sreq’d= 11-05
Ireq’d= 27.93
Areq’d= 7.58
Sreq’d= 11-05
Ireq’d= 27.93
4 X 6 D.F. #2
6 X 6 D.F. #1
8 X 8 D.F. #l
Type= 3 L= 14.0 L/360= 0.47
UNIFORM LOADS
Roof I 34. OJx [ 9.70 J = E329.801 ...............................
Total Wlef t 329.80
Total Beam DL 28.00
R1 = 1539.1 8rg.A. req’d= 2.5
R2 = 769.5 8rg.A. req’d= 1.2
Type= 2 L= 7.5 L/360= 0.25
Roof [ 34.0JxU 1.251=[ 42.501
UN I FORM LOADS
...............................
Total W1 42.50
from 0.0 to 7.5 ft
Total Beam DL 15.00
POINT LOADS
PL#1 468.00# @ 4.00
R1 .=’ 434.0 Brg.A. req’d= 0.7
R2 = 465.2 8rg.A. req’d= 0.7
4 X 12 D.F. #2 - Areq’d=
Sreq’d=
Ireq’d=
6 X 10 D.F. #l
Areq’d=
Sreq’d=
Ireq’d= - 8 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
-
-
37.56
41.62
90.88
42.06
38.54
96.56
42 .. 06
38.54
94-56
Beam #18 - H.ea.ds.c ....... 3.t D.i..n..i..n.s Room
4 X 14 D.F. #1
Areq’d= 39.59 e
Sreq’d= 43.04
Ireq’d= 125.87
6 X 10 D.F. #1 - Areq’d= 45.53
Sreq’d= 39.85
I req’ d= 133.74
Areq’d= 46.99
Sreq’d= 39.85
Ireq’d= 133.74
-
c 8 X 8 D.F. #1
c
Type= 2 L= 7.5 L/360= 0.25
W =[ 0.OOJ
UNIFORM LOADS
...............................
Total W1 0.00
Total Beam DL 15.00
POINT LOADS
PL#1 1539.07# @ 6.50 (R1 of beam #13)
PL#2 1880.3# @ 4.00 (R2 of beam #IS)
R1 = 1138.9 6rg.A. req’d= 1.8
R2 = 2392.9 6rg.A. req’d= 3.8
Type= 2 L= 8.5 L/360= 0.28
Wall [: 10.0JxC 2.00J=[ 2o.OOJ
Floor I‘ 52.01xr 6.751=[351.00]
UNIFORM LOADS
...............................
Total W1 371 -00
from 0.0 to 8.5 ft
Total W2 110.50
from 0.0 to 1.0 ft
rota1 Beam DL 17.00
POINT LOADS
PL#1 1305.71# @ 1.00 (.R1 of beam #4)
PL#2 590.7# @ 7.50 (R2 of beam #4)
R1 = 2974.6 6rg.A. req’d= 4.8
R2 = 2330.3 6rg.A. req’d= 3.7
SheetNumbet 14
poe~a~ 91-1702
,tructural weering and Consulting A Dute 12/30/91
Beam #19
Flush Beam ” at Dinins Room
4 X 16 D.F. #1
Areq’d= 47.89 e
Sreq’d= 81.02
Ireq’d= 308.73
Areq’d= 54.97
Sreq’d= 90.03
Ireq’d= 347.32
Areq’d= 56.63
Sreq’d= 90.03
Ireq’d= 347.32
6 X 12 D.F. #1
8 X 10 D.F. #1
Type= 2 L= 10.5 L/360= 0.35
UNIFORM LOADS
Roof [ 34.01xL 3.25]=[110.501
Wall 1 io.01xC 8.00]=[ 80.001
Floor C 52.0JxC 6.751=[351.00] ...............................
Total W1 541. 50
from 0.0 to 4.0 ft
Roof [ 34.0]x[ 1.751=[ 59.501
Wall lO.o]x~ 8.001=1 80.001
Floor [ 52.01~1 6.75]=1351.001 ...............................
rota1 W2 490. SO
from 4.0 to 10.5 ft
Total Beam DL 21.00
POINT LOADS
pL#i 1298.36# @ 4-00 (~1 of beam #3j
R1 = 3654.3 Brg.A. req’d= 5.8
R2 = 3218.8 Brg.A. req’d= 5.2
Beam #20 F.i..u..s.t! B..ea.m ....... at ....... K.i..tc.he.n
6 X 14 D.F. #1
Areq’d= 65.80
Sreq’d= 116.45
Ireq’d= 577.34
Areq’d= 66.43
Sreq’d= 116.45
Ireq’d= 577.34
Areq’d= 67.06
Sreq’d= 116.45
Ireq’d= 577.34
8 X 12 D.F. #1
10 X 10 D.F. #1
Type= 2 L= 13.5 1-/360= 0.45
UNIFORM LOADS
Roof [ 34.01xC 1.25]=[ 42.501 ...............................
Total W1 42.50
from 0.0 to 7.0 ft
Total Beam DL 27.00
POINT LOADS
PL#1 2741.71# @ 3.50 (R2 of beam #lo)
PL#2 699.0# @ 6.50 (R1 of beam #2)
PL#3 405.2# @ 7.00 (R2 of beam #7)
R1 = 3969.8 Brg.A. req’d= 6.4
R2 = 2495.6 Brg.A. req’d= 4.0
IhsGaKgeGawis IGCII
A
tructural Eugineeringand Consultug / \ Date 12/30/91
Beam #21
c r?_corzne.d seam,a~_t__.X.it.Ch.en
12 4 X Jet5 D.F. #2 - Areq’d= 26.64
Sreq’d= 34.50
Ireq’d= 74.20
Areq’d= 31.52
Sreq’d= 31.95
Ireq’d= 78.84
Areq’d= 31 -52
Sreq’d= 31.95 - Ireq’d= 78.84
6 X 8 D.F. #1
c
- 8 X 8 D.F. #1
Beam #22
c Header at Kitchen
lo 4 X 0 D.F. #2 - Areq’d= 22.51
Sreq’d= 18.95
Ireq’d= 15.50
Areq’d= 24.13
Sreq’d= 17.54
Ireq’d= 16.46
Areq’d- 23.61
Sreq’d= 17.54
Ireq’d= 16.46
6 X 6 D.F. #l -
- 8 X 8 D.F. #1
-
Type= 1 L= 6.5 L/360= 0.22
Roof [ 34.01x[ 2.75]=[ 93.501
Wall [ 10.01xC 8.001=[ 80.001
Floor [ 52.01~1: 9.503=[494.003
Beam DL =[ 13.001
UNIFORM LOADS
...............................
Total W1 680. 50
R1 = 2211.6 6rg.A. req’d= 3.5
R2 = 2211.6 6rg.A. req’d= 3.5
l’ype= 2 L= 3.0 L/360= 0.10
Wall C 10.03xl: 10.5OJ=[l05.001
Floor C 52.01xC 1.251=[ 65.001
UNIFORM LOADS
------------I---_--------------
Total W1 170- 00
from 0.0 to 3.0 ft
Total Beam DL 6.00
POINT LOADS
PL#1 2367.60# @ 1-50 (R1 of beam #lo)
R1‘= 1447.8 6rg.A. req’d= 2.3
R2 = 1447.8 Brg.A. req’d= 2.3
E A
ShsetNumber 16
12/ 30/91 tructural Engineering and Consulting / \ Date
Beam #23
... Flush ” Beam ” at Stairs
2 - 2 X 10 D.F. #2
Areq’d= 17.77
Sreq’d= 28.20
Ireq’d= 90.60
Areq’d= 18.64
Sreq’d= 28.20
Ireq’d= 90.60
Areq’d= 20.08
Sreq’d= 26.11
Ireq’d= 96.27
Areq’d= 20.08
Sreq’d= 26.11
Ireq’d= 96.27
4 X 8 D.F. #2
6 X 8 D.F. #1
8 X 8 D.F. #1
Beam #24
F-lo-or Joists at Garage
2-2
4x8
6x8
8x8
Type= 2 L= 10.0 L/360= 0.33
Floor C 52.01xC 1.251=[ 65.003
UNIFORM LOADS
...............................
Total W1 65.00
from 0.0 to 10.0 ft
Total Beam DL 20 IO0
POINT LOADS
PL#1 520.00# @ 4.50
PL#2 665.0# @ 8.00
R1 = 844.0 6rg.A. req’d= 1.4
R2 = 1191.0 Brg.A. req’d= 1.9
11 Type= 2 L= 11.5 L/360= 0.38
X 10 D.F. #2 e1lPO.C. UNIFORM LOADS
15.65 Floor I’ 52.01~1‘ 1.201=[ 62.401 Areq’ d=
Sreq’d=
I req ’d=
D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
A req ’ d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
20.90
80.52
16.52
20 I 90
80.52
17.71
19.35
85.55
17.71
19.35
85.55
---------I---------------------
Total W t 62.40
from 0.0 to 11.5 ft
Total Beam DL 23.00
POINT LOADS
PL#1 685.00# @ 2.00
R1,= 1056.9 Brg.A. req’d= 1.7
R2 = 610.2 Brg.A. req’d= 1.0
SheetNumber 17
HleNaer 91-1702
tructural €@peeringand Consulting / \ Date 12/30/9 1
2 - 2 X 10 D.F. #2
Areq’d= 21.00
Sreq’d= 37.74
I req’ d= 124.88
Areq’d= 21.00
Sreq’d= 37.74
Ireq’d= 124.88
Areq’d= 24.28
Sreq’d= 34.94
Ireq’d= 132.68
Areq’d= 24.28
Sreq’d= 34.94
Ireq’d= 132.68
4 X 10 D.F. #2
6 X 8 D.F. #1
8 X 8 D.F. #1
Beam #26
F.lush sam .... .a.t Ga.r.3.g.e
3 - 2 X 10 D.F. #2
Areq’d= 39.76
Sreq’d= 36.49
Ireq’d= 131.05
Areq’d= 39.53
Sreq’d= 36.49
Ireq’d= 131.05
Areq’d= 44.41
Sreq’d= 33.79
Ireq’d= 139.24
Areq’d= 44.67
Sreq’d= 33.79
Ireq’d= 139.24
4 X 14 D.F. #1
6 X 10 D.F. #1
8 X 8 D.F. #1
Type= 1 L= 10.0 L/360= 0.33
UNIFORM LOADS
Roof C 34.0JxC 4.253=[144.50J
Wall C 10.01~1 8.501=[ 85.001
Floor I: 52.0Jxr 1.251=[ 65.001
Beam DL =I: 20.00] ...............................
Total W1 314 - 50
R1 = 1572.5 Brg.A. req’d= 2.5
R2 = 1572.5 6rg.A. req’d= 2.5
Type= 2 L= 11.5 L/360= 0.38
Floor I 52.OJxt: 1.25l=C 65.001
UNIFORM LOADS
...............................
rota1 W1 65.00
from 0.0 to 11.0 ft
23.00 Total Beam DL
POINT LOADS
PL#1 2392.94# @ 1.50 (R2 of beam #17)
R1 = 2586.1 t3rg.A. req’d= 4.1
R2 = 786.3 Brg.A. req’d= 1.3
K A
SheetNumbm 18
m~a~ 91-1702
,tructuraJ meeringand Consulting / \ Dade 12/ 30/9 1
2 - 2 X 10 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
4 X 8 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
Areq’d=
Sreq’d=
Ireq’d=
Areq’d=
Sreq’d=
Ireq’d=
6 X 8 D.F. #1
8 X 8 D.F. #1
22.56
23.37
90.02
23.45
23.37
90.02
25.44
21.64
95.65
25.44
21.64
95.65
Beam #28
Flush Beam at Garage
2 - 2 X 10 D.F. #2
Areq’d= 18.79
Sreq’d= 37.93
I req ’ d= 144 .) 33
Areq’d= 18.79
Sreq’d= 37.93
Ireq’d= 144.33
Areq’d= 21.62
Sreq’d= 35.12
Ireq’d= 153.35
Areq’d= 21.62
Sreq’d= 35.12
Ireq’d= 153.35
4 X 10 D.F. #2
6 X 8 D.F. #1
8 X 8 D.F. #1
Type= 2 L= 11.5 L/360= 0.38
Floor [ 52.01x[ 1.25]=[ 65.001
UNIFORM LOADS
...............................
Total W1 65.00
from 0.0 to 11.5 ft
Total Beam DL 23.00
POINT LOADS
PL#1 1138.93# @ 1-50 (R1 of beam #17)
R1 = 1496.4 Brg.A. req’d= 2.4
R2 = 654.6 Brg.A. req’d= 1.0
Type= 1 L= 11.5 L/360= 0.38
Roof I 34.01xC 4.001=[136.001
Wall I‘ 10.01xC 8.00]=[ 80.001
Beam DL =[ 23.001
UNIFORM LOADS
...............................
Total W1 239.00
R1 = 1374.3 Brg.A. req’d= 2.2
R2 = 1374.3 Brg.A. req’d= 2.2‘
. . .-
SheetNumber 19
FileNder 91-1702
tructural Engineering and Consulting A Date 12/30/91
5.125" x 22.5" GLB Areq'd= 103.21 Sreq'd= 350.41 - Ireq'cl? 4863.37
Areq d= 104.45 Sreq'd= 347.74 - I req'd,= 4863.37
Areq'd= 105.68 Sreq'd= 344.89 I req' d= 4063.37
6.750" X 21.p GLB
8.750" X 19.5 GLB
-
Beam #30
6 X 18 D.F. #l
H.ead.e.r ....... 3.- ....... Ga rags?
c
Areq'd= 88.01 Sreq'd= 199.17 Ireq'd= 1242.41
Areq'd= 89.23 Sreq'd= 199.17 Ireq'd= 1242.41
Areq'd= 90.46 Sreq'd= 199.17 Ireq'd= 1242.41
- 8 X 14 D.F. #l
10 X 14 D.F. #1 -
- AL7: 51/8" % 14' GL~S U/ e-&'
Type= 2 L= 22.0 L/360= 0.73 UNIFORM LOADS Floor C 52.01xC 11.001=[572.001
Total W2 340.00 from 16.5 to 22.0 ft
POINT LOADS PL#1 1374.25# @ 2.00 (R1 of beam #28') PL#2 1374.3# (3 2.00 (,R2 of beam #28 PL#3 1496.4# @ 5.50 (R1 of beam #27 PL#4 2586.1# @ 13.50 IR1 of beam #26 PL#5 1572.5# @ 17.00 (R2 of beam #25 R1 = 11164.2 8rg.A. req'd=17.9 R2 = 12579.7 Brg.4. req'd=20.1
I
Tme= 2 L= 16.5 L/360= 0.55 .,. UNIFORM LOkDS
Roof Wall 1 34.0 lO.O]x[ x Floor 52.0 x 5.00 260.00 A:%]:[ 80:00] 42 50
Floor C 52.01x[ 1.50]=[ 78.001 ...............................
Total W2 78.00 from 1.0 to 11.5 ft
Total Beam DL 33.00
PL#1 1328.90# @ 3.00 (R1 of beam #16) PL#2 1178.8# @ 9.50 (R2 of beam #16) Rl = 5524.0 Brg.A. req'd= 8.8 R2 = 4658.4 l3rg.A. req'd= 7.5
POINT LOADS
.. . I....._
Page: 2tP
File Number: 91-1702 -,
Date: 01 /02/92
The George Gowis
Company- Inc. A
Structural Engineering and Consulting
Beam #31
Beam at Powder Room
2 - 2 X 6 D.F.
Areq’d=
Sreq’d=
Ireq’d=
4 X 6 D.F. #2
Areq’d=
Sreq’ d=
Ireq’d=
Areq’d=
Sreq’d=
Ireq’d=
Areq’d=
Sreq’d=
Ireq’d=
6 X 6 D.F. #l
8 X 8 D.F. #l
#2
8.73
7.33
12.99
9.71
7.33
12.99
9.76
6.79
13.80
9.27
6.79
13.80
Beam 832
Flush Beam at Master Bedroom
4 X 12 D.F. #2
Areq’d= 30.30
Sreq’d= 72.33
Ireq’d= 281.33
Areq’d= 34.71
Sreq’d= 66.98
Ireq’d= 290.91
Areq’d= 34.71
Sreq’d= 66.98
Ireq’d= 298.91
6 X 10 D.F. #l
8 X 10 D.F. #l
Type= 2 L= 5.5 L/360= 0.18
Roof [ 34.O]x[ 2.201=[ 74.801
Wall [ lO.O]x[ 8.00]=[ 80.001
UNIFORM LOADS
...............................
Total W1 154.80
from 4.0 to 5.5 ft
Roof [ 34.O]x[ 0.701=[ 23.801
Wall [ lO.O]x[ 8.001=[ 80.001 ...............................
Total W2 103.80
from 0.0 to 4.0 ft
Total Beam DL 11.00
POINT LOADS
PL#l 340.00# 0 4.00 R1 = 418.9 Brg.A. req’d= 0.7
R2 = 629.0 Brg.A. req’d= 1.0
Type= 2 L= 12.0 L/360= 0.40
Roof [ 34.O]x[ 7.50]=[255.001
Wall [ lO.O]x[ 5.00]=[ 50.001
UNIFORM LOADS
...............................
Total W1 305.00
from 4.0 to 12.0 ft
Total Beam DL 24.00
POINT LOADS
PL#1 440.00X 0 4.00
PL#2 930.011 Q 4.00
R1 = 1870.7 Br9.A. req’d= 3.0
R2 = 2227.3 Brg.A. req’d= 3.6
The George Gowis
Company. Inc.
A
Page : 21
File Number: 91-1702 ..
c u Date: 01 /02/92 Structural Engineering and Consulting
Beam #33 Header at Master Bedroom -
4 X 10 D.F. #2
Areq ’ d=
Sreq’d= Ireq’d=
Areq’d=
c Sreq’d=
I req ’ d=
- Areq’d=
Sreq’d= I req ’ d=
-
6 X 8 D.F. #1
8 X 8 D.F. #1
19.41
32.78
59.66
21.92
30.35
63.39
21.92
30.35
63.39
Type= 2 L= 6.5 L/360= 0.22
Roof C 34.01~1 2.25l=C 76.501
UNIFORM LOADS
...............................
Total Wl 76.50
from 0.0 to 6.5 ft
Total Beam DL 13.00
POINT LOADS
PL#1 1870.67# 8 3.50 (R1 of beam #32)
R1 = 1154.3 Br9.A. req’d= 1.8
R2 = 1298.2 Br9.A. req’d= 2.1
c
c
RMSIONS A n
.. .. . '~ .. .. . .. .. . .. .. -
SHEET NUMBER 9%
DATE 12- 3-91
RE NUMBER 91- 1702
c
23 THE REVISIONS SHEET NUMBER amRae aoum COMPIWY, INC.
RE NUMBER 91- 1702
1%- 30441
a a DATE L
4+ 2411 > R
,.
! I
i
?
REVISIONS A A
SHEO NUMBER *
FILE NUMBER 41- 1702
DATE 1- 6-42 L
struchrml Enginowing & Conurtting
e=
V52( 3
..
c
REVISIONS n n COMWNY, INC.
25 SHEET NUMBER
FILENUMBER 41 1702
DATE 12- 304
rmr I WALL DIAGRAMS
Paof
SEISMIC FORCE DISTRIBUTION Fx=
._ .. .
Sheer&mber?F; Zb
mg&&Number: 91-1702
Date: 12/30/91 truckual Ehpeering and Consultmg /\ Data
LONGITUDINAL WIND FORCES
Ht Abv Base (h) Wind Pressure
0’ - 20’ = 11.8 plf
20’ - 40’ = 13.5 plf
40’ - 60’ = 16.9 plf
60’ - 100’ = 18.6 plf
100’ - 150’ = 22.0 plf
LONGITUDINAL SEISMIC FORCES
Dead Loads (Wdl)
Roof 21.2
Floor 12.0
Deck 12.0
Ceiling 5.0
Wall 10.0
Seismic Force (Ws)
V = (Z * I * C / Rw) * Wdl
V = (0.40 * 1.00 * 2.75 / 6.00) * Wdl
V = (0.18) * Wdl
Seismic Force Distrubution
(Summation of Ws) * (Ws * h)
Summation of (Ws * h)
Fx = ............................
A
ma-Nurnber: 91-1702 -
tructural Engmeeringand Consulting / \ D&Date : 12/30/9 1
c
STRIP FORCE 8 T1
11.8 * 3 = 35
11.8 * 8/2 = 47
Ww = 83 plf
SEISMIC :
Wall 4 * 10.0 * 8/2 = 160
Roof 21.2 * 46 = 965
c WIND:
-
c Ws = 0.18 * 1125
Ws = 206 plf
DISTRIBUTED SEISMIC:
Wds = 257 plf
- 354 * (206 * 17) / 4837
STRIP FORCE @ L1
WIND:
11.8 * 3 = 35
c 13.5 * 3 = 34
11.8 * 8/2 = 47
c
Ww = 117 plf
Wall 3 * 10.0 * 8/2 = 120
Roof 21.2 * 25 = 530
7 SEISMIC :
Ws = 0.18 * 650 ws = 119 plf -
DISTRIBUTED SEISMIC:
201 * (119 * 17) / 2762 - Wds = 147 plf
- STRIP FORCE T4
WIND:
11.8 * 8/2 = 47
11.8 * 9/2 = 53
ww = 101 plf
SEISMIC:
Wall 3 * 10.0 * 17/2 = 255 - Floor 12.0 * 46 = 552
c
Ws = 0.18 * 807
Ws = 148 plf
DISTRIBUTED SEISMIC:
354 * (148 * 9) / 4837 Wds = 97 plf
c
STRIP FORCE 8 T2
WIND:
11.8 * 3 = 35
11.8 * 8/2 = 47
Ww = 83 plf
SEISMIC : Wall 4 * 10.0 * 8/2 = 160
Roof 21.2 * 46 = 965
Ws = 0.18 * 1125
Ws = 206 plf
DISTRIBUTED SEISMIC:
354 * (206 * 17) / 4837
Wds = 257 plf
STRIP FORCE 0 L2
WIND:
11.8 * 3 35
13.5 * 3 = 34
11.8 * 8/2 = 47
Ww = 117 plf
SEISMIC:
Wall 2 * 10.0 * 8/2 = 80
Roof 21.2 * 36 = 753
Ws = 0.18 * 833
Ws = 153 plf
DISTRIBUTED SEISMIC:
219 * (153 * 17) / 3192
Wds = 178 plf
STRIP FORCE 0 T5
WIND:
11.8 * 8/2 = 47
11.8 * 9/2 = 53
ww = 101 plf
SEISMIC :
Wall 3 * 10.0 * 17/2 = 255
Floor 12.0 * 46 = 552 Ws = 0.18 * 807 Ws = 148 plf DISTRIBUTED SEISMIC:
354 * (148 * 9) / 4837
Wds = 97 plf
x A
Date: 12/30/91 tructural weering and Conrultmg / \ Date
STRIP FORCE B L4
WIND:
11.8 * 8/2 = 47
11.8 * 9/2 = 53
ww = 101 plf
SEISMIC:
Wall 2 * 10.0 * 17/2 = 170
Floor 12.0 * 23 276
Ws = 0.18 * 446
Ws = 82 plf
DISTRIBUTED SEISMIC:
201 * (82 * 9) / 2762
Wds = 54 plf
STRIP FORCE Q T3
WIND:
11.8 * 3 = 35
11.8 * 15/2 = 86 ww = 121 plf
SEISMIC:
Wall 2 * 10.0 * 14/2 = 140
Roof 21.2 * 23 = 477
Ws = 0.18 * 617 Ws = 113 plf
DISTRIBUTED SEISMIC:
113 * (113 * 15) / 1640 Wds = 113 plf
STRIP FORCE Q R1
WIND:
SEISMIC:
DISTRIBUTED SEISMIC:
STRIP FORCE 8 L5
WIND:
11.8 * 8/2 = 47
11.8 * 9/2 = 53
SEI SMI C : Wall 2 * 10.0 * 17/2 = 170
Floor 12.0 * 16 = 192
ww = 101 plf
Ws = 0.18 * 362
Ws = 66 plf
DISTRIBUTED SEISMIC:
219 * (66 * 9) / 3192
Wds = 41 plf
STRIP FORCE Q L3
WIND:
11.8 * 3 = 35
11.8 * 15/2 = 86
ww = 121 plf
SEISMIC :
Wall 1 * 10.0 * 14/2 = 70
Roof 21.2 * 20 = 413
Ws = 0.18 * 483 Ws 89 plf DISTRIBUTED SEISMIC:
89 * (89 * 15) / 1285
Wds = 89 plf
STRIP FORCE 8 R2
WIND:
SEI SMI C :
DISTRIBUTED SEISMIC:
REVtSIONS n
A
S#CIRWONS Structural Enqineehg & Consul'
A
A A A A A A A
A
A
A A A A
A
FRAMING NOTES 199lUNIFORM BUILDING COOE
Shear Panel Material UBC 1991 Sole Plate Nailinp
98" Blk'd. two-ply drywall wl6d cooler nails
Q 9" O.C. Q base ply 8 8d cooler nails
Q 7"o.c. Q face ply (table 47-1) l/r drywall with Sd cooler nails Q 7" O.C.
edge 8 field (table 47-1 UBC, H:W 1-1/2:1) 518" drywall with 6d cooler nails Q 7" O.C.
edge 8 field.
l/r drywall with 5d cooler nails Q 4" O.C.
edge 8 field. 518" drywall with 6d cooler nails Q 4" O.C. edge 8 field.
1IT blocked drywall with 5d cooler nails Q
4" O.C. edge8 field (table 47-1 UBC, H:W 23)
518" blocked drywall with 6d cooler nails
Q 4" O.C. edge 8 field.
718" stucco over paper backed lath wl
16 gauge staples at 6" O.C. at top 8 bottom
plates, edge of shear wall and on field. (ICBO Report No. 1318, April 1991)
718" stucco over paper backed lath wl
16 gauge staples at 3" O.C. at top 8 bottom
plates, edge of shear wall and 6" O.C. on
field (IC60 Reports same as above)
318" structural II, C-C or C-D plywood with 8d nails Q 6" O.C. at edges and 12" O.C. field
(table 25K UBC, H:W 3-1n:l)
318" structural 11, C-C or C-D plywood with
8d nails Q 4" O.C. at edges and 12" O.C. field. 38" structural 11, C-C or C-0 plywood with
8d nails Q 3" O.C. at edges and 12" O.C. field.
3/8" structural I plywood with 8d nails Q 3" O.C. at edges and lr O.C. field. ll2" structural I plywood with 10d nails Q
3"o.c. staggered at edges and 12" O.C. field.
Use 3x framing members at adjoining plywood edges only.
1IT structural I plywood with 10d nails Q
r'0.c. staggered at edges and lr' O.C. field.
Use 3x framing members at adjoining
plywood edges only.
16d Common
4" O.C.
16" O.C.
16" O.C.
12- O.C.
lr O.C.
8" O.C.
8" 0.c.
8" O.C.
4" O.C.
6- O.C.
4" O.C.
3" O.C.
3" O.C.
20d Q r O.C.
518" 4 x 7"
lag bolts
Q 16 O.C. 3x blk'g
16d Box
3" 0.c
12- O.C.
12" O.C.
8" O.C.
8" O.C.
g. O.C.
6" O.C.
6 O.C.
3" O.C.
4- O.C.
3" O.C.
2 lf2" O.C.
r O.C.
-
-
Shear
250 #ft Capacity
100 WR
115 m
125 #/R
145 #R
150 #lR
175 Mt
180 #tt
325 #M
264 #M
384 #tt
492 #M
552 #/it
665 #ft
870 Wft
1
2
Where Double 2x Sole Plates are used provide progressive nailing.
Reconstituted wood panels (waferboard. flake board, OSB) may be substied for plywd. shear panels provided that an APA-NERlO8 stamp appears on each sheet, and equivalent thickness, nailing and
structural ratings are used. Plywood shear panels shall have an exterior glue grade. All plywood shear panel edges shall be blocked.
Shear wall sheathing nails or other approved sheathing connecton shall be driven flush but shall not
fracture the surface. Boundary nails shall be placed not less than 38 inch in from the panel edge.
Where sole plate nailing is specified at 3" O.C. or closer, nailing must be staggered anh 3x blk'g or wider should be provided below.
3
4 5
6 7
ANCHOR BOLT SPACING1
630 #/Bolt x 1.33 = a35 wmt .
IJ2" 0 x 70" A.B.
SPACING I CAPACITY
64" O.C.
56" O.C.
48" O.C.
40" O.C.
32" O.C.
24" O.C.
16" O.C.
8' O.C.
(2-1/2'8) AB^
(3-1/2" 0) AB*
156 #ft
179 #lft
209 #/ft
250 #/ft
313 Wft
418 #/fi
628 #/ft
1253 #ift
1670 #
2505 #
7. 7991 UBC Table 25F & sect 2510(b).
2. Equally spaced
3. All exterior walls to be secured with
1/2" Bx 10" A.B.3 at 72' O.C. with 7" of
embedment, unless otherwise noted on
plans.
4. All interior walls to be secured with
Hilti # ON 72 shot pins, or equivalent, at
18" o.c., unless otherwise noted on plans
5. 5/8" 0 Hilti Kwik-Bolts (6" embed.) may
replace 1/2'0A.B. at 1:1 ratio (1 718"
concrete edge distance at extenor).
SEE SIMPSON A-35
-
64" 0. c.
48' O.C.
32" O.C.
24' O.C.
16" O.C.
6" O.C.
a" O.C.
84 #ft
113 #/ft
169 #/ft
225 #lft
675 Wft
900 Hft
338 #In
I I
MULTI-STUD BEARING (ABRV. MSB)
Typical standard as alternate
to solid post if noted
#Y of 2 x STUDS - BEAM
4x 2
6x 4
8x 5
2x Joist I PerJoist
NOTES:
0 U.O.N. use double floor joists below all
parallel walls.
0 At floor levels, use solid blocking (of same
equivalent area of post above) below trimmer!
and posts, supporting bearing headers and
beams.
0 All posts or MSB shall match beam width.
NPICAL ROOFIFLOOR SHEATHING NOTES
ROOF LEVEL:
Use 1Q" stmctural 11, C-D or C-C plywood exterior glue grade. Min. panel index number
(24/0), with 8d common nails @ 6' O.C. - supported edges and boundaries; @ 12' O.C. in the
field. (unblocked U.O.N.)
FLOOR LEVEL: Use 5/8' Structural If, C-0 or C-C T & G plywood exterior glue gade. Min.pane1 index number
(32/76), with 1Od common nails @ 6" O.C. - supported edges and boundan'es; @ 10" O.C. in the
field. (unblocked U.O.N.).
* Note: Reconstituted wood panels (waferboard, flake board and OSB) may be substituted for roof or
floor sheathing provided that an APR-NERl08 approved stamp appears on ea& sheet and
equivalent thickness. nailing and stnrGtUra1 ratings are used.
.
c
The George Gowis
Company. Inc.
c
Page: 31
File Number: 91-1702
Date: 01 /02/92
>
WALL #l
WIND: SEISMIC:
(Tl) 83 * 20/2 = 828 (Tl) 257 * 20/2 = 2566 Rw = 828 # Rs = 2566 #
E(1) = 11.5+4.0 = 15.5 ft
WALL #2
WIND: SEISMIC:
(T3) 121 * 14/2 = 818 (T3) 113 * 14/2 = 764 (T1) 83 * 20/2 = 028 (T1) 257 * 20/2 = 2566 Rw = 1647 # Rs = 3330 #
4 4b5 = 151 plf lo lo56 Sw = 3330 / 22 A
Sd = 3330 / 43 = 77 plf El
c
... ........... .. ..... ... .... ., ........ . L. ---.. .*. ... .. .- .. .. ..
Page: 32
File Number: 91-1702 '
The George Gomk
Cornparry. Inc.
A Date: 01/02/92 StrudUrpI Engineering and annrultin$J
WALL #3
WIND:
(T3) 121 * 14/2 = 010
Rw = 010 #
I(1) = 3.5 = 3.5 ft
sw = 818 / 4 = 234 plf A
Sd = 018 / 19 43 plf rn
WALL #4
WIND:
(L1) 117 * 15/2 = 045
Rw = 845 #
Z(1) 2.5+2.5 = 5.0 ft
Sw = 1069 / 5 = 214 plf Q
Sd = 1069 / 22 = 50 plf El
SEISMIC:
(T3) 113 * 1412 = 764 Rs = 764 #
'I .. -L
SEISMIC:
(L1) 147 * 15/2 = 1069 Rs = 1069 #
2.5
Page: 33
File Number: 91-1702
Date: 01/02/92
The George Gouvis
Company. Inc. A
stnrctural Engineering and Chsulling
WALL X5
WIND:
(L1) 117 * 15/2 = 845
(L1) 117 * 29/2 = 1691 Rw = 2536 #
I(1) = 9.0 = 9.0 ft
Sw = 3206 / 9 = 356 plf
Sd = 3206 / 24 = 134 plf El
WALL #6
WIND:
(L1) 117 * 29/2 = 1691 Rw = 1691 #
I(1) = 5.0+3.0 = 8.0 ft
Sw = 2137 / 0 = 267 plf
Sd = 2137 / 10 = 122 plf El
SEISMIC :
(L1) 147 * 15/2 = 1069
(L1) 147 * 29/2 = 2137 Rs = 3206 #
SEISMIC :
(L1) 147 * 29/2 = 2137
Rs = 2137 # 2
The George Gowis
Company. Inc.
A -
8
Page : 34
File Number: 91-1702
Date: 01 /02/92 1 structural Engineering and COnsuYng -
WALL #8
WIND: SEISMIC : (T4) 101 1: 1812
(T4) 101 * 1
c
= 880 (T4) 97 * 18/2 = 853 = 101 (T4) 97 * 1 97
Rw = 980 # Rs = 951 0
= 828 (# 1) 2566 = 2566
-
(# 1) 828
SRs = 3517 # - SRw = 1809 #
x(1) 19.0+4.5 = 23.5 ft 4.
c Sw = 3517 / 24 = 150 plf QQ,B. = 150(485)(0)- &IO&)+ (12 s~.5>1:
Sd = 951 / 46 = 21 plf
(# 1) 139 = 139
-
El Sa35s = 160 plf
WALL #9
WIND: SEISMIC:
(T4) 101 * 1812 = 880 (T4) 97 * 18/2 = 853
(# 2) 1647 = 1647 (# 2) 3330 = 3330
-
Rw = 880 # Rs = 853 #
c
SRw = 2526 # SRS = 4183 #
Sd = 853 / 46 = 19 plf
The George Gods
Company. Inc. Page : 35
File Number: 91-1702
Date: 01/02/92
WALL #10 - WIND: SEISMIC :
Rw O# Rs = O#
- (# 3) 818 = 818 (# 3) 764 = 764 SRw = 818 # SRs = 764 #
(# 3) 234 = 234 - Sa35w = 234 plf
WALL #11
WIND:
(L4) 101 * 21/2 = 1056 (L4) 54 * 21/2 = 562
-
SEI SMI C :
Rw = 1056 # Rs = 562 # -
(# 4) 845 * 20/21 = 785 (# 4) 1069 * 20/21 = 992 - (# 5) 2536 * 5/21 = 604 (# 5) 3206 * 5/21 = 763
SRw = 2445 # SRs = 2318 #
- Sd = 1056 / 22 = 48 plf
(# 4) 169 * 20/21 = 157
(# 5) 282 * 5/21 = 67
Sa35w = 272 plf -
.- - ._ .. ,.
ru 307 ()CB)-$[b*B)+d~) I(1) = 6.0+5.5+2.5 = 14.0 ft
-
Page : 36
File Number: 91-1702
Date: 01 /02/92
The George Gowis
Company, Inc. A -
structural Engineering and consulting -
WALL #12
WIND: SEISMIC :
(L4) 101 * 21/2 = 1056 (L4) 54 * 21/2 = 562
(L5) 101 * 24/2 = 1182 (L5) 41 * 24/2 = 482 - (L3) 121 * 24/2 = 1425 (L3) 89 * 24/2 = 1041
-
Rw = 3662 # Rs = 2085 #
(# 4) 845 * 2/21 = 60 (# 4) 1069 * 2/21 = 76 (# 5) 2536 * 16/21 = 1932 (# 5) 3206 * 16/21 = 2442 c
SRs = 4604 # SRw = 5655 #
- I(1) = 9.0+8.0 = 17.0 ft ..
Sw 5655 / 17
Sd = 3662 / 31 = 120 plf
= 333 plf A@!.B. -
B (# 4) 169 * 2/21 = 12
(# 5) 282 * 16/21 = 215 lbG Wlp- tlP2fi c
I@I Sa35w = 347 plf
El (# 6) 211 = 211 -
Sa35w = 297 plf
The George Gowis
Company. Inc.
- A
Page : 37
File Number: 91-1702 - - Structural Engineering and Consulting Date: 01/06/92
Soil Report :
Soil Engineer : MV ENGINEERING Fc = 2500 n = 10
Fs = 20000
k = (.45*2500)/((20000/10)+(.45*2500~) = 0.36
j = 1-(0.36/3) 0.88
r = .5*(.45*2500)*0.88*.21f = 0.36
MARK SIZE PMAX DEPTH THICK AsREQ’D NUM SIZE AsPROVIDED STEEL BARS
A 2.0 5400 12 12 0.12 0 0 0.00 B 2.5 8438 12 12 0.24 2 4 0.40
C 2.8 10209 12 12 0.31 3 4 0.60
D 3.0 12150 12 12 0.41 3 4 0.60
E 3.5 16538 12 12 0.64 4 4 0.80 F 3.8 10984 12 12 0.79 4 4 0.80
G 4.0 21600 12 12 0.96 5 4 1.00
H 4.5 27338 12 12 1.37 5 5 1.55
I 5.0 33750 12 12 1.88 7 5 2.17
J 5.5 40838 12 12 2.50 9 5 2.79 K 6.0 48600 12 12 3.25 11 5 3.41
The George Gowis
Company, Inc. Page: . 36
File Number: 91-1702 -
Slructural Engineering and Consulting Date: 01/02/92
Continuous footing $1 at Kitchen
Bmin = 12 in
Dmin = 12 in
Roof (21.2 + 16.0) * 2.50 = 93.00
Floor (12.0 + 40.0) * 9.50 = 494.00
Deck (12.0 + 60.0) * 0.00 0.00
c Ceiling ( 5.0 + 10.0) * 0.00 = 0.00 Concrete = 225.00
Sum( W) = 812.00 plf
Breqd = (812 / 1500) * 12 = 6.50 in
* Use 12" WIDE x 12" DEEP CONTINUOUS FOOTING * Use (1)-#4 BAR(S) TOP AND (1)-#4 BARCS) BOTTOM
Continuous footing $2 at Garage
c
Design Load (psf) x TA (ft) -
-
7
- Bmin = 12 in
Dmin = 12 in
Design
Floor (12.0
Deck (12.0
Ceiling ( 5.0
Sum( W)
Breqd = (747 /
- Roof (21.2
7 Concrete
Load (psf) x TA (ft) + 16.0) * 6.00 223.20 + 40.0) * 5.75 = 299.00 + 60.0) * 0.00 = 0.00 + 10.0) * 0.00 = 0.00 = 225.00 = 747.20 plf
1500) * 12 = 5.98 in - * Use 12" WIDE x 12" DEEP CONTINUOUS FOOTING * Use (1 )-#4 BAR(S) TOP AND (1 )-#4 BAR(S) BOTTOM
c
c
c
c
c
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-_-
Page : 34
File Number: 91-1702 *
Date: 01 /06/92
The George Gowis
Company. Inc.
- A
Structural Engineering and ODnsuIting
-
Pad at Continuous Footins tl : GARAGE
c
c
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 11164 # (R1 of Beam #29)
Total = 11164 #
Mbal = (12*(12-3.5)"n2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
H=12+6=18in
L req'd = ((2*18)+4)/12 = 3.33 ft
L req'd = 2*((2.0*4987)/(((12/12~*1500)-(150+225)))An1/2 = 5.95 ft
Cap. of Cont. Ftg. (As>O) = 5.95*(((12/12)*1500)-(150+225)) = 6699.25 #
* Use pad D
Grade Beam #l : Alternate grade beam for above pad #l Reaction = 11164 # (R1 of Beam #29)
Bmin = 12 in
Dmin = 14 in
Mdes = (10.15/2)*(10.15/4)*(((12/12)*1500~
Mbal = (12*(14-3.5)"A2*178.20)/12 = 19646.55 #-ft
As reqd = (16739*12)/(20000*0.88*~14-3.5)) = 1.09 sq. in
- Total = 11164 #
- L req'd = 11164/(((12/12)*1500)-(150+250)~ = 10.15 ft
-((150+250)*0.5))) = 16738.87 #-ft
-
Use (2)-#7 BARS TOP AND (2)-#7 BARS BOTTOM x 13 FEET LONG - CENTERED AT POINT LOAD IN G.B. 12" WIDE x 14" DEEP
- - . .. . .. . . . .. . . . . . . . .. , __r
The George Gowis - iGcIl Company. Inc. .
c A Page: 40
File Number: 91-1702
Structural Engineering and Consulting Date: 01/06/92
Pad at Continuous Footinn #2 : GARAGE
Bmin = 12 in
Dmin = 12 in - As min = 0.40 sq. in
Reaction = 1448 # (R1 of Beam #22)
Reaction = 1191 # (R2 of Beam #23)
Reaction = 12580 # (R2 of Beam t29)
Total = 15219 #
Mbal = (12*(12-3.5)*^2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
L req'd = ((2*18)+4)/12 = 3.33 ft L req'd = 2*((2.0*4987)/(((12/12)*1500)-(150+225)))"n1/2 = 5.95 ft
c
-
- H = 12 + 6 = 18 in
- Cap. of Cont. Ftg. (As>O) = 5.95*(((12/12)*1500)-(150+225)) = 6699.25 #
* Use pad E
Grade Beam #2 : Alternate grade beam for above pad #2 Reaction = 1448 # (R1 of Beam #22)
Reaction = 1191 # (R2 of Beam #23) - Reaction = 12580 # (R2 of Beam #29)
Total 15219 # Bmin = 12 in
Dmin = 18 in
L req'd = 15219/(((12/12)*1500)-(150+300)) = 14.49 ft
Mdes = (14.49/2)*(14.49/4)*(((12/12)*1500)
As reqd = (33480*12)/(20000*0.88*(18-3.5)) = 1.57 sq. in
c
c
-((150+300)*0.5))) = 33480.19 #-ft
Mbal = (12*(18-3.5)^A2*178.20)/12 = 37466.55 #-ft -
- x 18 FEET LONG
CENTERED AT POINT LOAD IN G.B. 12" WIDE x 18" DEEP
The George Gowis
Company. Inc. Page: 4
File Number: 91-1702
Structural Engineering and OMlsutting Date: 01 /06/92
Pad at Continuous Footing $3 : FRONT OF GARAGE
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 5524 # (R1 of Beam #30)
5524 # Total -
Mbal = (12*(12-3.5)^^2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
H = 12 + 6 = 18 in
L req'd = ((2*18)+4)/12 = 3.33 ft
L req'd = 2*((2.0*4987)/(((12/12)*1500)-(600+225)))**1/2 = 7.69 ft
Cap. of Cont. Ftg. (As>O) = 7.69*(((12/12)*1500)-(600+225)) = 5189.22 #
-
1: Use pad B
Grade Beam #3 : Alternate grade beam for above pad #3
Reaction = 5524 # (R1 of Beam #30) Total -
Bmin = 12 in
Dmin = 12 in
L req'd 5524/(((12/12)*1500)-(600+225)) = 8.18 ft
Mdes = (8.18/2)*(8.18/4)*(((12/12)*1500)
Mbal = (12*(12-3.5)nA2*178.20)/12 = 12874.95 #-ft
As reqd = (9104*12)/(20000*0.88*~12-3.5)) = 0.73 sq. in
5524 # -
-((600+225)*0.5))) = 9104.15 #-ft
Use (2)-#6 BARS TOP AND (2146 BARS BOTTOM x 10 FEET LONG
CENTERED AT POINT LOAD IN G.B. 12" WIDE x 12" DEEP
I. Page: 4/2.
File Number: 91-1702 -
Date: 01/06/92
The George Gowis
Company. Inc.
- A
structural Engineering and OorrSuMng .
Pad at Continuous Footing #4 : LIVING ROOM
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 363 # (R2 of Beam # 1)
Reaction = 3219 # (R2 of Beam #19) Total -
Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
H=12+6=18in
L req'd = 2*((2.0*4987)/(((12/12)*1500)-(500+225)))AA1/2 = 7.17 ft
Cap. of Cont. Ftg. (As>O) = 7.17*(((12/12)*1500)-(500+225)) = 5560.34 #
-
-
3582 # -
c Mbal = (12*(12-3.5)^*2*178.20)/12 = 12874.95 #-ft
- L req'd = ((2*18)+4)/12 = 3.33 ft
Sum(R) = 3582 < 5560 = Cap. of Cont. Ftg. (As>O) 7
* No pad is required
7
Page : 43
File Number: 91-1702
The George GoWis
Company. Inc.
Structural Engineering and Consulting Date: 01/06/92
Pad at Continuous Footins #5 : KITCHEN
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 3654 # (R1 of Beam #19)
3654 # Total -
Mbal = (12*(12-3.5)nn2*178.20)/12 = 12874.95 #-ft
H=12+6=18in
L req’d = ((2*18)+4)/12 = 3.33 ft
Cap. of Cont. Ftg. (As>O) = 6.40*(((12/12)*1500)-(300+225)) = 6236.67 #
Sum(R) = 3654 < 6237 = Cap. of Cont. Ftg. (AsBO)
* No pad is required
-
- -
- Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
- L req’d = 2*((2.0*4987)/(((12/12)*1500)-(300+225)))nn1/2 6.40 ft
c
.. . . .- . . . . . . . ._ ..... . .
'I Page: "p
File Number: 91-1702 *
Date: 01/06/92 StructuraJ Engineering and Consulting 1
The George Gowis
Company. Inc.
- A
Pad at Continuous Footing S6 : KITCHEN
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 2496 # (R2 of Beam #20)
2496 # Total -
Mbal = (12*(12-3.5)nA2*178.20)/12 = 12874.95 #-ft
H = 12 + 6 = 18 in
L req'd = ((2*18)+4)/12 = 3.33 ft
Cap. of Cont. Ftg. (As>O) = 9.16*(((12/12)*1500)-(800+225)) = 4353.08 #
-
- -
- Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
- L req'd = 2*((2.0*4987)/(((12/12)*1500)-(800+225)))nn1/2 = 9.16 ft
Sum(R) = 2496 < 4353 = Cap. of Cont. Ftg. (As>O)
* No pad is required
-
c
c
... . . . ... -.
The George Gowis -m Company. Inc. ’a Page: 45 . File Number: 91-1702 -
Date: 01/06/92
c
Structural Engineering and Cmsutting
Pad at Continuous Footing #? : KITCHEN
Bmin = 12 in Dmin = 12 in
c As min = 0.40 sq. in
Reaction = 3970 # (R1 of Beam #20) Total -
Mbal = (12*(12-3.5)^*2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
H = 12 + 6 = 18 in
L req’d = ((2*18)+4)/12 = 3.33 ft
Cap. of Cont. Ftg. (As>O) = 7.17*(((12/12)*1500)-(500+225)) = 5560.34 #
-
3970 # -
-
- L req’d = 2*((2.0*4987)/(((12/12)*1500)-(500+225)))A*1/2 = 7.17 ft
- Sum(R) = 3970 < 5560 = Cap. of Cont. Ftg. (As>O)
* No pad is required
The George Gowis
-. mi Company. Inc. . '1 Page: 4@
L I ... File Number: 91-1702
Date: 01 /06/92 A-
c
Structural Enginmhg and Consutting
Isolated Pad #1 : FIREPLACE
Reaction = 3095 t (R2 of Beam #12)
Reaction = 1304 t (R1 of Beam # 9)
Reaction = 1490 t (R2 of Beam #ll) Total - 5889 # -
* Use pad iac
c
c
c
c
c
Plan 2
Laguna Village
Structural Engineering & Consulting
Client
File No.:
Date:
Project
Description:
Revisions:
Knitter h Associates
91-1702
January 3, 1992
Laguna Village
Plan 2
L J
Structural calculations for two (2) two-story single family detached plans with two (2) elevations each to
be constructed by Galey and Kemerly Homes on tract number CT 91-1 in Carlsbad, CA,
' Plan 2
3848 Campus Drive, Suite 220 Newport Beach, CA92660 714/756-1525
I
REVISIONS n A
2 SHEET NUMBER
flLE NUMBER - 2
Jan. 3, 1992
Structural Engineering & Conruldir ~amxnms
- ROOF Conc. Tile - FLOOR
PI TCH
Live Load 16.0 psf Live Load 40.0 psf
E&%!gW 1. 18 : 8 D.L. of Fin. F1. 4.0
Sheath i ng 2.0 Shea t h i ng 3.0
Roof Rafters 2.0 Floor Joist 3.0
Cei ling Joist 2.0 Drywa 1 1 2.0
Drywall 2.0
Insulation 1.0 Total D.L. 71 -7 psf Total D.L. 12-0 irsf
Total Load= Total Load- 52-0 psf
LL/l. 25=D. L.
-
GEORGE A. GOUVIS 11 , RCE 2921 1
CRlTERl A: 199.1 UBC
TIMBER:
2x Studs: Foundat ions f 'c=2000 psi
West Coast Douglas Fir (WCDF) CONCRETE: (Strength e 28 days)
DF No. 2
Fb-1450 psi/1650 psi;
Fv=95 psi; E=1.7 x 10' psi
2x; 4x Rafter, Ceiling & Floor Joists
Beams & Headers
DF No. 1
Fb=l 500 ps i/l750 ps i ;
Fv=95 psi; E=l.E x 10' psi
Fbm1250 psi/1450 psi;
Fr95 psi; €11.7 x 10' psi
.
DF No. 2
6x or greater
Beams, Headers
DF No. 1
E11.6 x lo6 psi
Fbm1350 psi; FvdS psi
Select Structural
E11.6 x lo6 psi
Fb=l600 psi; Fv-85 psi
E11.6 x 10' psi
Fb=2400 psi; Fv=lSS psi
Glue Laminated
Precast f 'c=3000 ps i
Co 1 umn s f'c-3000 psi
Struct. Slabs f'c=3000 psi
RE I NFORC I NG STEEL
Intermediate grade A-40; grade-60
STRUCTURAL STEEL
Beams Fy=36 ksi, ASTH A-36
Columns Fy-36 ksi , ASTH A-36
Pipe Fy-35 ksi, Grade B types
HASONRY
Hollow Concrete Units (CHU)
Type S Mortar
Grade N f'rrrl3SO psi
Grade N f'm=1500 psi (sol id grouted)
E or S, ASTPl A-501
.- (indust. appearance grade-14" ply)
SOILS REPORT BY: M,V, F-- m- 1 /2/97
ALLOWABLE BEARING: SB= 15OO psf
. - . . - . . . . . -. .. -
Spacing '2 16 inches O.C.
.I = 3.-. *; SHEET NUM-
2 2 x 0 15 ft.- 4 in. 2 2 x 10 19 ft.- 7 in.' 2 2 x 12 23 ft.-10 in. 2 2 x 14 28 ft.- 0 in.
Spacing €3 24 inches O.C.
RMCVY.'C A
DL= Ic/.2, LL= 1b
Roof Members: @No
Fb=1450psi, E-1.7 x 106psi: @No
&L= L/360,&=0: @No
- -
............................ ROOF RflFTERS F.N. 31-1702 __ **************************** BASED ON UNIFORM LORDS TOTFlL UNIF. LClFID W= 32.2 psf DL= 16.2 psf; CL= 16 psf Fb= 1450 E= 1700000 si
Span Limiting Case 1 -BENDING 2-DL+LL DEFL.&L/ 240 3-LL DEFL.@L/ 360
CaSE PIEMBER MFIXIMUPi SF'FIN ,
Spacinq @ 12 inches O.C.
FirF nEMBEKKiii5X STRESS I&.
2 2 x 4 8 ft.- 6 in. 2 2 x 6 13 ft.- 5 111. 2 2 x 8 17 ft.- 8 in. 2 2 x 10 22 ft.- 7 in. 2 2 x 12 27 ft.- 6 in. 2 2 x 14 32 ft.- 5 in.
Spacing @ 16 inches O.C.
2 2 x 4 7 ft.- 9 in. 2 2 x 6 12 ft.- 2 in. 2 2 x 8 16 ft.- 1 in. 2 2 x 10 20 ft.- 6 in. 2 2 x 12 25 ft.- 0 in. 2 2 x 14 23 ft.- 5 in. I
I Spacing c! 24 inches O.C.
2 2 x 4 6 ft.- 9 in. 2 2 x 6 10 ft.- 8 in. 2 2 x 8 14 ft.- 1 in. 2 2 x 10 17 ft.-11 in. 2 2 x 12 21 ft.-10 in. 2 2 x 14 25 ft.- 8 in.
DL= 2182 I LL- Ib
Roof Members: ax
Fb=1450psi, E=l. 7 x lobpsi: &No
**+***************t********* i ROOF JOISTS
**fW**W*.E*******************
F.N. 31-1702
EQSED ON UNIFORPl LORDS TOTFIL UNIF. LOaD W= 37.2 psf DL= 21.2 QSf; LL= 16 psf Fh= 1450 si* E= 1700000 si
Span Limiting Case 1 -BENDING 2-DL+LL DEFL.@L/ 240 3-LL DEFL.@L/ 360
RF MEMBER& 35% STRESS INEH.
i'
...
.
DL= 1% 8 LL=&
Roof Members:
Fb=1450psi, E-1.7 x 10 psi: @No = - -
7 - -- ---- - -- - . ._ **************************** FLOOR JOISTS
BFlSED ON UNIFORM LORDS TOTFlL UNIF. LORD W= 52 psf DL= 12 sf; LL= 40 sf Fb= 1498 psi; E= 1700009 psi
F.N. 91-1702 **************************** 1
I
Span Limiting Case . 1-BENDING 2-DL+LL DEFL. @L/ 300 3-LL DEFL.@L/ 400
CFlSE HEMBER MQXIHUM SPRN
Spacing @ 12 inches O.C.
2x 4 2x E, 2x 8 2 x 10 2 x 12 2 x 14
6 ft.- 8 in. 10 ft.- 6 in. 13 ft.-11 in. 17 ft.- 3 in. 21 ft.- 7 in. 25 ft.- 5 in.
Spacing @ 16 inches O.C. I
2x 4 2x 6
2 x 10 2 x 12 2 x 14
2~ a
6 ft.- 1 ln. 9 ft.- 7 in. 12 ft.- 7 in. 16 ft.- 1 in. 19 ft.- 7 in. 23 ft.- 1 in.
Spacing 12 24 inches O.C. 1
3 1 3 3 3 3
__ . . .
2x 4 2 x 6.. 2x 0 2 x 10 2 x 12 2 x 14
5 ft.- 3 in. 8 ft.--4 in.. 11 ft.- 0 in. 14 ft.- 1 in, 17 ft.- 1 in. 20 ft.- 2 in.
n. I
^._ - , LL- 1- z.
. DL=
Roof Members: YesfNo
Fb=1450psi, -1.7 x 106psi: YeshIo
&L= L/360 ,/\DL+=L/240 : Ye's/NO
= = -
=
t
x h
Beam #1
H.iD.B.e.a.m a,% ....... ma ....... B-aLh
2 - 2 X 12 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
4 X 8 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
6 X 6 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
10.65
17.31
68.17
13.59
17.31
48.17
13.78
16.03
72.43
13.10
16.03
72.43
Beam #2
R.S.d.9.e ....... B.e.a.m ....... a.t ....... !?a ..... B..a.t.t!
2-2
4x6
6x6
8x8
X 12 D.F. #2
Areq’d=
Sreq ’ d=
‘Ireq’d=
D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
6.54
7.95
13.15
LO. 11
7.95
13.15
9.55
7.36
13.97
8.77
7.36
13.97
Type= 3 L= 10.5 L/360= 0.35
Roof I: 34.0Ixf 7.501=[255.001
UNIFORM LOADS
...............................
Total Wlef t 255.00
Total Beam DL 21.00
R1 = 892.5 6rg.A. req’d=’ 1.4
R2 = 446.3 8rg.A. req’d= 0.7
Type= 1 L= 5.0 L/360= 0.17
Roof [ 34.0.]x[ 7.50]=[255.003
UNIFORM LOADS
Beam DL =[ lO.0Ol ...............................
Total W1 265.00
R1 = 662.5 Brg.A. req’d= 1.1
R2 = 662.5 8rg.A. req’d= 1.1
SheetNumber 6
HleNumber - 7
tructural Engineering and Consulting A Date 12/31/91.‘
c
Beam #3
c H...id? _s_mm--.t Ma.3-a-
4 X 16 D.F. #1
Areq’d= 37.53 - Sreq’d= 55.97
Ireq’d= 693.52
6 X 14 D.F. #1
c Areq’d= 41.94
228 I 00
POINT LOADS
P = 1600.0#
R1 = -999.5 Brg.4. req’d=-1.6
R2 = 3397.5 6rg.A. req’d= 5.4 c
62.19
Beam #4
H..e.a.de..r a.t-.. ..Ma .....__ BaLh
I4 c
4 X D.F. #k
Areq’d= 30.09 - Sreq’d= 53.03
Ireq’d= 94.20
6 X 8 D.F. #1
Areq’d= 33.81
Sreq’d= 49.10
Ireq’d= 100.09
8 X 8 D.F. #1
c Areq’d= 33.81
Sreq’d= 49.10
Ireq’d= 100.09
- Total Beam DL 13.00
POINT LOADS
PL#1 3397.50# @ 3.50 (R2 of beam #3)
R1 = 1675.3 8rg.A. req’d= 2.7
R2 .= 1936.7 6rg.A. req’d= 3.1
c
c
c
GEORGE GOUUIS COMPRNY INC Title :LRGUNR UILLRGE 3848 CRMPUS DRIVE #220 Scope :BERM DESIGN NEWPORT BERCH, CCI 32660 Nu ni ber : 3 1 - 1 702
Misc :
Dsngr : Date:03-Jan-32
GENERRL TIMBER BEAM RNRLYSIS R DESIGN Pay e b1 I ........................................................................
----_---------------___________I________--------------------------------
DESCRIPTION >> BERM #3 >> HIP BEclil AT MRSTER BRTH
DESIGN DClTR -I-------- - - - - - -_ - - -_ BERM DQTR _-------_-___ ----------
BERM WIDTH - 5.5 in LORD DURATION FACTOR= 1
LRMINRTION THICKNESS = i n REDUCE SHR BY 9d9 ? Y y/n
Fb - BENDING = 1350 psi
F-v - SHERR - 85 psi ---I----- END CONDITIONS --------
ELHSTIC MODULUS =1600000 psi l=Pin/Pin, 2=Fix/Fix
BEAM DENSITY - - 20 pcf 3-Fix/F1in, 4=Pin/Fix
-
REAM DEPTH = 11.5 in USE BERN WEIGHT ? Y Y/n
-
FC - REARING - 385 psi FIXITY CODE ----- )> 1 (( -
UNBRRCED LENGTHS I------ -- -- -_ - -- - - - SPRN DRTR -___--------- -- - .. - - -_ -
CENTER SF'clN - 7 ft Lir : CENTER SFIRN - - 7 ft
ft LEFT CflNTILEUER - - ft Lu : LEFT CRNT. I
Rl'titiT CANTILEVER I 3.5 ft Lit : RIGHT CONT. = 3.5 ft
- - -
- _- - - _- -1- - -- - -- - -- ---1 -I-- -- -- I -- AppL'JEX) LORDS _l______.-l____I___l__-------- ........ Use 'I' distances for ].eft cantilever ! ...... Uniform.. ......
@ Center: .................. T.rapezoida1 .................
Dead = Plf
Live = Pl f Dead @ Left = 20 Plf e Left Cant: @ Right= 179 Plf
Dead Pl f Live @ Left = Pl f Live = PI f @ Right= 913 pl f
@ Right Cant: .. .X--Left = ft
Dead = pl f ... X-Right = 10.5 ft
Live = plf ............................ CGncent.rated ............................ .. #1.. . .#E!.. .. #3,. .. #it.. .. #5. ... #15.. .. #7.. .. #8..
Dead E= 338 1 b5
Live = 602 lhs
Dist. = 10.5 ft ........................... Applied Mbments .......................... .. #1.. .. #2.. .. #3. ... #4.. .. #5.. .. #6.. .. #7.. .. #8..
Dead = in-#
Live = in-#
Dist = ft
Sl]MMQF(Y I;
I USING: 5.500" x 11.50" Bean), Bending = 52.5%' Shear = 62.50% 1;
I - - I _- I __ I - I - __ -. _- - I - - - - - - - - - - - - -
I Dead Max. I/
I Max. M+@ ft = ft-k Left Reaction= -0.42 -0.72 k. I '
I Max. M-@ 7.0 ft = -4.5343 ft-k. Rt Reaction= 2.56 3.37 k. I ,
I Max P Left - - ft-k. Center Refl. = 0.02 0.02 in I
I Max #! Right = -7.1646 ft-k. .... Distance = 4.15 4.13 ft I - in 1 I Max. clllow Moment = 13.6382 ft-k. Left Defl. -
I Right Defl. = -0.08 -0.13 in I
I fb : Max. Rctital = 70'3 psi I
I Fb : Al.l~wable = 1,350 psi Ck. = .811(E/FblA.5= 27.32 I
I fv : Max. 17ctual = 53.1 psi Cs = (LeD/BA2) ^.5 = 6.13 I
c
RERUIRED Sxx R Rrea ------ ------
I flax. Center Moni - . . . . Sxx Heq'd -
Max. Left Moni - . . . .Sxx Req'd -
Max. Riyht Mom - . . . .Sxx Req'd -
. . . . Area Req' cl -
. . . . Rrea Req' d -
- - - - -
Resign Shear @ Left =
Design Shear c! Right =
-
I
- Brg Recl'd @ Left -
Brg Req'd c! Right = Camber @ Left -
@ Center -
@ Riyht -
- - -
4.5 ft-k
40.3 in"3
f t-k
in"3
7.2 ft-k.
63.7 inA3
1.3 kips
14.7 in"2
3.4 kips
33.5 in"2
-0.34 in
1.87 in
in
0.03 in
-0.12 in
------- RLLOWRBLE STRESSES ------
Cei7te.r Span 3 1.35 (isi
Left Suppoi-t = 1.35 0.03 ksi
Right Support= 1.35 0.03 ksi
Fb Fv
QUERY VRLUES --------- __--------
Left Center Right
Dist. = ft
Shear = -0.72 -0.72 k
M o me 1-1 t =
Defl = i 11 ...... Live Load Location ...... ,
@ LEFT CQNT. ? Y y/n
@ CENTER SPRN ? Y y/n
@ RIGHT CflNT. ? Y y/n
ft-I:
SheetNumber 7
pile~d~ 91-1702
Date 12/31/91 I tructural weering and Consulting
I
4 x 12
8x8
c
D.F. #2
Areq’d= 22.17
Sreq’d= 34.25
Ireq’d= 114.38
D.F. #1
Areq’d= 25.33
Sreq’d= 31.71
Ireq’d= 121.53
D.F. #1
Areq’d= 25.33
Sreq’d= 31 -71
Ireq’d= 121.53
-
Beam #6
M.a.5.t.e.r ....... B..e.d.-r.oom ....... R.i..d.g.e ....... seam -
4 X 12 D.F. #2
Areq’d= 26.34 - Sreq’d= 58.88
Ireq’d= 243.51
6 X 10 D.F. #1
Areq’d= 30.25
Sreq’d= 54.51
Ireq’d= 258.73
8 X 8 D.F. #1 - Areq’d= 31.17
Sreq’d= 54.51
Ireq’d= 258.73
-
Type= 2 L= 10.0 L/360= 0.33
Roof [ 34.01xC 4.253=[144.503
Wall [ iO.o]x[ S.ool=[ 50.001
UNIFORM LOADS
...............................
Total W1 194. 50
from 0.0 to 10.0 ft
Total Beam DL 20.00
POINT LOADS
PL#1 662.50# @ 2.50 (R1 of beam #2)
R1 = 1569.4 Brg.A. req’d= 2.5
R2 = 1238.1 8rg.A. req’d= 2.0
Type= 1 L= 12.5 L/360= 0.42
UNIFORM LOADS
Roof c 34.01xr 8.50l=[289.003
Beam DL =[ 25.001
----^--------------------------
Total W1 314 I 00
R1 = 1962.5 Brg.A. req’d= 3.1
R2 = 1962.5 E3rg.A. req’d= 3.1
x A
8 SheetNumber
91-1702 Pile Ntpnber
12/ 31 /91 structural Enpeering and Consultang / \ Dame c *
Beam #7
H?i.P-_.e..E.am 6.t Be.d..room 2 3 #- 2 X 12 D.F. #2
Areq’d= 27.48
Sreq’d= 61.64
Ireq’d= 369.53
Areq’d= 27.48
Sreq’d= 61.64
Treq’d= 369.53
Areq’d= 31.61
Sreq’d= 57.08
Ireq’d= 392.62
Areq’d= 31.61
Sreq’d= 57.08
Ireq’d= 392.62
4 X 12 D.F. #2
6 X 10 D.F. #1
8 X 10 D.F. #1
Beam #8 H..a.l.l.w.aY ....... 8i.d.Sl.e ....... S.ear?
4 X 12 D.F. #2
Areq’d= 39.17
Sreq’d= 33.55
Ireq’d= 336.53
Areq’d= 43.82
Sreq’d= 31.07
Ireq’d= 357.57
Areq’d= 43.82
Sreq’d= 31 -07
Ireq’d= 357.57
6 X 10 D.F. #1
8 X 10 D.F. #1
Type= 3 L= 16.0 L/360= 0.53
UNIFORM LOADS
Roof [ 34.01~1 11.50]=[391.001 ...............................
Total Wlef t 391.00
Total Beam DL 32.00
R1 = 2085.3 8rg.A. req’d= 3.3
R2 = 1042.7 8rg.A. req’d= 1.7
Type= 4 L= 1.5 A= 8.0 L/360= 0.05
Roof [ 34.0JxC 6.501=[221.001
UNIFORM LOADS
Beam DL =[ 3-00] ...............................
Total W1 224.00
POINT LOADS
P = 2162.0#
R1 = -436.9 8rg.A. req’d=-0.7
R2 = 2934.9 8rg.A. req’d= 4.7
E h
SheetNumbet 9
tructural Ehgmeering and Consulting / \ Dade 12/31/91
Beam #9 - !ALP Be.3.m ..... _4t sta.i.Ls
4 X 12 D.F. #2
Areq’d= 27.48
Sreq’d= 61.64
I req’ d= 370.46
6 X 12 D.F. #1
c Areq’d= 31.61
Sreq’d= 57.08
Ireq’d= 393.62 -cI.s%
Areq’d= 31.61
Sreq’d= 57.08
I req’ d= 393.62
-
8 X 10 D.F. #1
c
-
Beam #10
Flush Beam at Hallway . . ...... ....
4 Xa D.F. #2
Areq’d= 22-60
c Sreq’d= 19.79
Ireq’d= 18.92
6 X 6 D.F. #1 - Areq’d= 25.22
Sreq’d= 18.32
Ireq’d= 20.10
Areq’d= 25.20
Sreq’d= 18.32
-Ireq’d= 20.10
1% -
8 X 8 D.F. #1
c
Total Beam DL 32.00
R1 = 1042.7 Brg.6. req’d= 1.7
R2 = 2085.3 6rg.A. req’d= 3.3
W =[ 0.001
Total Beam DL 7.00
POINT LOADS
PL#1 2085.33# @ 1-50 (R2 of beam #9)
PL#2 400.0# @ 1-50
R1 = 1432.4 Brg-A. req’d= 2.3
R2 = 1077.4 Brg.A. req’d= 1.7
SheetNmber 10
tructural weering and Consulting A Date 12/31/91
Beam #11
Flush Beam at Livins Room
2 - 2 X 10 D.F. #2
IO 4x8‘
6x6
8x8
Areq’d=
Sreq’d=
Ireq’d=
D.F. #2 Areq’d=
S req ’d=
Ireq’d=
D.F. #1
Areq’d=
S req ’ d= Ireq’d=
D.F. #1 Areq’d=
Sreq’d=
Ireq’d=
11.30
18.52
68.53
13.45
18.52
68.53
13.77
17.15
72.82
13.16
17.15
72.82
Beam #12 Flush Beam at Living..-Room ...... .....
4 X 12 D.F. #2
Areq’d= 24.19
Sreq’d= 56.90 I req ’ d= 230 I 36
6 X 10 D.F. #1
Areq’d= 27.71
Sreq’d= 52.69
I req’ d= 244 I 76
8 X 8 D.F. #1
Areq’d= 28.49
Sreq’d= 52.69
Irea’d= 244.76
Type= 3 L= 10.0 L/360= 0.33
UNIFORM LOADS
Roof 34.01xC 1.251=[ 42.501
Wall [ 10.01xC 4.00]=[ 40.001 ...............................
Total Wleft 82. SO
Total Beam DL 20.00
R1 = 645-8 8rg.A. req’d= 1.0
R2 = 879.2 8rg.A. req’d= 1.4
Type= 2 L= 12.5 L/360= 0.42
UNIFORM LOADS
Roof I’ 34.0Jxr S.501=Cl87.00] Wall l lO.OJx[ 5.001=[ 50.001
--------------------_____I_____
Total W1 237.00
from 0.0 to 12.5 ft
Total Beam DL 25.00
POINT LOADS
PL#1 270.00# @ 6.50
R1 .= 1767.1 8rg.A. req’d= 2.8
R2 = 1777.9 Brg.A. req’d= 2.0
SheetNumber 11
]~ls~umb~ 91-1702 - e~ctural weering and Consulting A D& 12/31/91
-
4x8
6x6 -
8x8 -
D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq ’ d=
Ireq’d=
8.25
8.37
17.99
8.13
7.75
19.12
7.64
7.75
19.12
Beam #14 B.eam 3.t. . ...!%!d..r .C!o.m ....... 3 ....... E.le.!L e -
4 x 10
6x6 -
8x8 -
D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
11.63
16.21
48.28
11.90
15.01
51.30
11.41
15.01
51.30
Type= 1 L= 6.5 L/360= 0.22
Roof [ 34.01xr 3.00]=[102.001
Wall [ 10.01~1 S.OOl=C 50.001
Beam DL =[ 13.001
UNIFORM LOADS
...............................
Total W1 165 .. 00
R1 = 536.3 Brg.A. req’d= 0.9
R2 = 536.3 l3rg.R. req’d= 0.9
Type= 1 L= 9.0 L/360= 0.30
Roof I’ 34.0lxr 3.201=[108.801
Wall [ lO.O]x[ 4.00]=[ 40.001
Beam DL =I 18.00J
UNIFORM LOADS
Total W1 166.80
R1 = 750.6 Brg.A. req’d= 1.2
R2 = 750.6’ 6rg.A. req’d= 1.2
SheetNumber 12
- tructural Enpeering and Consulting A Date 12/31/91
Beam #15 - Rid.gl? ..... .B.eam __.__.. 5% Be.~.roorn~3~~.sv e Type= 1 L= 11.0 L/360= 0.37
4 X 12 D.F. #2 UN I FORM LOADS
Areq’d= 17.38 Roof [ 34.OJxr 6.201=[210.801
Ireq’d= 123.03
- Areq’d= 20.03
- Sreq’d= 33.80 Beam DL =[ 22.007 ...............................
6 X 8 D.F. #1 Total W1 232.80
Sreq’d= 31.30 R1 = 1280.4 Brg.A. req’d= 2.0
Ireq’d= 130.72 R2 = 1280.4 8rg.A. req’d= 2.0
Areq’d= 20.03
Sreq’d= 31.30
Ireq’d= 130.72
8 X 8 D.F. #1
c
c
Beam #16
Header
c
a .& ...... B.9.d.r.o om ...... 3 .......
4 x 10
8x8 -
D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
15.55
32.79
74.08
17.66
30.36
78 I 70
17.66
30.36
78.70
Type= 2 L= 8.0 L/360= 0.27
Roof r[ 34.01~1 1.20]=[ 40.801
Wall C 10.01xC 5.001=[ 50.001
UN I FORM LOADS
...............................
Total W1 90.80
from 0.0 to 8.0 ft
lotal Beam DL 16.00
POINT LOADS
PL#1 1280.40# @ 4.00 (R1 of beam #15>
R1 .= 1067.4 6rg.A. req’d= 1.7
R2 = 1067.4 Brg.A. req’d= 1.7
A tnrctural Enpeering and Consultmg /’ \ Date 12/31/91
4 X D.F. #2
Areq’d= - Sreq’d=
Ireq’d=
6 X 6 D.F. #1 - Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
-
-
18.77
15.85
24.73
20.34
14.67
26.27
20.05
14.67
26.27
Beam #18
....... Be.am .... ..a B..ed..r C?.Sl.m ...... 3.- Elev ...... 8.
c
2-2
c
4x6
-
6x6 -
- 8x8
X 12 D.F. #2
Areq’d= 6.38
Sreq’d= 9.33
Ireq’d= 32.31
D.F. #2
Areq’d= 8.61
Sreq’d= 9.33
Ireq’d= 32.31
D.F. #1
Areq’d= 8.46
Sreq’d= 8.64
Ireq’d= 34.33
D.F. #1
Areq’d= 7.98
Sreq’d= 8.64
Ireq’d= 34.33
Type= 2 L= 5.5 L/360= 0.18
Roof C 34.01xL 0.751=[ 25.501
Wall I 1O.OlxI 6.001=[ 60.001
UNIFORM LOADS
...............................
Total W1 85. 50
from 0.0 to 5.5 ft
Total Beam DL 11-00
POINT LOADS
PL#1 1280.40# @ 1-50 (R2 of beam #15’)
R1 = 1196.6 Brg.A. req’d= 1.9
R2 = 614.6 8rg.A. req’d= 1.0
Type= 3 L= 9.0 L/360= 0.30
UN I FORM LOADS
W =[ 0.001 ...............................
lotal Wlef t 0.00
Total Beam DL 18.00
R1 .= 280.5 Brg.A. req’d= 0.4
R2 = 561.0 Brg-A. req’d= 0.9
z A
SheetNunber 14
mNWa 91-1702
2-2
4x6
6x6
8x8
X 12 D.F. #2 UNIFORM LOADS
Areq’d=
Sreq’d=
Ireq’d=
D.F. #2
Areq’d=
S req ’ d=
Ireq’d=
D.F. #1
Areq’d= Sreq’d=
Ireq’d=
D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
7.26
9.62
19.11
10.26
9.62
19.11
9.99
8.91
20.30
9.34
8.91
20.30
Beam #20
.................... Flush ” Beam at Bedroom 3 Elev B
4 X 12 D.F. #2
Areq’d= 17.84
Sreq’d= 49.83
Ireq’d= 185.75
Areq’d= 20.01
Sreq’d= 46.14
Ireq’d= 197.36 e
Areq’d= 20.01
Sreq’d= 46.14
Ireq’d= 197.36
6 X 10 D.F. #1
8 X 8 D.F. #1
R1 = 668.4 8rg.A. req’d= 1.1
R2 = 668.4 8rg.A. req’d= 1.1
Total Beam DL 25.00
POINT LOADS
PL#1 561.00# @ 6.00 (R2 of beam #18)
PL#2 561.0# @ 6.00 (R2 of beam #18)
PL#3 668.4# @ 8.50 (R1 of beam #19)
R1 .= 953.6 8rg.A. req’d= 1.5
R2 = 1149.3 8rg.A. req’d= 1.8
A
SheetNumber 15
m~d~ 91-1702
tructuralEngmeeringandConsultmg /’ \ Date 12/31/91
-
4 X 8 D.F. #2
Areq’d= - Sreq’d=
Ireq’d=
6 X 6 D.F. #l
c Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #1
Areq’d=
Sreq’d= Ireq’d=
c
16.46
20.36
38.39
17.44
18.85
40.79
16.96
18.85
40.79
Type= 2 L= 6.5 L/360= 0.22
Roof [ 34.01xC 3.201=[108.801
Wall [ lO.O]x[ 4.00]=[ 40.001
UNIFORM LOADS
...............................
Total W1 . 148.80
from 4.0 to 6.5 ft
Total Beam DL 13.00
- 4 X 10 D.F. #2
Areq’d= 21.27
Sreq’d= 35.60
Ireq’d= 97.12
Areq’d= 24.14
Sreq’d= 32.96 - Ireq’d= 103.19
8 X 8 D.F. #1
Areq’d= 24.14
Sreq’d= 32.96
Ireq’d= 103.19
- 6 X 8 D.F. #1
POINT LOADS
PL#1 953.58# @ 4.00 (R1 of beam #20)
H1 = 779.6 Brg.A. req’d= 1.2
R2 = 1062.5 Brg.A. req’d= 1.7
Type= 2 L= 9.0 L/360= 0.30
Roof I: 34.0JxI 3.20]=[108.801
Wall [ 10.01x[ 4.001=[ 40.001
UNIFORM LOADS
...............................
Total W1 148 -80
from 3.0 to 9.0 ft
Total Beam DL 18.00
POINT LOADS
PL#1 1149.32# @ 3.00 (R2 of beam #20)
R1 = 1457.3 erg.&. req’d= 2.3
R2 = 1121.8 8rg.A. req’d= 1.8
SheetNumber 16
91-1702 - A Data 12/31/91
c
c
c
c
c
Beam #23
k!i..K? ....... B.e.arn__a_tLivina P_eorn--E.ls.v.__B_ Type= 3 L= 9.0 L/360= 0.30
2 - 2 X 12 D.F. #2 UNIFORM LOADS
Areq’d=
Sreq’d=
Ireq’d=
4 X 6 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
6 X 6 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #l
Areq’d=
Sreq’d=
Ireq’d=
6.96
10.18
34.78
9.40
10.18
34 I 70
9.23
9.42
36.95
8.71
9.42
36.95
Beam #24
. Flush ...... ......... ...... .__..... Beam . ...... .. ..__......... ... at .._.._.__....... Living ._ ...... .. ... ... Room
4 X 12 D.F. #2
Areq’d= 14.43
Sreq’d= 47.71
Ireq’d= 167.58
Areq’d= 16.19
Sreq’d= 44.18
Ireq’d= 178.05
Areq’d= 16.19
Sreq’d= 44.18
Ireq’d= 178.05
6 X 8 D.F. #1
8 X 8 D.F. #1
Total Beam DL 18.00
R1 = 306.0 5rg.A. req’d= 0.5
R2 = 612.0 8rg.A. req’d= 1.0
Total Beam DL 25 I 00
POINT LOADS
PL#1 612.00# @ 6.00 (R2 of beam #23)
PL#2 612.0# @ 6.00 (.R2 of beam #23)
PL#3 270.0# @ 6.00
R1 .= 933.1 Brg.A. req’d= 1.5
R2 = 873.4 8rg.A. req’d= 1.4
tructual Enpeering and Consulting / \ Date 12/31/91 -
Beam #27
Flush ...... Beam at ” .. Dining-.Rq,om
3 - 2 X 10 D.F. #2
Areq’d= 32.25
Sreq’d= 47.98
I req’d= 180.75
Areq’d= 32.25
Sreq’d= 47.98
Ireq’d= 180.75
Areq’d= 36.28
Sreq’d= 44.43
Ireq’d= 192.05
Areq’d= 36.28
Sreq’ d= 44.43
Ireq’d= 192.05
4 X 10 D.F. #2
6 X 8 D.F. #l
8 X 8 D.F. #1
Beam #28
Heade..r a.t ....... Di.ni..ns ...... Boon!
4 X 14 D.F. #1
Areq’d= 43.17
Sreq’d= 49.20
Ireq’d= 161.99
Areq’d= 51.28
Sreq’d= 54.67
I req ’ d= 182.24
Areq’d= 52.90
Sreq’d= 54.67
Ireq’d= 182.24
6 X 10 D.F. #1
8 X 8 D.F. #1
Type= 2 L= 12.5 L/360= 0.42
Floor [ 52.0JxC 1.25]=[ 65.001
UNIFORM LOADS
...............................
Total W1 65 .. 00
from 0.0 to 12.5 ft
Total Beam DL 25.00
POINT LOADS
PL#1 1936.67# @ 2.50 (R2 of beam #4)
Rl = 2111.8 Brg.A. req’d= 3.4
R2 = 949.8 Brg.A. req’d= 1.5
Type= 2 L= 8.5 L/360= 0.28
Roof 34.03xr 3.751=[127.50J
Wall I 10.01x[ 8.001=[ 80.001
Floor 1: 52.0lx[ 6.253=[325.00]
UNIFORM LOADS
--------------I----------------
Total Wl 532.50
from 0.0 to 8.5 ft
rota1 Beam DL 17.00
POINT LOADS
PL#.1 949.83# @ 1-50 (R2 of beam #27)
PL#2 949.8# @ 7.50 (R2 of beam #27)
R1 = 3229.3 Brg.A. req’d= 5.2
R2 = 3341.1 Brg.A. req’d= 5.3
SheetNumber 19
m~w~ 91-1702 - tructural &@neering and Consulting A Dadie 12/31/91
Beam #29
.----I Flush Beam at Dining ”_~. Room -
6 X 16 D.F. #1
Areq’d= 78.57
c Sreq’d= 103.90
Ireq’d= 433.46
8 X 12 D.F. #1 - Areq’d= 81.76
Sreq’d= 103.90
Ireq’d= 433.46
Areq’d= 83.35
Sreq’d= 103.90
Ireq’d= 433.46
-
10 X 10 D.F. #1
c
Beam #30
F.l.ush ....... B.e.a.!!.” .... a_t_-L.i.v.i..n.g Roo.m -
4 X 14 D.F. #1
Areq’d= 34.00 - Sreq’d= 65.39
Ireq’d= 306.52
6 X 10 D.F. #1
Areq’d= 40.31
Sreq’d= 72.66
Ireq’d= 344.83
8 X 10 D.F. #1 - Areq’d= 40.31
Sreq’d= 72.66
Ireq’d= 344.83
-
Type= 2 L= 10.5 L/360= 0.35
UN I FORM LOADS
Roof [ 34.OlxC 2.50]=[ 85.001
Wall [ 10.01~1 2.001=1 20.001
Floor [ 52.01xE 8.001=[416.001 ...............................
Total W1 521 .OO
from 0.0 to 10.0 ft
Total Beam DL 21 .oo
POINT LOADS
PL#1 2111.84# @ 1-50 (R1 of beam #27)
PL#2 2111.8# @ 8.00 (R1 of beam #27)
R1 = 5152.3 6rg.A. req’d= 8.2
R2 = 4501.9 6rg.A. req’d= 7.2
Type= 1 L= 12.5 L/360= 0.42
UNIFORM LOADS
Roof [ 34.01xC 6.751=C229.501
Wall r io.oixr 6.001=1 60.001
Floor 1: 52.01x[ 2.00]=[104.001 Beam DL =[ 25.001 ...............................
Total W1 418. 50
Rl = 2615.6 5rg.A. req’d= 4.2
R2 = 2615.6 6rg.A. req’d= 4.2
- tructural weering and Consulting A Date 12/31/91
4 X 10 D.F. #2
Areq’d=
Sreq’d=
Ireq’d=
6 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #l
Areq’d=
Sreq’d= Ireq’d=
27.69
17.27
22.74
31.37
15.99
24.16
31 -37
15.99 24.16
Type= 2 L= 4.0 L/360= 0.13
Roof [ 34.01x[ 3.20J=[l08.80]
Wall I 10.oJxC 5.ool=C 50.001
UNIFORM LOADS
...............................
Total W1 158.80
from 1.0 to 4.0 ft
Total Beam DL 8.00
POINT LOADS
PL#1 1777.90# @ 3.00 (.R2 of beam #12)
PL#2 873.4# @ 1-00 (R2 of beam #24)
R1 = 1409.5 8rg.A. req’d= 2.3
H2 = 1882.0 Brg.A. req’d= 3.0
Beam #32
B.e.am. ..... a.t Li.v.i.ns ..._... Roo.m
4 X 10 D.F. #2
Areq ’ d=
Sreq’d=
Ireq’d=
6 X 6 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
8 X 8 D.F. #1
Areq’d=
Sreq’d=
Ireq’d=
13.69
13.73
17.67
14.24
12.71
18.77
13.77
12.71
18.77
Type= 2 L= 4.5 L/360= 0.15
Roof I‘ 34.0)xC 3.00l=[102.001
Wall C io.o]x[ 5.001=[ 50.00l
UNIFORM LOADS
...............................
Total W1 152.00
from 0.0 to 4.5 ft
Total Beam DL 9.00
POINT LOADS
PL#1 933.13# @ 2.50 (R1 of beam #24)
R1 = 777.0 8rg.A. req’d= 1.2
R2 = 880.7 Brg.A. req’d= 1.4
SheetNumber 21
m~tpnb~ 91-1702
tructural Enpeering and Consulting / \ Dame 12/31/91
Beam #33
Flush Beam .................................... at Kitchen ^ ..................
3 - 2 X 10 D.F. #2
Areq’d= 32.85
Sreq’d= 46.32
Ireq’d= 176.22
Areq’d= 32.85
Sreq’d= 46.32
Ireq’d= 176.22
Areq’d= 37.53 Sreq’d= 42.89
Ireq’d= 187.23
Areq’d= 37.53
Sreq’d= 42.89
Ireq’d= 187.23
4 X 12 D.F. #2
6 X 10 D.F. #1
8 X 8 D.F. #l
Beam #34
F.lU.S h ....... B.eatm ....... a..t ....... Ga.ra.¶.e
4 X 12 D.F. #2
Areq’d= 23.81
Sreq’d= 48.05
Ireq’d= 181.94
Areq’d= 26.84 Sreq’d= 44.49
Ireq’d= 193.31
Areq’d= 26.84
Sreq’d= 44.49
Ireq’d= 193.31
6 X 10 D.F. #1
8 X 8 D.F. #1
Type= 2 L= 12.5 L/360= 0.42
UNIFORM LOADS
Roof [ 34.01xC 4.251=[144.501
Wall lO.OJx[ 8.001=[ 80.001
Floor C 52.01~1: 1.251=[ 65.001 ...............................
Total W1 289.50
from 0.0 to 2.5 ft
Total Beam DL 25.00
POINT LOADS
PL#1 1569.38# @ 2.50 (R1 of beam #5)
R1 = 2323.1 Brg.4. req’d= 3.7
R2 = 932.5 Brg.A. req’d= 1.5
Type= 2 I= 12.5 L/360= 0.42
UNIFORM LOADS
Roof I,’ 34.0JxI: 2.251=[ 76.501
Wall C 10.01xC 10.00l=[lO0.001
Floor 1: 52.01x[ 1.251=[ 65.003 ...............................
Total W1 241 .SO from 3.5 to 5.0 ft
Total Beam DL 25.00
POINT LOADS
PL#1 1077.39# @ 3.50 (R2 of beam #lo)
R1 = 1577.3 Brg.6. req’d= 2.5
R2 = 987.3 Brg.A. req’d= 1.6
n A
SheetNunber 22
m~d~ 91-1702
tnrctural Engmeering and Consulting / \ Dame 12/31/91
Beam #35
EL-o~J-o-is_t__-~t.--Ga~ag.~ I t 2 - 2 X 10 D.F. #2@ 17.4,~.
Areq’d= 9.83
Sreq’d= 22.64
Ireq’d= 90.50
Areq’d= 10-73
Sreq’d= 22.64
Ireq’d= 90.50
Areq’d= 11.22
Sreq’d= 20.97
Ireq’d= 96.16
Areq’d= 11.22
Sreq’d= 20.97
Ireq’d= 96.16
4 X 8 D.F. #2
6 X 8 D.F. #I
8 X 8 D.F. #1
Beam #36
P-r.oPP.e.d ....... B,e.am _...... a.t Ga..Ea~e
4 X 10 D.F. #2
Areq’d= 30.87
Sreq’d= 36.34
Ireq’d= 77.47
Areq’d= 35.83
Sreq’d= 33.65
Ireq’d= 82.32
Areq’d= 35.83
Sreq’d= 33.65
Ireq’d= 82.32
6 X 8 D.F. #1
8 X 8 D.F. #1
Type= 2 L= 12.5 L/360= 0.42
UN I FORM LOADS
Floor C 52.01xC 1.201=[ 62.401 ...............................
Total W1 62.40
from 0.0 to 12.5 ft
Total Beam DL 25 I 00
POINT LOADS
PL#l 240.00# @ 5.00
R1 = 690.3 Brg.A. req’d= 1.1
R2 = 642.3 8rg.A. req’d= 1.0
Type= 2 L= 6.5 L/360= 0.22
Roof C 34.01xC 1.001=[ 34.001
Wall C 10.03~1 5.001=C 50.001
Floor r 52.O]x[ 8.00J=[416.00J
UN I FORM LOADS
...............................
Total W1 500.00
from 0.0 to 6.5 ft
Total Beam DL 13.00
POINT LOADS
PLWl 987.34# @ 4.50 (R2 of beam #34)
R1 = 1971.0 8rg.A. req’d= 3.2
R2 = 2350.8 Brg.A. req’d= 3.8
c 37
_--..--
6.Q SheetNuaber d
RLeNuber 91-1702 - 12/ 31 / 91 Structural Engineering and Conrdting A Dame
Beam #37
E.lush fl.esm..auams n 4 X kb D.F. t2
Areq’d= , 25.89
Sreq’d= 50.40‘-E“
Ireq’d= 200.63
Areq’d= 28.81
Sreq’d= 46.67
Ireq’d= 213.17
Areq’d= 29.83
Sreq’d= 46.67
Ireq’d= 213.17
6 X 10 D.F. #1
8 X 8 D.F. #1
Type= 2 L= 12.5 L/360= 0.42
UN I FORM LOADS
Roof [ 34.01xC 4.00l=C136.001
Wall I 10.01~1 12.001=C120.001
Floor C 52.01~1 1.251=[ 65.001 ...............................
Total W1 321.00
from 5.0 to 12.5 ft
Floor I: 52.0)x[ 1.25)=[ 65.001
Total W2 65.00
from 0.0 to 5.0 ft
Total Beam DL 25.00
R1 = 1138.5 8rg.A. req’d= 1.8
R2 = 1906.5 Brg.A. req’d= 3.1
Beam #38 FZu.sh ...... seam 3.t-Garage
4 - 2 X 10 D.F. #2
Areq’d= 53.43
Sreq’d= 48.81
Ireq’d= 186.82
Areq’d= 52.72
Sreq’d= 40.68
Ireq’d= 176.44
Areq’d= 59.42
Sreq’d= 45.20
Ireq’d= 198.49
Areq’d= 59.68
Sreq’d= 45.20
Irea’d= 198.49
4 X 16 D.F. #1
6 X 12 D.F. #1
8 X 10 D.F. #1
Type= 2 L= 12.5 L/360= 0.42
Floor C 52.0JxL 1.253=[ 65.001
UNIFORM LOADS
...............................
Total W.1 65.00
from 0.0 to 12.5 ft
Total Beam DL 25.00
POINT LOADS
PL#1 2934.88# (2 1.50 (R2 of beam #8)
PL#2 350.0# (2 1.50
R1 .= 3453.2 Brg.A. req’d= 5.5
R2 = 956.7 8rg.A. req’d= 1.5
c
x h
24 SheetNumber
HleNumber 91-1702
12/31/91 ;tructural Engmeeringand Consulting / \ Data
3 - 2 X 10 D.F. #2
Areq’d= 26.47
Sreq’d= 57.38
Ireq’d= 237.30
A req’ d= 25.67
Sreq’d= 57.38
Ireq’d= 237.30
Areq’d= 29.48
Sreq’d= 53.13
Ireq’d= 252.14
Areq’d= 30.38
Sreq’d= 53.13
Ireq’d= 252.14
4 X 12 D.F. #2
6 X 10 D.F. #1
8 X 8 D.F. #1
Beam #40
F.l.u..s.h ....... B.e.a.m ....... 3.t Ga.ra.9.e
3 - 2 X 10 D.F. #2
Areq’d= 39.62
Sreq’d= 62.54
Ireq’d= 183.64
Areq’d= 38.90
Sreq’d= 62.54
Ireq’d= 183.64
Areq’d= 44.18
Sreq’d= 57.91
Ireq’d= 195.12
Areq’d= 44.98
Sreq’d= 57.91
Ireq’d= 195.12
4 X 12 D.F. #2
4 X 10 D.F. #1
8 X 8 D.F. #1
Type= 1
Roof [
Wall [
Floor [
Beam DL -------
L= 12.5 L/360= 0.42
UNIFORM LOADS
34.01 x 4-00] = [ 136.001 10.01xC 8.00]=[ 80.001
52.O]x[ 1.251=[ 65.00J
=[ 25.001 .-----------------------
Total W1 306.00
R1 = 1912.5 8rg.A. req’d= 3.1
R2 = 1912.5 Brg.A. req’d= 3.1
Type= 2 L= 10.0 L/360= 0.33
UNIFORM LOADS
Roof I 34.01xC 3.201=[108.80]
--------------------____^______
Total W1 108.80
from 6.5 to 10.0 ft
Wall C lO.OJx[ 8.001=[ 80.00J Floor r s2.01xr i.201=r 62.401 ...............................
Total W2 142 I 40
from 0.0 to 10.0 ft
Total Beam DL 20” 00
POINT LOADS
PL#1 1062.45# @ 6.00 (R2 of beam #21)
PL#2 490.0# 6.00
PL#3 734.0# e 9.00
R1 = 1573.0 8rg.A. req’d= 2.5
R2 = 2718.2 8rg.A. req’d= 4.3
z A
LJ SheetNumber
PileNunber 91-1702 - 12/31/91 Structural Engineering and Consulting /\ Date
Beam #41
.................................................................... Flush Beam at Garass
3 - 2 X 10 D.F. #2 Areq’d= 18.96 Sreq’d= 21.82 Beam DL Ireq’d= 276.53
Areq’d= 18.95 Sreq’d= 21.82 Ireq’d= 276.53
4 X 12 D.F. #2 69.00
6 X 10 D.F. #1
Ireq’d= 293.81
DLQRR.S! d ._._.._ B..e.am ..... 8.t. ._.__.. Ga..ra.g.e Beam #42
5.125“ X 25.5” GL8 Areq’d= 119.66 Sreq’d= 463.76 Ireq’d= 6247.51
Areq d= 121.49 Sreq’d= 457.35 Ireq’d= 6247.51
Areq’d= 122.41 Sreq’d= 453.86 I req ’ d= 6247.51,
6.750“ X 22.,5” GLB
8.750” X 21.0” GLB
Type= 2 L= 22.5 L/360= 0.75
Roof Wall
Total W1 125.50 from 9.5 to 22.5 ft
Total W2 114.00 from 16.0 to 20.5 ft
Floor r 52.01xr 11.253=~585.Ool
----------I--------------------
Total W3 585 - 00 from 1.0 to 22.5 ft
Total Beam DL 45.00
POINT LORDS PL#1 2718.23# @ 9.50 (R2 of beam #40) PL#2 3453.2# @ 13.50 R1 of beam #38 PL#3 1196.6# @ 14.00 t R1 of beam #17 PL#4 1138.5# @ 16.00 (R1 of beam #37 PL#5 614.6# @ 20.00 (R2 of beam #17) R1 = 10884.8 8rg.A. req’dZ17.4 R2 = 13970.8 8rg.A. req’dZ22.4
1
GEORGE GOUVIS COMPRNY INC
3848 CRMPUS DRIVE #220
NEWPORT EERCH, CR 92640
Title :LCIGUNR VILLRGE
Scope :BERM DESIGN
Number:91-1702
Misc :
Dsngr : Date:03-Jan-32
UNBRRCED LENGTHS --I---- ---I------ SPAN DRTR ---_--------- --------
10 ft Lit : CENTER SPRN = 10 ft
ft
2 ft
- CENTER SPRN LEFT CRNTILEUEW - - ft Lu : LEFT CBNT. -
RIGHT CRNTILEVER - - 2 ft Lu : RIGHT CRNT. - - -
.,-I -. - - -- - - - -- I - - -- - - - - - - - -- - - - - - flPpLIED LOADS _______ll___-l__-_--------- ........ Use ,-' distances for left canti1eve.r !
@ Center: .................. Trapezoidal ................. ...... IJn i form. .......
Dead = 16 plf
Live = 53 plf Dead @ Left = Pl f
@ Left Cant: 8 Right= Pl f
Dead = Plf Live @ Left = Plf
Live = Pl f @ Right= Plf c! Right Cant: ... X-Left = ft
Dead = 16 plf .. .X-Right = ft
Live = 53 plf ............................ Concentrated ............................
Dead = 645 lbs
Live = 402 lbs
Dist. = 11 ft
..#1.. ..#2.. ..#3.. ..#4.. ..#5.. ..#€I.. ..#7.. ..#8..
.......................... ........................... Rpplied Moments .. #1.. .. #2.. .. #3.. .. #4.. .. #5.. .. #6.. .. #7.. .. #8..
Dead = in-#
Live = in-#
Dist = ft I---------------------------- SUMflRF(Y --------------------___l_l_____
I USING: 3.500" x 9.25" Beam, Bending = 23.42, Shear = 56.48%
I Dead Max.
i Max. Mi@ 4.0 ft = 0.5'3961 ft-k. Left Reaction= 0.03 0.30 k
I Max. M-@ 10.0 ft = -0.7053 ft-k Rt Reaction= 0.88 1.70 k.
ft-k Center Defl. = 0.01 -0.02 in I I Max 8 Left -
I Max @ Right = -1.2139 ft-k. .... Distance = 6.73 4.47 ft I in I I Max. fillow Moment = 5.13311 ft-k. Left Defl. -
I Right Defl. = -0.02 -0.03 in 1
I fb : Max. fictual = 292 psi I
I Fb : Rllowable = 1,250 psi Ck. = .811(E/Fb)^.5= 23.02 I
I fv : Max. Rctual = 53.7 psi Cs = (LeD/B^2)^.5 = 9.74 I
-
-
GEORGE GOUUIS COMFRNY INC Title :LCSCiUNR UILLCIGE
3848 CAMPUS DRIVE ~220 Scope :EECIH DESIGN NEWPORT BEFlCH, Cfl 92660 Nit m ber : 3 i - 1702
Hisc :
Dsngr : Date : 03- Jan-32 ........................................................................
GENERCIL TIMBER BECIM FlNALYSIS R DESIGN Page 950% ........................................................................
I Fv : CIllowable - 35.0 psi Cf == (12/d)".lll = 1.00 I -
I Max. Shear !3 Left = 0.23688 k Sxx - Supplied = 43.9 iiiA31
I Max. Shear @ Right = 1.21043 k CSrea Supplied = 32.38 inA21
REQUIRED Sxx R CIrea ------ e -. -- -_-
0.7 ft-k
6.8 in"3
ft-k
in"3
1.2 ft-k.
11.7 in"3
Design Shear @ Left = 0.4 kips
3.8 inA2
Design Shear @ Right = 1.7 kips
18.3 in"2
- Max. Center lloni - . . . . Sxx Req'd -
Max. Left Mom - . . . . Sxx Req'd -
Max. Right Morn - .... Sxx Req'd -
. ".. Rrea Req'd -
. . . . CIwa Req'd -
- - - - -
-
-
0.22 in
i ti
@ Cente.r - - 0.01 in
@ Right = -0.02 in
- Brg Recl'd @ Left -
Brg Req'd @ Right = 1.26 in - Canibw e Left -
CILLOWRELE STRESSES ------ --I----
Fb FV
Center Span = 1.25 ks i
Left Support; = 1.25 0.10 k.si
Right Support= 1.25 0.10 ksi
QUERY UCILUES --------- ----------
Left Center Right
Di'st. = ft
Shea-r = 0.25 0.25 k
Mo M e r) t =
Defl = i 11 ...... Live Load Location .......
ft-C:
@ LEFT CRNT. ? Y y/n
@ CENTER SPUN ? Y y/n
F! RIGHT CRNT. ? Y y/n
--------------------_________^___
Structural Engineering 8 Consulting
Pa e: 26 Fi i! e Number: 91-1702 Date: 12/31/91
Beam #43 Header at Garaae
6 X 18 D.F. #1 Areq8d= 91.20 Sreq8d= 262.31 Ireq8d= 1582.95
Areq8d= 92.71 Sreg8d= 262.31 Ireq8d= 1582.95
Areq8d= 94.22 Sreq8d= 262.31 Ireq'd- 1582.95
8 X 16 D.F. #1
10 X 14 D.F. #1
Beam #44 FLOOR BM. O/ DINING
2 - 2 X 10 D.F. #2 Areq8d= 22.91 Sreq'd= 33.76 Ireq8d= 100.14
Areq8d= 22.91 Sreq8d= 33.76 Ireq8d= 100.14
Areq8d= 25.68 Sreq8d= 31.26 Ireq8d= 106.40
Areq8d= 25.68 Sreq8d= 31.26 Ireq8d= 106.40
4 X 10 D.F. #2
6 X 8 D.F. #1
8 X 8 D.F. #1
Type= 2
Roof [ 34.O]x[ 3.00]=[102.00]
L= 16.5 L/360= 0.55 UNIFORM LOADS ...............................
Total W1 102.00 from 0.0 to 7.0 ft
Wall [ lO.O]x[ 8.00]=[ 80.001 Floor [ 52.0]x[ 5.00]=[260.00]
Total W2 340.00 from 0.0 to 16.5 ft
Floor [ 52.0]x[ 2.70]=[140.40] ...............................
Total W3 140.40 from 7.0 to 16.5 ft
Total Beam DL 34.00
POINT LOADS PL#1 1573.02# @ 7.00 ft(R1 of beam #40) PL#2 536.3# @ 7.00 ft(R1 of beam #13) PL#3 1452.7# @ 9.50 ft(R2 of beam #41) R1 = 5862.7 Brg.A. req8d= 9.4 R2 = 5918.0 Brg.A. req8d= 9.5
Type= 2 L= 11.0 L/360= 0.37 UNIFORM LOADS Floor [ 52.O]x[ 0.60]=[ 31.201 ...............................
Total W1 31.20 from 0.0 to 11.0 ft
POINT LOADS PL#1 1686.63# @ 2.50 ft(R1 of beam #4) R1'.= 1474.9 Brg.A. req8d= 2.4
R2 = 554.9 Brg.A. req8d= 0.9
i
i
L J
d-de
24 SHEET NUMBER
FILENUMBER 9 I- 1702
DATE 14-92
REVISIONS n n COMPANY, INC.
IATERAL FORCE -IS 1
WALL DIAGRAMS
SE I SM I C FORCE DI STRl BUT1 ON
E *
-flambetZ5 30
N umbe r : 9 1 - 1 7 02
Date: 12/30/91 Dde
LONGITUDINAL WIND FORCES
Ht Abv Base (h) Wind Pressure
0’ - 20’ = 11.8 plf 20’ - 40’ = 13.5 plf 40’ - 60’ = 16.9 plf 60’ - 100’ = 18.6 plf
100’ - 150’ = 22.0 plf
LONGITUDINAL SEISMIC FORCES
Dead Loads (Wdl)
Roof 21.2
Floor 12.0
Deck 12.0
Ceiling 5.0
Wall 10.0
Seismic Force (Ws)
V = (Z * I * C / Rw) * Wdl
V = (0.40 * 1.00 * 2.f5 / 6.00) * Wdl
V = (0.18) * Wdl
31 SHEET NUMBER
FILE NUMBER . 91- 1702
I- 3-92
TRANSVERSE
ws= 3 lo PI f
5EISMIG governs ZcPl pIf
STRIP FORCE @ 1%
ws= 83 pl f
smcbralm&Coruun
LONG I TUD I NAL
STRIP FORCE e LI
;TRIP FORCE @ 12
;E I SH I C
pl f us= leb
governs e 3 03 p If
TRIP FORCE e L+
I ND: I*#
us= a If
TRANSVERSE
STRIP FORCE e
WIND:
f7 Ws= Plf L/ governs @ Plf
,TRIP FORCE e
governs d e Pl f
~ ~~
LONGITUDINAL
STRIP FORCE e L4
STRIP FORCE @
governs e plf LJ
;TRIP FORCE @
REVISIONS n A I mnu. -
sP€clFlcA7lo)Js Structural EnginaMhg L Consulting
A
A A A A A A A
A
Q
A A A A
A
FRAMING NOTES 1991UNlFORM BUILDING CODE
Shear Panel Material UBC 1991
518 Blk'd. two-ply drywall wl6d cooler nails
Q 9' O.C. Q base ply 8 8d cooler nails
Q 7"o.c. Q face ply (table 47-1)
1Q" drywall with 5d cooler nails Q 7" O.C.
edge 8 field (table 47-1 UBC. H:W 1-112:l) 5/8 drywall with 6d cooler nails Q 7" O.C.
edge 8 field.
1Q" drywall with 5d cooler nails Q 4" O.C.
edge 8 field.
518" drywall with 6d cooler nails Q 4" O.C.
edge 8 field. 112" blocked drywall with 5d cooler nails Q 4" O.C. edge& field (table 47-1 UBC, H:W 2:l)
518 blocked drywall with 6d cooler nails
Q 4" O.C. edge 8 field.
718 stucco over paper backed lath wl 16 gauge staples at 6 O.C. at top 8 bottom
plates, edge of shear wall and on field.
(ICBO Report No. 1318, April 1991)
718" stucco over paper backed lath wl 16 gauge staples at 3" O.C. at top & bottom
plates, edge of shear wall and 6" O.C. on
field (IC90 Reports same as above)
318 structural It, C-C or C-D plywood with
8d nails @ 6 O.C. at edges and 12" O.C. field
(table 25K UBC, H:W 3-1R:l) 3/8 structural 11, C-C or C-D plywood with
8d nails @ 4" O.C. at edges and 12 O.C. field.
318 structural 11, C-C or C-D plywood with
8d nails Q 3" O.C. at edges and 12 O.C. field.
318 structural I plywood with 8d nails Q
3" O.C. at edges and 12 O.C. field.
I12 structural I plywood with 10d nails Q
3o.c. staggered at edges and 12 O.C. field.
Use 3x framing members at adjoining
plywood edges only.
1/2" structural I plywood with 10d nails Q
2o.c. staggered at edges and 12 O.C. field.
Use 3x framing members at adjoining .
plywood edges only.
Sole Plate Nailing 16d Common 16d Box
4" O.C.
lV O.C.
16" O.C.
lr' O.C.
12" O.C.
8- O.C.
8" O.C.
8 O.C.
4" O.C.
V O.C.
4" O.C.
3" O.C.
3' O.C.
20d Q 2 O.C.
5/8+x7"
Q 16 O.C.
lag bolts
3x blk'g
3" O.C.
12" O.C.
12 0.c.
8 O.C.
8 O.C.
6 O.C.
6" O.C.
6 O.C.
3 O.C.
4" O.C.
3" O.C.
2 112" O.C.
2 O.C.
-
I_
Shear
Capacity
250 Wft
loo wn
115 #ft
125 Wft
145 Wft
150 wn
175 wn
180 wft
325 #m
264 #/tt
384 wn
492 #lfl
552 #in
665 wn
870 #in
1 2 Where Double 2x Sole Plates are used provide progressive nailing.
Reconstituted wood panels (waferboard, flake board, OSB) may be substituted for plywd. shear panels
provided that an APA-NER108 stamp appears on each sheet, and equivalent thickness, nailing and
structural ratings are used. Plywood shear panels shall have an exterior glue grade.
All plywood shear panel edges shall be blocked.
Shear wall sheathing nails or other approved sheathing connectors shall be driven flush but shall not
fracture the surface. Boundary nails shall be placed not less than 38 inch in from the panel edge.
Where sole plate nailing is specified at 3" O.C. or closer, nailing must be staggered and 3x blk'g or
wider should be provided below.
3
4
5
6 7
ANCHOR BOLT SPACING1
630 #/Bolt
x 1.33 = 1/2" 0 x 10" A.B.
CAPACIN
64" O.C.
56" O.C.
48" O.C.
40" O.C.
32" O.C.
24" O.C.
16" O.C.
8" O.C.
(3-112" 0) AB2
(2-112" -8) AB*
156 #lft
179 #lft
209 #/ft
250 #lft
313 #lft
418 #/ft
628 #lft
1253 #lft
1670 #
2505 ##
1. 1991 UBC Table 25F & sect 2510(b). 2. Equally spaced
3. All exterior walls to be secured with
1/2"0x lO"A.B.'s at 72" O.C. with 7" of
embedment, unless otherwise noted on
plans.
4. All interior walls to be secured with
Hitti # ON 72 shot pins, or equivalent, at
18" o.c., unless otherwise noted on plans 5. 518" 0 Hilti Kwik-Bolts (6" embed.) may
replace V2"BA.B. at 1:l ratio (1 718"
concrete edge distance at extenor).
SEE GY I
w
SIMPSON A035
SHEAR LOADS
64" O.C.
48* O.C.
32" O.C.
24" O.C.
16" O.C.
8" O.C.
6" O.C.
84 #lft
113 #lft
169 #lft
225 #Ift
338 #/ft
675 Wft
900 #lft
MULTI-STUD BEARING (ABRV. MSB) Typical standard as alternate
to solid post if noted
- BEAM
4x 2
6x 4
8x 5
2x Joist 1 PerJoist
## of 2 x STUDS
NOTES:
U.O.N. use double floorjoists below all
parallel walls.
At floor levels, use solid blocking (of same
equivalent area of post above) below trimmer!
and posts, supporting bearing headers and
beams.
All posts or MSB shall match beam width.
TYPICAL ROOFIFLOOR SHEATHING NOTES
ROOF LEVEL:
Use 1/2" structural II, C-D or C-C plywood exterior glue grade. Min. panel index number
(24/0), with 8d common nails @ 6" O.C. - supported edges and boundaries; @ 12" O.C. in the
field. (unblocked U.O.N.) *
FLOOR LEVEL Use 518" Structural II, C-D or C-C T & G plywood exterior glue grade. Min.pane1 index number
(3Z16). with 10d common nails @ 6" O.C. - supported edges and boundaries; @ 10" O.C. in the
field. (unblocked U.O.N.).
Note:
Reconstituted wood panels (waferboard, flake board and OSB) may be substituted for roof or floor sheathing provided that an APR-NER108 approved stamp appean on each sheet and
equivalent thickness, nailing and structural ratings are used. .
REVISIONS n n COMPANY, INC.
SHEET NUMBER 35
RLENUMBER 9 I - 1702
DATE I- 9-42
SHEARWALLDESIGN Structural Engidng L Consulting
I
REVISIONS n A
HEAR WUDESIGN Structural Engirrcnring & ConsuH
'A35 'D + 'W(above) =( )+ ( I= #If t
SD - LoadD/LD - ( 1513 #)/( 23 ft) = b7k #/ft
'A35 '0 + 'W(above) -( I+( )= #/f t
SHEET NUMBER 37
FILENUMBER 9 I- I702
ME 1-3-92
c
c
- ~~~ Structural Enginewing & Consulting
'A35 '0 + 'W(above) =( I+( I= #/f t
Sw = Load/L = 150 #/ft
REVISIONS n A
8.
SHEET NUMBER 39
FILENUMBER 4 I- I702
ME I-342
SHEAR WOESIGN Structural trginooring & Consulting
Sw = Load/L - 349 #/ft
'A35 'D + %(above) =( )+ ( I= #/ft
c
c
REVISIONS n n COWPIWY, INC.
z 1 L.G
w ALT
I
Sw = Load/L - q5 #/f t
SD = LoadD/LD - ( #I/( ft) = #/f t
'A35 = 'D + %(above) =( I+ ( I= #/ft
w AL'
REVISIONS n n COMPANY, INC.
SHEET NUMBER 41
FILE NUMBER 41- 1702
ME I- 34%
WALL #
CL =
Sw - Load/L = #/f t
I
'D LoadD/ LD U R #/ft
'A35 = 'D + 'W(above) =( I+ ( I= #/f t
i
I
I ne George wows
- lGcIl Company. Inc.
I I File Number: 91-1702
Page: ... 4%
Date: 01/06/92
c Soil Report : Soil Engineer : MV ENGINEERING Fc = 2500 n = 10 Fs = 20000 k = (.45*2500)/((20000/10)+(.45*2500)) = 0.36
r = .5*(.45*2500)*0.88*.21f = 0.36
-
- j = 1-(0.36/3) = 0.88
- MARK SIZE PMAX DEPTH THICK AsREQ’D NUM SIZE AsPROVIDED
STEEL BARS
A 2.0 5400 12 12 0.12 0 0 0.00 B. 2.5 8438 12 12 0.24 2 4 0.40 C 2.8 10209 12 12 0.31 3 4 0.60
D 3.0 12150 12 12 0.41 3 4 0.60
E 3.5 16538 12 12 0.64 4 4 0.80 F 3.8 18984 12 12 0.79 4 4 0.80
0 4.0 21600 12 12 0.96 5 4 1.00 H 4.5 27338 12 12 1.37 5 5 1.55 I 5.0 33750 12 12 1.88 7 5 2.17 - J 5.5 40838 12 12 2.50 9 5 2.79 K 6.0 48600 12 12 3.25 11 5 3.41
-
-
The George Gowis
Company. Inc.
I A Page: , 43
File Number: 91-1702
Structural Engineering and Consulting
Continuous footing #I at Dining Room
Bmin = 12 in
Dmin = 12 in
Roof (21.2 + 16.0) * 4.75 = 176.70
Floor (12.0 + 40.0) * 6.25 = 325.00
Deck (12.0 + 60.0) * 0.00 = 0.00
Ceiling ( 5.0 + 10.0) * 0.00 = 0.00 Concrete = 225.00 Sum(W) = 726.70 plf
Breqd = (727 / 1500) * 12 = 5.81 in
Design Load (psf) x TA (ft)
* Use 12" WIDE x 12" DEEP CONTINUOUS FOOTING * Use (1)-#4 BAR(S) TOP AND (1)-#4 BAR(S) BOTTOM
Continuous footing t2 at Kitchen
Bmin = 12 in Dmin = 12 in
Design Load (psf)
Roof (21.2 + 16.0) *
Floor (12.0 + 40.0) *
Deck (12.0 + 60.0) *
Ceiling ( 5.0 + 10.0) * Concrete
Sum(W)
Breqd = (747 / 1500) * 12
* Use 12" WIDE x 12" DEEP
x TA (ft)
2.50 = 93.00
8.25 = 429.00
0.00 = 0.00
0.00 0.00 = 225.00 = 747.00 plf = 5.98 in
CONTINUOUS FOOTING * US8 (1)-#4 BAR(S) TOP AND (1)-#4 BAR(S) BOTTOM
The George Gowis -m Company. Inc. c I A
Page:
File Number: 91-1702
Structural Engineering and Corrsulting Date: 12/31/91
Pad at Continuous Footing tl : GARAGE
Bmin = 12 in
Dmin = 12 in
As min = 0.40 Eiq. in
Reaction = 1913 # (R1 of Beam #39)
Reaction = 1913 # (R2 of Beam #39)
Reaction = 10885 # (R1 of Beam #42)
Total = 14710 #
Mbal = (12*(12-3.5)~"2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*((12-3.5)/12) = 4986.67 #-ft
H = 12 + 6 = 18 in
L req'd = ((2*18)+4)/12 = 3.33 ft
L req'd = 2*((2.0*4987)/(((12/12)*1500~-(150+225)))~~1/2 = 5.95 ft
Cap. of Cont. Ftg. (As>O) = 5.95*((~12/12)*1500)-(150+225)) = 6699.25 #
* Use pad E
Grade Seam #1 : Alternate grade beam for above pad #l
Reaction = 1913 # (R1 of Beam #39)
Reaction = 1913 # (R2 of Beam #39)
Reaction = 10885 # (R1 of Beam #42)
Total = 14710 #
Bmin = 12 in
Dmin = 18 in
L req'd = L4710/(((12/12~*1500)-(150+300)) = 14.01 ft
Mdes = I14.01/2)*(14.01/4~*(~~12/12)*1500)
Mbal = (12*( 18-3.5)""2*178.20)/12 = 37466.55 #-ft
As reqd = (31279*12)/(20000*0.88*(18-3.5)) = 1.47 sq. in
-((150+300)*0.5))) = 31278.98 #-ft
x 18 FEET LONG
CENTERED AT POINT LOAD IN G.B. 12" WIDE x 18" DEEP
Page: q-S
File Number: 91-1702
Date: 12/31/91
The George Gowis
Company. Inc.
- A '
Structural Engineering and Consulting
Pad at Continuous Footinn #2 : GARAGE
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 1432 # (R1 of Beam #lo)
Reaction = 13971 # (R2 of Beam #42)
Reaction = 1122 # (R2 of Beam #22)
Total = 16525 #
Mbal = (12*(12-3.5) "2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*(~12-3.5)/12~ = 4986.67 #-ft
H = 12 + 6 = 18 in
L req'd = ((2*18)+4)/12 = 3.33 ft
L req'd = 2*((2.0*4987)/(((12/12~*1500~-(150+225))~*"1/2 = 5.95 ft
Cap. of Cont. Ftg. (As>O) = 5.95*(((12/12)*1500)-(150+225)) = 6699.25 #
t Use pad F
Grade Beam #2 : Alternate grade beam for above pad #2
Reaction = 1432 # (R1 of Beam #lo)
Reaction = 13971 # (R2 of Beam #42)
Reaction = 1122 # (R2 of Beam #22)
Total = 16525 #
Bmin = 12 in
Dmin = 24 in
L req'd = 16525/(~(l2/12)*1500)-(150+375~) = 16.95 ft
Mdes = (16.95/2)*(16.95/4)*(((12/12)*1500)
Mbal = (12*(24-3.5)"'2*178.20)/12 = 74888.55 #-ft
As reqd = (44434*12)/(20000*0.88*(24-3.5)) = 1.48 sq. in
-((150+375)*0.5))) = 44435.71 #-ft
x 21 FEET LONG
CENTERED AT POINT LOAD IN G.B. 12" WIDE x 24" DEEP
. ...._
The George Gowis -m Company. Inc. . -
Page: 41p
File Number: 91-1702 .'
Structural Engineering and Consulting Date: 12/31/91
Pad at Continuous Footing #3 : FRONT OF GARAGE
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 5907 # (R2 of Beam #43)
Reaction = 1433 # (R2 of Beam #41) Total -
Mbal = (12*(12-3.5)'~'2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*(~12-3.5~/12~ = 4986.67 #-ft
H=12+6=18in
L req'd = ((2*18)+4)/12 = 3.33 ft
L req'd = 2*~(2.0*4987)/(((12/12~*1500)-(600+225))~"*1/2 = 7.69 ft
Cap. of Cont. Ftg. (As>O) = 7.69*(((12/12)*1500)-(600+225)) = 5189.22 #
7339 # -
* Use pad C
Grade Beam #3 : Alternate grade beam for above pad #3
Reaction = 5907 # (R2 of Beam #43)
Reaction = 1433 # (R2 of Beam #41) Total -
Bmin = 12 in
Dmin = 14 in
L req'd = 7339/(((12/121*1500)-~600+2501) = 11.29 ft
Mdes = ~11.29/2~*(11.29/4)*~((12/12~*1500)
Mbal = (12*(14-3.5)^'~2*178.20)/12 = 19646.55 #-ft
As reqd = (17131*12)/(20000*0.88*~14-3~5~) = 1.11 sq. in
7339 # -
-((600+250)*0.5)j) = 17131.16 #-ft
Use (2)-X7 BARS TOP AND (2)-#7 BARS BOTTOM x 14 FEET LONG
CENTERED AT POINT LOAD IN G.B. 12" WIDE x 14" DEEP
c
c
The George Gowis -m Company. Inc. Page : 4.7 c . File Number: 91-1702 .'
Structural Engineering and ODnsulting Date: 12/31/91
Pad at Continuous Footing $4 : DINING ROOM - Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 4502 # (R2 of Beam #29)
Total - 4502 #
Mbal = (12*(12-3.5)n"2*178.20)/12 = 12874.95 #-ft
H = 12 + 6 = 18 in
L req'd = ((2*18)+4)/12 = 3.33 ft
Cap. of Cont. Ftg. (As>O) = 6.09*(((l2/12)*l500)-(200+225)) = 6548.69 #
-
- Mcap = 0.40*20000*0.88*((12-3.5)/12~ = 4986.67 #-ft
- L req'd = 2*((2.0*4987)/(((12/12)*1500~-(200+225~))*"1/2 = 6.09 ft
Sum(R) = 4502 < 6549 = Cap. of Cont. Ftg. (As>O)
* No pad is required
-
me George Gowis
Company. Inc. A
Page: 4-8 t-
File Number: 91-1702 A U ? Structural Engineering and Consulting Date: 12/31/91
Pad at Continuous Footins t5 : DINING ROOM
Bmin = 12 in
Dmin = 12 in
As min = 0.40 sq. in
Reaction = 5152 # (R1 of Beam #29)
5152 # Total -
Mbal = (12*(12-3.5)"~'2*178.20)/12 = 12874.95 #-ft
Mcap = 0.40*20000*0.88*((12-3.5)/12j = 4986.67 #-ft
H = 12 + 6 = 18 in
L req'd = ((2*18)+4)/12 = 3.33 ft
L req'd = 2*((2.0*4987)/(((12/12)*1500)-(700~225)))*"1/2 = 8.33 ft
Cap. of Cont. Ftg. (As>O) = 8.33*(((12/12)*lS00)-(700+225)) = 4789.43 #
-
* Use pad B
Grade Beam #5 : Alternate grade beam for above pad #5
Reaction = 5152 # (R1 of Beam #29) Total -
Bmin = 12 in
Dmin = 12 in
L req'd = 5152/(((12/12)*1500)-(700+225)) = 8.96 ft
Mdes = (8.96/2)*(8.96/4)*(((12/12)*1500)
Mbal = (12*(12-3.5)^'2*178.20)/12 = 12874.95 #-ft
As reqd = ~10413*12)/(20000*0.88*(12-3.5~) = 0.84 sq. in
5152 # -
-((700+225)*0.5))) = 10412.59 #-ft
Use (2)-X6 BARS TOP AND (2)-#6 BARS BOTTOM x 11 FEET LONG
CENTERED AT POINT LOAD IN G.B. 12" WIDE x 12" DEEP
. , -. a__-_ . - ---... , .- ... .. .... .,.. _-.- . . . . . ,.._ .I. .-..- ., --.. . ._ :. . . , . , , . , . . . . . . , , .-. . . . . - ~ __j. -i-- --:.L.i- ,
Page : 49
File Number: 91-1702 +
Date: 12/31/91 t
The George Gowis
Company, Inc.
- A
Structural Engimhg and Consulting
Pad at Continuous Footinn #6 : DINING ROOM
Bmin = 12 in Dmin = 12 in
As min = 0.40 sq. in
Reaction = 2616 # (R2 of Beam #30)
Total - 2614 #
Mbal = (12*( 12-3.5) ’ 2*178.20)/12 = 12874.95 #-ft
H = 12 + 6 = 18 in
L req’d = ((2*18)+4)/12 = 3.33 ft
Cap. of Cont. Ftg. (As>O) = 6.09*(((12/12)*l500)-(200+225)) = 6548.69 #
-
-
- Mcap = 0.40*20000*0.88*((12-3.5)/12~ = 4986.67 #-ft
- L req’d = 2*((2.0*4987)/(((12/12)*1500+225)))~~1/2 = 6.09 ft
- Sum(R) = 2616 < 6549 = Cap. of Cont. Ftg. (As>O)
* No pad is required
The George Gowis -m Company. Inc. Page: 50 . - File Number: 91-1702 $1
#
sbuctural EnsineennQ and conwttina Date: 12/31/91
Isolated Pad #l : LIVING ROOM -
Reaction = 879 # (R2 of Beam #11)
Reaction = 2616 # (R1 of Beam t30) Total - 3495 # - -
* Use pad A
Isolated Pad t2 : LIVING ROOWENTRY -
Reaction = 646 # (R1 Of Beam #11) - Reaction = 1767 # (R1 Of Bern #12)
Reaction = 881 t (R2 of Beam #32)
Reaction = 876 # (R2 of Beam #26) Total -
* Use pad XB
4170 t - -
-.
PRELIMINARY SOIL AND
GEOTECHNICAL INVESTIGATION
PROPOSED EIGHT-UNIT CONDOMINIUM
PLANNED DEVELOPMENT
902 AND 926 LAGUNA DRIVE
CARLSBAD, CALIFORNIA
JANUARY 21 1992
PREPARED FOR:
MR. MIKE GALEY 7720 EL CAMINO REAL CARLSBAD, CALIFORNIA 92009
JOB #1224-91
MV ENGINEERING, INC.
2450 Vineyard Avenue, #lo2
Escondido, California 92029-1 229
61 91743-1 21 4 Fax: 739-0343
Job #1224-91
January 2, 1992
Mr. Mike Galey 7720 El Camino Real, Suite 2M Carlsbad, California 92009
Preliminary Soil and Geotechnical Investigation,
Proposed Eight-Unit Condominium/Planned Development
902 and 926 Laquna Drive. Carlsbad. California
Pursuant to your request, MV Engineering, Inc. has completed the attached investigation of soils and geotechnical conditions at the subject site.
The following report summarizes the results of our field
investigation, laboratory analyses and conclusions, and provides
recommendations for the site development as understood. From a
geotechnical engineering standpoint, it is our opinion that the
site is suitable for the proposed development provided the recommendations presented in this report are incorporated into the design and construction of the project.
The conclusions and recommendations provided in this study are consistent with the site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs.
Thank you for choosing MV Engineering, Inc. If you have any
questions concerning this report, please do not hesitate to call us. Reference to our Job #1224-91 will expedite our response to
your inquiries.
We appreciate this opportunity to be of service to you.
c. MV ENGINEERING, INC.
//
Ralph M. Vinje
GE #863
RMV/DLP/kmh
Distribution: Addressee (4) Pacific Rim (Dimetrious) (2)
TABLE OF CONTENTS
Page
I . INTRODUCTION .................. 1
I1 . SITE DESCRIPTION . . . . 1
I11 . PROPOSED DEVELOPMENT .............. 1
IV . FIELD INVESTIGATION ............... 1
V . SOIL TYPES . LABORATORY TESTS/RESULTS ...... 1
A . Maximum Dry Density and Optimum Moisture Content ........... 2
B . In-Place Dry Density and Moisture Content ............... 2 C . Direct Shear Test .............. 2 D . Expansion Test ................ 3
VI.GEOL0GY . . 3
A . Earth Materials ............... 3 B . Structural Geology .............. 3 C . Groundwater ................. 4
D . Seismicity .................. 4 E . Geologic Hazards ............... 5
VI1 . CONCLUSIONS ................... 6
VI11 . RECOMMENDATIONS ................. 6
A . General Grading and Earthwork ........ 6
B . Slopes. Construction. and Design ....... 7
C . Surface and Subsurface Drainage ....... 7 D . Foundation and Slabs ............. 8
E . Retaining Walls ................ 10 F . Pavements .................. 11
G . Utility Trench Backfill ........... 11
H . Inspections ................. 12 I . Grading and Foundation Plan Review ...... 12
J . Preconstruction Meeting ........... 12
IX . LIMITATIONS . . . . . 13
Attachments:
Plate
Geotechnical Map ................ 1
Test Pit Log ................... 2
Fault/Epicenter Map ............... 3
continued
Table of Conteats/Page 2
Isolation Joints and Re-Entrant
Corner Reinforcement . . . . . . . . . . . . . 4
Typical Wall Drainage Design . . . . . . 5
APPENDIX A: Specifications for Construction of Controlled Fills and Unified Soil Classification Chart
APPENDIX B: General Site Recommendations
APPENDIX C: General Grading Recommendations
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION
PROPOSED EIGHT-UNIT CONDOMINIUM/PL2WNED DEVELOPMENT
902 AND 926 LAGUNA DRIVE, CARLSBAD, CALIFORNIA
I. INTRODUCTION
The study property is located in a developed residential neighbor- hood at 902 and 926 Laguna Drive, Carlsbad, California. The proposed use for the property is for an eight-unit condominium, planned development. The site is depicted on a Geotechnical Map enclosed with this transmittal as Plate 1. The purpose of this transmittal is to provide information on geologic and soils engineering conditions beneath the property and their impact upon
the planned development.
11. SITE DESCRIPTION
The property is approximately one acre ii? size and contains two existing wood frame residences fronting on Laguna Drive. The site is essentially level with some large trees associated with the existing residences at the southern end of the property. Site drainage appears to sheetflow to the street (Laguna Drive).
I11 . PROPOSED DEVELOPMENT
Detailed development plans are incomplete; however, preliminary plans are depicted on Plate 1. The plans indicate minor cut/fill grading with maximum cuts and fills of two to three feet.
IV. FIELD INVESTIGATION
Geotechnical conditions at the subject property were determined
chiefly from the excavation of three exploratory test pits at selected locations throughout the site. The test pits were logged by our project geologist and backfilled. Representative samples of the earth deposits encountered during our subsurface exposures were collected at selected intervals and transported to our laboratory for testing and analyses. The location of the test pits are shown on Plate 1. The detailed log of the test pits and locations of the samples obtained during this study are presented on Plate 2.
V. SOIL TYPES - LABORATORY TESTS/RESULTS
Based upon field observation and visual identifications indicated on the enclosed log, there are primarily two soil types at the project. The soil types are referred to in the following sections as Soil Types 1 and 2.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 2
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2. 1992
SOIL TYPES
Soil Type Soil Description
1
2
brown, silty, fine to medium sand (Alluvium)
rusty brown, silty sand (Terrace Deposits)
The following tests were performed in support of this study:
A.
B.
C.
Maximum Dry Densitv and Optimum Moisture Content - The maximum dry densities and optimum moisture content of selected soil types were determined in accordance with ASTM D-1557-78. The
results are tabulated below.
Optimum
Soil Maximum Dry Moisture
Location Type Density (p sf 1 Content (%)
TP 1@1.5' 1 126.2 9.4
TP 1@6' 2 127.3 9.2
TP = Test Pit
These results may be ussd during the grading where appli- cable.
In-Place Dry Density and Moisture Content - In-place dry densities and moisture content of existing fill soils were determined at representative locations in accordance with either
ASTM D-1556-82 or chunk samples using the water displacement method. The test results are presented on the log at the
corresponding locations. The percent ratio of the in-place dry densities to the corresponding maximum dry densities are also determined and included on the excavation log.
Direct Shear Test - A direct shear test was performed on representative samples of Soil Type 1 for strength parameters in the lateral load and bearing capacity calculations. Three specimens of each soil were prepared by molding them in 2i-inch diameter, l-inch high rings to 90% of the corresponding maximum dry density and optimum moisture content and soaked overnight. The specimens were loaded with normal loads of 1, 2, and 4 KSF respectively and sheared to failure in an undrained shear. The results are presented on the following page.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, t102 ESCONDIDO, CALIFORNIA 92029-1229 61 9l743-1214
WlLslEsnNQ PERCMT SonI~nOna OEOTECHN(UL IWESnaATIWS
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 3
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2, 1992
(test results)
Wet Angle of Apparent
Soil Density Int. Fric. Cohesion
Location Type (Dcf) cj~ (decrree) C, (D sf 1
TP 1@5' 1 124.1 28 459
D . Expansion Test - An expansion test was performed on a
representative sample of Soil Type 1. The soil sample was
remolded to 90% of the corresponding maximum dry density in a
2+-inch diameter, l-inch high ring mold. The sample was
instrumented, loaded with 1 psi and submerged in water. The
ratio of the change in height from the air dry to the saturated condition is defined as the percent expansion. The test results
are presented below.
Soil Initial Air Dry Saturated Expansion
Location TYDe W W W 0
TP 1@5' 1 9.2 1.8 12.4 0
VI. GEOLOGY
A. Earth Materials - Level terrain in the area of the subject
property is mantled by a cover of alluvial soils derived from
erosion of the surrounding hillside. Test excavations at the
study site exposed a thin alluvial cover which extended to an
indicated depth of one to four feet beneath existing surface
levels. The alluvium consists of unconsolidated sandy soils which are non-expansive.
Natural Terrace Deposit materials were exposed beneath the alluvial cover at the study site. These are consolidated, sandy deposits which occur in a weakly cemented, friable condition. Local Terrace Deposits characterize adjacent hillside and bluff terrain along the south side of Buena Vista
Lagoon.
B. Structural Geolocrv - Local Terrace Deposit materials are flat- flying sediments which typically do not reflect significant structure.
During our field investigation, no faults were observed or
encountered at the property. Based upon our review of the
geologic literature and fault maps of the area, no faults are
mapped through or in near proximity to the property.
MV ENGINEERING. INC. 2450 VINEYARD AVENUE. #lo2 ESCONDIDO. CALIFORNIA 92029-1229 6191743-1214
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 4
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2, 1992
C. Groundwater - Subsurface water was not encountered during our field study.
D. Seismicity - Faults or significant shear zones are evidence on or in near proximity to the study site. not in
As with most areas of California, the San Diego region lies within a seismically active region. However, North County coastal areas are characterized by low levels of seismic activity. Based upon the historic record, during a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically
generate modest earthquakes. The local seismic environment is
depicted on a Fault-Epicenter Map enclosed as Plate 3.
Historically, the most significant earthquake events which
affect local areas originate along well-known, distant fault zones to the east. Less significant events have been recorded along off-shore faults to the west. The following list
represents the most significant active faults which typically impact the region.
Fault Zone Distance from Site
Elsinore Fault 24 miles
San Jacinto Fault 50 miles
San Andreas Fault 78 miles
Coronado Bank Fault 22 miles
More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earth- quakes of magnitude 3.5 or higher have been recorded in coastal regions between January, 1984 and August, 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986.
An earthquake of magnitude 5.3 shook North County coastal areas resulting in $400,000 in damages and injuries to 30 people. The quake occurred along an offshore fault located nearly
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619ff43-1214
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 5
902 AND 926 LAGUNA DRIVE, CARLSBAD JAMJARY 2, 1992
30 miles southwest of Oceanside. The event resulted in
moderate to locally high levels of ground shaking in areas of
the study site. The increase in earthquake frequency in the
region remains a subject of speculation among geologists. However, the 1986 event is thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. Ground separation during expected earthquake events is not anticipated at the study site.
E. Geolocric Hazards - Low to moderate levels of ground shaking
should be anticipated during periods of activity along distant
active faults of the region. Seismically related failures such as liquefaction and ground lurching are not expected provided
the recommendations provided herein are implemented during
construction.
Geologic hazards associated with flooding or tsunamis are not expected at the property.
YV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214
(KHLS IlSnnQ CUCTEST 5oIl.YMmQITlorm QEOTECHIIICU *NEmlaAnoI4s
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 6
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2, 1992
VII. CONCLUSIONS
The following conclusions and recommendations are based upon
exposures developed beneath the site to the depths explored, laboratory testing, engineering analyses of the test results, and our experience in the field of geotechnical engineering. Based upon the foregoing site investigation, the property is suitable for the proposed development provided the recommendations given herein are incorporated into final plans and implemented during
the construction phase. Adverse geotechnical conditions were not
indicated on the property based upon the surface and subsurface
exposures observed during our study.
Soils underlying the property are granular and non-expansive and once compacted to specified densities will perform well in slopes
and provide good support for structures and graded fills. Terrace
Deposit soils occur in a moderately dense condition at depth. Regrading of near-surface alluvial and terrace deposit soils is
recommended in the following section.
On-site excavations of terrace deposit soils will generate good quality fill soils which are non-expansive.
VIII. RECOMMENDATIONS
A. General Gradina and Earthwork
1. Clearing and Grubbing - Clearing and grubbing at the site should be completed as recommended in detail in the attached Appendix tfAfl. All trees and shrubs not to be used for
landscaping should be removed from the site prior to any
cutting or filling. All buried structures not designated to remain should be moved. Experience in the area indicates the
possibility of encountering old, abandoned seepage pits
associated with the existing residences. All vegetation and
soil designated as tlunsuitablell by the project geotechnical
consultant should be removed under the consultant's
observations.
2. Removals - Near-surface soils at the project site are not
suitable in their in-situ condition for the support of
structural fills or improvements. The soils should be removed beneath all areas to underlying dense materials.
Actual removal depths can best be determined in the field during grading operations when specific exposures are available. Required removal depths (below existing grades) are expected to range between three and five feet. Removed soils are suitable for reuse in properly compacted fill.
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PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 7
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2. 1992
3.
4.
Compaction - Fill soils at the project should be brought to near-optimum moisture levels and mechanically compacted in thin, horizontal lifts to a minimum 90% of the laboratory
maximum density.
The upper 12 inches of subgrade beneath driveway and roadway
surfaces should be scarified and compacted to 95% of the
corresponding maximum density. Subgrade soils should be
prepared at a time not to exceed more than 72 hours prior to
the placement of the base materials so that appropriate
moisture content is maintained.
The base materials should be compacted to a minimum of 95%
of the corresponding maximum dry density at the required
moisture content. The base materials should be placed at a
time not to exceed more than approximately 72 hours prior to
the concrete paving or pouring.
Import Fill Materials - If any import soils are used to
complete the grading, they should be granular and non-
expansive. The import soils should be inspected and approved
by a representative from this office prior to the delivery
of the soils to the site. Revised recommendations may be
required based upon the tested properties of the import
soils.
B. Slopes, Construction, and Desicrn - The provided site plans
indicate only the shallowest of cut and fill slopes will be
required (two feet to three feet) and once reworked are expected
to perform well at 2:1 configurations.
Any proposed fill slopes should be compacted to 90% of the laboratory maximum density out to the slope face. Overbuilding and cutting back to the compacted core is recommended.
C. Surface and Subsurface Drainacre
1.
2.
Surface Drainage - Surface water was not noted at the site. Surface water should be controlled, collected, and directed away from structures and the top of any slopes. Due to the
flat nature of the proposed development, area drains may be
required for yard areas.
Subsurface Drainage - Groundwater was not encountered at the
site during our investigation. In the event groundwater is
encountered during grading operations, appropriate recommen-
dations should be provided by the project geotechnical
consultant.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214
8oullsllNo PEnc MT SoaINVEsnQA~ 0€0TEc1HI(cu lMnmoITKms
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 8
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2. 1992
D. Foundation and Slabs - The following minimum requirements are recommended for foundations and floor slabs supported on properly compacted fill or competent, native materials. All
grading should follow the recommendations given in the previous
section, "General Grading and Earthworktt and in the enclosed Appendix ttAtt. A report of certification of controlled fill
prepared by a qualified qeotechnical ensineer will be necessary prior to the excavation of foundation trenches and slab subsrade
preparations.
The foundation and slab recommendations provided below are based on specific soil/rock types encountered and tested during our investigation. Final foundation and slab designs will depend
upon the expansion potential and soil/rock type of the finished grade materials which can best be determined at the completion of rough grading. Appropriate laboratory tests will be performed on the foundation soils at the completion of rough grading, and appropriate foundation and slab recommendations will be provided in the final rough grading compaction report.
Revised recommendations may be necessary and should be antici-
pated.
1. Expansive Soils - Based upon our observations and laboratory test results, the soils at the site are non-expansive.
The following foundation and slab recommendations for non- expansive soils are preliminary and may be used for cost and rough design estimating purposes only.
2. Footing and Slab Design - Recommendations for the Non- expansive (0% to 2%) On-site Soils:
It is recommended that normal concrete wall footings be used in accordance with Uniform Building Code design
(i.e., 12 inches wide by 12 inches deep and 15 inches
wide by 18 inches deep) for one-story and two-story
structures respectively. Isolated square footings should be at least 24 inches by 24 inches wide and 12 inches deep. Minimum depths are measured from the lowest adjacent ground surf ace, not including the sand/gravel under the slab.
Use two #4 reinforcing bars in all interior and exterior footings. Place one bar three inches below the top of the footing and one bar three inches above the bottom of the footing. Reinforcement for isolated square footings should be designed by the project structural engineer.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619ff43-1214
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 9
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2, 1992
(c) All interior slabs must be a minimum of four inches in
thickness reinforced with 6x6/10x10 welded wire mesh/#3 reinforcing bars spaced 24 inches on center each way, placed one and one-half inches below the top of the slab. Use four inches of clean sand (SE 30 or greater) beneath all slabs. A six-mil plastic moisture barrier is recommended, and if used, must be placed mid-height in the sand.
(d) Provide contraction joints consisting of sawcuts spaced 12 feet on center each way within 72 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of one-half inch in depth and must not exceed three-quarter inch in depth or the reinforcing may be damaged.
(e) All undergreund utility trenches beneath interior and exterior slabs should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies.
(f) All exterior slabs (walkways, patios, etc,) must be a minimum of four inches in thickness reinforced with 6x6/10x10 welded wire mesh placed one and one-half inches below the top of the slab. Provide contraction joints consisting of saw cuts spaced six feet on center each way within 72 hours of concrete pour, The depths of the saw cuts should be as described in Item (d) above.
(g) This office is to be notified to inspect the footing trenches, foundation, and slab area reinforcing prior to concrete pour.
3. Soil Bearing Pressure - Our tests and calculations indicate that an allowable bearing capacity of 1,500 psf for continuous and isolated footings may be used. The allowable soil bearing pressure provided herein is for dead plus live
loads and may be increased by one-third for wind and seismic loading. The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent ground surface. This value may be increased per Uniform Building Code, Table 29-B, for additional depths and widths if needed.
4. Footing Setbacks - Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of five feet or one-third of
MV ENGINEERING. INC. 2450 VINEYARD AVENUE. t102 ESCONDIDO. CALIFORNIA 92029-1229 6191743-1214
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 10
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2, 1992
the slope height, whichever is greater between the bottom edge of the footing and the face of the slope unless other- wise recommended by the soil engineer or his representative on site.
5. Re-entrant Corners - Special attention should be given to any l1re-entrant1l corners (k270 degree corners) as generally shown on the enclosed Plate 4 and curing practices (during and
after concrete pour) to limit cracking.
60 Supplemental - The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete,
reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of
construction practice.
Footing and slab designs provided herein are based upon soil characteristics only and should not supersede more restrictive requirements set forth by the architect or the structural engineer. Please note that minimum requirements set forth by the respective government agencies may also supersede the recommendations provided in this report.
E. Retaining Walls
1. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining structures should be designed by the project structural engineer. Retaining walls should maintain at least a 1:l (horizontal
to vertical) wedge of granular non-expansive soil backfill measured from the base of the wall footing to the ground
surface (within the active zone of the wall). All retaining walls should be provided with a drain along the backside as generally shown on the attached Typical Wall Drain Design, Plate 5. Specific drainage provisions behind retaining wall structures should be verified by this office.
2. Lateral active pressures for non-expansive soils with a minimum friction angle of 30 degrees and assumed drained backfill conditions are provided below. These values may be used for preliminary design estimates only and are to
be re-evaluated when the characteristics of the backfill
MV ENGINEERING. INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619ff43-1214
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902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2, 1992
soils have been determined. Revised recommendations
should be anticipated. Passive resistance is also
provided.
Active Pressure = 40 pcf equivalent fluid pressure,
cantilever, unrestrained walls with level backfill
surface.
At Rest Pressure = 60 pcf equivalent fluid pressure, restrained walls.
*Passive Pressure = 360 pcf equivalent fluid pressure,
level surface condition.
*Note: Because large movements must take place before
maximum passive resistance can be developed, the earth
pressures given for passive conditions should be reduced
by a factor of safety of two.
3. A coefficient of friction of 0.34 may be considered for
concrete on soil. This value is to be verified at the completion of grading when the properties of the subgrade soils are specifically known.
F. Pavements - Structural sections for the driveway and roadway designs will be determined at the completion of grading with
the appropriate sampling and laboratory testing. Pavement structural section design will depend on R-value test results
performed on the subgrade soils and should be given by the
project geotechnical consultant.
G. Utilitv Trench Backfill - All underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective
agencies. Care should be taken not to crush the utilities or
pipes during the compaction of the soil.
All utility trenches under slabs in expansive soils (2% or
greater) should be backfilled with sand (S.E. 30 or greater)
and properly compacted to achieve at least the minimum
compaction requirements.
The bottom of all utility trenches should be inspected by the project geotechnical engineer or his representative prior to placement of the utility or backfill operations.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 12 902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2. 1992
H, InsDections - Grading inspections should be conducted by representatives of this office or other qualified geotechnical
engineer. Particular attention should be given to removals, fill compaction, and fill slope construction.
I, Gradincr and Foundation Plan Review - Final grading plans should incorporate recommendations provided in this transmittal and be reviewed and approved by the project geotechnical consultant. If the final development plans significantly change or if they were not available at the time of this investigation, further investigation and subsoil study may be required and should be anticipated.
J. Preconstruction Meetinq - A preconstruction meeting is
recommended prior to grading with the owner, grading contractor, design civil engineer, soils engineer, geologist, and project planner.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619ff43-1214
SOILS TMI(KI PEncIUT 8oLmvEanQA~ QEOOlEmWCAL ml"S
PRELIMINARY SOIL AND GEOTECHNICAL INVESTIGATION PAGE 13
902 AND 926 LAGUNA DRIVE, CARLSBAD JANUARY 2. 1992
IX. LIMITATIONS
The conclusions and recommendations provided herein have been based on all available data obtained from our field investigation and laboratory analyses, as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area: however, earth materials may vary in characteristics between excavations.
Of necessity we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required.
The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner/developer to insure that these recommendations are carried out in the field.
It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns.
The firm of MV ENGINEERING, INC. shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils or changing drainage patterns which occur subsequent to issuance of this report.
This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision.
Mv Engineering, Inc. warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended.
MV ENGINEERING. INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 619/743-1214
PRELIMINARY SOIL AND GEOTECXNICAL INVE8TIOACTION PAGE 14
902 AND 926 LAGUNA DRIVE. CARLSBAD JANUARY 2, 1992
Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #1224-91 will expedite response to your inquiries.
We appreciate this opportuni
MV ENGINEERING, INC.
Ralph M. Vinje
GE #863
CEG #980
RMV/DLP/lClUh
a:1224-91.pre
.ce to you.
MV ENGINEERING. INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 6191743-1214
TRENCH LOGS m
ALLUVIUM
Fine grained sand. Medium brown. Slightly moist, loose.
From 2 feet color grades to light brown.
SOIL TYPE 1
TERRACE DEPOSIT
Silty sand. Rusty brown color. Moist, friable.
End trench at 64 feet.
. SOIL TYPE 2
-63 ALLUVIUM
Fine grained sand. Medium brown. Dry, loose.
SOIL TYPE 1
TERRACE DEPOSIT
Silty sand. Rusty brown color. Dry, friable.
From 3 feet sand becomes moist with lenses of tan
(light colored), loose, silty fine sand.
SOIL TYPE 2 L End trench at 5 feet. 63
ALLUVIUM
Fine grained sand, medium brown. Dry, loose.
TERRACE DEPOSIT
Silty sand. Rusty brown. Moist, friable. Moisture
content goes up with depth (too wet for chunks).
l SOIL TYPE 1
SOIL TYPE 2 / End trench at 6 feet.
B
'5 2
1
WO --A
5 -
3.4
2.6
6.7
7.6
4.0
3.9
5.2
-
4.7
5.5
- -
*.e LL 5 Ek 23- -
.10.0
.05.7
.11.7
09.1
07.0
20.1
10.8
-
19.6
21.0
az, 1- + FT. 9 ca: go"-. -
r
87.2
87.5
87.1:
85.- -
84. -
94.3
87.0
MIKE GALEY
902 & 926 Laguna Dr., Carlsbad V sand Cone n n ----I- chunk
i
I 1224-91 2 Ir Density test (chunk) I PhoIW: 61 9l743-1214
FAULT - EPICENTER MAP
SAN DIEGO COUNTY REGION
INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974)
Map data is compiled from various sources including California Division of Mines and
Geology, California Institude of Technology and the National Oceanic and Atmospheric
Administration.
"Earthquake Epicenter Map of California; Map Sheet 39."
Map is reproduced from California Division of Mines and Geology,
Earthquake Magnitude
e ............. 4.0 TO 4.9 0 ............ 5.0 TO 5.9 m 1'1 ............ 6.0 TO 6.9
Fault
0 .......... 7.0 To 7.9
30 MILES 30 20 10 o
MV ENGINEERING, INC. PLATE NO. 3
ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEHZST
Typical - no scale.
\ I isolation joints isolation
tion joi
re-entrant corner reinforcement No. 4 bzrs placed
14" below top
potential re-ent corner crack
of slab
contraction joints rant
Notes:
(1) Isolation joints around the columns should be either circular as shown
in (a) or diamond shaped as shown in (b).
around columns, or if the corners of the isolation joints do not meet the
contraction joints, radial cracking as shown in (c) may occur (reference ACI).
(2) In order to control cracking at the re-entrant corners (t270" corners), provide
reinforcement as shown in (c).
If no isolation joints are used
(3) Re-entrant corner reinforcement shown herein is provided as a general guideline
only and is subject to verification and changes by the project architect and/or
structural engineer based upon slab geometry, location, and other engineering
and construction factors.
Plate 84
TYPICAL WALL DRAINAGE DESIGN
NOTE: SUBJECT TO REVISION BY THE GEOTECHNICAL CONSULTANT BASED UPON SITE CONOlTlONS
SOIL BACKFILL COMPACTED TO
90 PERCENT RELATIVE COMPACTION
WALL WATERPROOFING
PER ARCHITECT'S SPECIFICATIONS
WRIC ENVELOPE (Overlap 5' min
I.. . .I. '/ . . . ~ ;J (MIRAFI 160N OR APPROVED EOUIVALENT)
i 2' -
a oa d
.. ,.-- ---
0
314'-1112' CLEAN GRAYEL. (surrounds pipe) -- ' 4' (MIN.) DIAMETER PERFORATED PVC PIPE WALL FOOTING (SCHEDULE 40 OR EOUIVALENT) WITH PERFORATIONS I ORIENTED DOWN AS DIP1CTED~(dfl 3" from bottom:
MINIMUM 1 PERCENT GEXDIENT TO SUITABLE OUTLET \
MAX. 3" FROM BOTTOM
SPECIFIUT1OXS FQR ULTRAWS CUSS 2 PERMEABLE MATERIAL
U.S. Standard I sieve Slrr X Passing
1"
3/4"
316"
lo. 4
lo. 6 .. lo. 30
NO. SO
lo. ZOO
100 90-100
40- 100 25-40
18-33 5-11 0-7 0-3
MINIMUM 1 PERCENT GRADIENT FOR
TIGHT LINE TO SUITABLE OUTLET
4 IF CALTRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADIENT TO LEFT) IS USED IN PLACE OF
3/4'-11/2' GRAVEL 3/4'-11/2' GRAVEL. FILTER FABRIC MAY BE
DELETED.
SHOULD BE COMPACTED TO 90 PERCENT
RELATIVE COMPACTION.
CALTRANS CLASS 2 PERMEABLE MATERIAL
NOT TO SCALE
PLATE #5
7-91
APPENDIX "A"
SPECIFICATIONS FOR
CONSTRUCTION OF CONTROLLED FILLS
8\88
GENERAL DESCRIPTION
1. The following grading specifications have been prepared for the
subject site and are consistent with the Preliminary Investigation
Report performed by this firm.
2. The grading contractor shall be responsible to perform ground
preparation and compaction of fills in strict compliance with the
specifications outlined herein. All earthwork including ground
preparations, placing, watering, spreading, and compacting of fills
should be done under the supervision of a state registered
geotechnical engineer. The project geotechnical engineer should
be consulted if any deviations from the grading requirements
provided herein are desired by the owner/developer.
3. The construction of controlled fills shall consist of clearing
and removal of existing structures and foundations, preparation of
land to be filled, excavation of earth and rock from cut area,
compaction and control of the fill, and all other work necessary
to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans.
CLEARING AND PREPARATION OF AREAS TO BE FILLED
1. All fill control projects shall have a preliminary soil investigation or a visual examination (depending upon requirements
of the governing agency and the nature of the job) by a qualified
geotechnical engineer prior to grading.
2. All timber, trees, brush, vegetation, and other rubbish shall
be removed, piled, and burned, or otherwise disposed of to leave
the prepared areas with a finished appearance, free from unsightly
debris.
3. Any soft, swampy, or otherwise unsuitable areas shall be corrected by drainage or removal of compressible material, or both,
to the depths indicated on the plans and as directed by the
geotechnical engineer.
4. The natural ground which is determined to be satisfactory for
the support of the proposed fill shall then be plowed or scarified
to a depth of at least six inches (6") or deeper as specified by the geotechnical engineer. The surface should be free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used.
1
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, ti02 ESCONDIDO, CALIFORNIA 92029-1229 619n43-1214
sons Ilsllw PEncTEsT SOIL INVESTIQN"S 0EOTEC"ICU INV~llONS
5. No fill shall be placed until the prepared native ground has
been approved by the geotechnical engineer or his representative on site.
6. Where fills are made on hillsides with slopes greater than 5:l
(horizontal to vertical), horizontal benches shall be cut into firm, undisturbed, natural ground. A minimum two-foot deep keyway,
one blade width, should be cut. The geotechnical engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope.
7. After the natural ground has been prepared it shall be brought
to the proper moisture content and compacted to not less than 90%
of maximum density per ASTM D-1557-78.
8. Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the
geotechnical engineer.
9. In order to reduce the potential for differential settlement for
structures placed on a transition area of the lot, the cut portion
should be undercut a minimum depth of three feet below the proposed
pad grade or to a minimum depth of twelve inches below the bottom
of the footing, whichever is greater, and replaced as structural
fill. The undercut should extend a minimum horizontal distance of
ten feet outside the building perimeter.
10. Caution should be used during the grading and trench
excavations so that existing adjacent or underground
structures/improvements are not distressed by the removals.
Appropriate setbacks will be required and should be anticipated.
All existing utilities on or in the vicinity of the property should be located prior to any grading or trenching operations. These
precautions are the responsibility of the owner/contractor. MV
ENGINEERING, INC. will not be held responsible for any damage or
distress .
MATERIALS
The fill soils shall consist of select materials, graded so that
at least 40 percent of the material passes the #4 sieve. The
material may be obtained from the excavation, a borrow pit, or by
mixing soils from one or more sources. The materials used shall
be free from vegetable matter and other deleterious substances.
Oversized rocks greater than two feet in maximum diameter should
not be included in fills. Rocks greater than 12 inches (12") in
diameter should be properly buried ten feet or more below grade, measured vertically. Rocks should be placed per project
geotechnical engineer or his representative to assure filling of
all voids with compacted soils. Rocks greater than six inches (6")
2
MV ENGINEERING, INC. . 2450 VINEYARD AVENUE, t102 ESCONDIDO, CALIFORNIA 92029-1229 6191143-1214
solLsn3nma PaC TEST 9o(LI~noNs QEOl€CHl*CAL WMQIlWmS
in diameter should not be allowed within the upper three feet of all graded pads. Rock fills require a special inspection and testing program under direct supervision of the project geotechnical engineer or his representative.
If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered these materials shall be disposed of in waste areas designated on the plans or as directed by the geotechnical engineer. No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. If soils are
encountered during the grading operation which were not reported
in the preliminary soil investigation further testing will be
required to ascertain their engineering properties. Any special
treatment recommended in the preliminary or subsequent soil reports
not covered herein shall become an addendum to these
specifications.
Laboratory tests should be performed on representative soil samples to be used as compacted fills in accordance with appropriate testing procedures specified by ASTM in order to determine maximum dry density and optimum moisture content of the fill soils.
PLACING, SPREADING, AND COMPACTION OF FILL MATERIAL
1. The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each
layer.
2. When the moisture content of the fill material is below that
specified by the geotechnical engineer water shall be added until the moisture content is near optimum as determined by the geotechnical engineer to assure thorough bonding during the compaction process. This is to take place even if the proper
density has been achieved without proper moisture.
3. When the moisture content of the fill material is above that specified by the geotechnical engineer the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as determined by the
geotechnical engineer.
4. After each layer has been placed, mixed, and spread evenly it shall be thoroughly compacted to not less than the recommended minimum compaction requirements per specified maximum density in accordance with ASTM D-1557-78. Compaction shall be by means of
tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired
rollers, or other types of rollers. Rollers shall be of such
design that they will be able to compact the fill to the specified
density. Rolling each layer shall be continuous over its entire
3
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, It102 ESCONDIDO, CALIFORNIA 92029-1229 619ff43-1214
saasmm PEmm BoL*IvEIIKuTKww oEaTEcrmc*Iw~TKms
area and the rollers shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted
to the specified density.
5. Fill slopes shall be compacted by means of sheepsfoot rollers
or other suitable equipment. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of three to five feet (3'- 5') in elevation gain or by overfilling and cutting
back to the design configuration or other methods producing
satisfactory results.
If the method of achieving the required slope compaction selected
by the contractor fails to produce the necessary results, the
contractor shall rework or rebuild such slopes until the required
degree of compaction is obtained.
6. Field density tests shall be made in accordance with ASTM Method
D-1556-82 by the geotechnical engineer for approximately each foot
in elevation gain after compaction, but not to exceed two feet (2') in vertical height between tests.
The geotechnical engineer shall be notified to test the fill at
regular intervals. If the tests have not been made after three feet of compacted fill has been placed, the contractor shall stop work on the fill until tests are made.
The location of the tests shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet (2') in elevation gain. The geotechnical engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the test shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained.
7. The fill operation shall be continued in six-inch (6") compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans.
BUPERVIBION
Supervision by the geotechnical engineer or his representative
shall be made during the filling and compacting operation in order
to verify that the fill was constructed in accordance with the preliminary soil report or agency requirements.
The specifications and soil testing of subgrade and basegrade material for roads or other public property shall be done in accordance with specifications of the governing agency unless otherwise directed.
4
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 6191'143-1214
SOkS T€smm puK:W =KINvmnmllous QEOlzCHMCAL Iwv~llOMS
It should be understood that the contractor shall supervise and
direct the work and shall be responsible for all construction means, methods, techniques, sequences, and procedures. The contractor will be solely and completely responsible for conditions
at the job site, including safety of all persons and property
during the performance of the work. Intermittent or continuous inspection by the geotechnical engineer is not intended to include
review of the adequacy of the contractor's safety measures in, on,
or near the construction site.
SEASONAL LIMITS
No fill material shall be placed, spread, or rolled during
unfavorable weather conditions. When the work is interrupted by
heavy rain, grading shall not be resumed until field tests by the
geotechnical engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading; disposition will be made at the engineer's discretion.
5
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDQ CALIFORNIA 92029-1229 619/743-1214
SOILS mNQ PLRCTM Bo(LI~n0Ns QHITEC)(". WESllOAlWNS
UNIFIED SOIL CLASSIFICATION
Identifyinq Criteria Svmbol Soil DescriDtion
I. COARSE GRAINED (more than 50% larger than
#ZOO sieve).
Gravels (more than 50% GW Gravel, well-graded gravel-
larger than #4 sieve sand mixture, little or no
but smaller than 3"), non-plastic.
fines .
GP Gravel, poorly graded, gravel-sand mixture, little or no fines.
GM Gravel, silty, poorly graded, gravel-sand-sill idxtrti-ss .
GC Gravel, clayey, poorly graded, gravel-sand-clay mixtures.
Sands (more than 50% sw Sand, well-graded, gravelly smaller than #4 sieve), sands, little or no fines.
non-plastic. SP Sand, poorly graded gravelly
sand, little or no fines.
SM Sand, silty, poorly graded,
sand-silt mixtures.
sc Sand, clayey, poorly graded,
sand-clay mixtures.
11. FINE GRAINED (more than
50% smaller than #200 sieve).
Liquid Limit less than 50. ML Silt, inorganic silt and fine sand, sandy silt or clayey-silt-sand mixtures with slight plasticity.
CL Clay, inorganic clays of
low to medium plasticity,
gravelly clays, sandy clays, silty clays, lean clays.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 6191743-1214
Unified Soil Classification Page 2
11. FINE GRAINED - continued
Liquid Limit greater OL
than 50.
MH
CH
OH
111. HIGHLY ORGANIC SOILS PT
Silt, organic, silts and organic silts-clays of low plasticity.
Silt, inorganic silts,
micaceous or dictomaceous,
fine sand or silty soils, elastic silts.
Clay, inorganic, clays of
medium to high plasticity, fat clays,
Clay, organic clays of mcdiam to high plasticity.
Peat, other highly organic
swamp soils.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 6191743-1214
APPENDIX 8rB@r
General Bite DeveloDment Recommendations
1. Finalized development plans should incorporate these recommendations and be reviewed and approved by this office. If the finalized development plans significantly change or if they were not available at the time of this investigation, further
investigation and engineering by this firm will be required.
2. Design in accordance with the latest Uniform Building Code Seismic Zone IV Specifications. Earth shaking during a seismic
event should be expected to periodically affect the site and
structures.
3. In order to maintain future site performance it is recommended that all pad drainage be collected and directed away from proposed
structures; a minimum of two percent gradient should be maintained.
Roof gutters and downspouts should drain away from the foundations
and slabs. Installation of area drains in the yards should also
be considered. In no case should water be allows2 tc pond or flow
over slopes. The property owner(s) should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as excessive irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance.
4. All slopes within the development should be planted with
appropriate ground cover vegetation to protect the slopes from
erosion. Deep-rooted types of ground cover will assist in the
prevention of surficial slumping. Excessive watering of the
planted slopes should be avoided. An irrigation system should be
installed in accordance with the governing agency. Water should not be allowed to flow over the slopes. Until the landscaping is
fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall.
5. Any future structures placed on the subject property may affect the on-site drainage pattern or impact the structural integrity of
the existing fill or structures. Construction of any additional future improvements not included/indicated in the initial development or grading should be reviewed by this firm prior to construction.
6. The homeowner(s) should be made aware of the possibility of shrinkage cracks in concrete and stucco materials. The American Concrete Institute indicates that most concrete will shrink approximately 1/8 inch with a 20-foot section. Some separation between construction and cold joints may occur and should be
expected.
YV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ' ESCONDIDO, CALIFORNIA 92029-1 229 61 91743-1 214
SOILS nsnm WRCW SOK IMVESllQATKms OEOTIECHNICAL WVUllOA?WNS
APPENDIX 'W1
General Gradincr Recommendations
1. Grading operations on the project should be tested, inspected,
and approved by a qualified geotechnical engineer. Grading should conform to the codes established by the governing agency. Grading procedures should also be completed in accordance with the enclosed "Specifications for Construction of Controlled Fills", Appendix "D9', except where superseded below.
2. It is recommended that a pre-grading meeting be held between the owner, grading contractor, and a representative from this firm to discuss the operation and to arrange a testing schedule. This office should be notified a minimum of 24 hours prior to any grading or any fill placement.
3. Testing and inspections are required any time fill is placed
which exceeds 12 inches in depth under any conditions. In addition, testing and inspections are required but not limited to the following items: building pads, street improvements,
sidewalks, curbs and gutters, undercuts, trench and wall backfills, subgrade and basegrade, foundation trenches and reinforcement, and any other operations not included herein which require ourtesting, supervision, and inspection for certification to the appropriate agencies.
4. It is recommended that any septic tanks or large buried objects detected during the grading be removed. The voids should be filled with compacted soil and tested by the geotechnical engineer or his representative in charge. All existing structures which are planned to be removed should be done prior to grading operations.
5. Use cut and fill ratios of 2:l (horizontal to vertical) for
overall gross slope stability. It is recommended that the fill slopes be overbuilt and cut back to the design configuration.
6. In order to reduce the potential for differential settlement for structures placed on a transition area of the lot, the cut portion should be undercut a minimum depth of three feet or 12 inches below the bottom of the footing, whichever is greater, and replaced as structural fill. The undercut should extend a minimum horizontal distance of ten feet outside the building perimeter, or as directed in the field. The excavated area must be inspected by the geotechnical engineer or his representative on site to verify the actual subsurface conditions and exact depths.
7. All underground utility trenches should be compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified by the respective agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil. In areas of the property where loose soil conditions exist below the proposed subgrade of the utility, a minimum of three feet below the proposed subgrade should be excavated and properly recompacted.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 61W743-1214
General Grading Reoom1nendations/2
All utility trenches under slabs in expansive soils (2% or greater) should be backfilled with sand (S.E. 30 or greater) and properly
compacted to achieve at least the minimum compaction requirements.
8. If any import soil is used to complete the grading it should be granular and non-expansive. The import soil should be inspected and approved by a representative from this office prior to the
delivery of the soil to the site. Revised foundation recommendations may be required based upon the specific characteristics of the import soil.
MV ENGINEERING, INC. 2450 VINEYARD AVENUE, #lo2 ESCONDIDO, CALIFORNIA 92029-1229 6191743-1214
I
L.. -
COMPUTER METHOD SUMMARY Page 1 C-2R
Compliance Method...... MICROPAS4 by Enercomp, Inc.
Project Title.. ........ LAGUNA VILLAG PLAN 1
“Qject Address........ LAGUNA VILLAGE PLAN 1
Documentation Author... DAVID C. DRETZKA PE Company ................ DRETZKA & ASSOCIATES Telephone .............. (714) 786-9540
CARLSBAD, CA
Field Check/ Date
Date........ 04/07/93 ’
L
MICROPAS4 v4.01 File-LVPLAN1 Wth-CTZ07S92 Program-FORM C-2R User#-MP0577 User-DRETZKA & ASSOCIATES Run-COMPLIANCE RUN
Building Permit # I Plan Check / Date I
MICROPAS4 ENERGY USE SUMMARY
Energy Use
(kBtu/sf-yr)
Standard
Design
Proposed Design compliance Margin
Space Heating ..........
Space Cooling .......... Water Heating ..........
North Total
Space Heating .......... Space Cooling .......... Water Heating ..........
East Total
Space Heating .......... Space Cooling .......... Water Heating ..........
South Total
Space Heating .......... Space Cooling .......... Water Heating ..........
West Total
3.42
5.18 14.04
3.63 4.56 13.37
-0.21 0.62 0.67
*** Building complies with Computer Performance ***
22.64
3.42 5.18 14.04
21.56
3.56 4.30 13.37
1.08
-0.14 0.88 0.67
22.64
3.42 5.18 14.04
21.23
3.53 4.15 13.37
1.41
-0.11 1.03 0.67
22.64
3.42
5.18 14.04
21.05
3.42 5.61 13.37
1.59
0.00 -0.43 0.67
22.64 22.40 0.24
GENERAL INFORMATION
Conditioned Floor Area..... 1524 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units ... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear
Floor Construction Type .... Slab On Grade (Package D)
COMPUTER METHOD SUMMARY Page 1 C-2R
Compliance Method...... MICROPAS4 by Enercomp, Inc.
~
Project Title.... ...... LAGUNA VILLAG PLAN 2 -9ject Address........ LAGUNA VILLAGE PLAN 2
Documentation Author... DAVID C. DRETZKA PE Company.... ............ DRETZKA C ASSOCIATES Telephone .............. (714) 786-9540
CARLSBAD, CA
Field Ch eck/ Date
Date........ 04/07/93
7 1 Building Permit #
ate I I Plan Check / D
MICROPAS4 v4.01 File-LVPLAN2 Wth-CTZ07S92 Program-FORM C-2R
User#-MP0577 User-DRETZKA & ASSOCIATES Run-COMPLIANCE RUN
F
MICROPAS4 ENERGY USE SUMMARY
Energy Use (kBtu/sf-yr)
Space Heating .......... Space Cooling .......... Water Heating ..........
North Total
Space Heating .......... Space Cooling .......... Water Heating ..........
East Total
Space Heating .......... Space Cooling .......... Water Heating ..........
South Total
Space Heating .......... Space Cooling .......... Water Heating ..........
West Total
Standard Design
3.19
13.37 4.83
Proposed Design
3.45 4.86 12.74
Compliance Margin
-0.26 -0.03 0.63
21.39
3.19
13.37 4.83
21.05
3.42 5.10 12.74
0.34
-0.23 -0.27 0.63
21.39
3.19 4.83 13.37
21.26
3.41 3.96 12.74
0.13
-0.22 0.87 0.63
21.39
3.19 4.83 13.37
20.11
3.18 5.48 12.74
1.28
0.01 -0.65 0.63
21.39 21.40 -0.01
*** Building does not comply with Computer Performance ***
GENERAL INFORMATION
Conditioned Floor Area..... 1643 sf Building Type........... ... Construction Type ......... New Building Front Orientation. Cardinal - N,E,S,W Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type .......... ReducedYear
Floor Construction Type. ... Slab On Grade (Package D)
Single Family Detached
73- YW CERTIFICATION OF COMPLIANCE
CITY OF CARLSBAD
DEVELOPMENT PROCESSING SERVICES DIVISION
2075 LAS PALMAS DR., CARLSBAD, CA 92009
(619) 438-1161
Plan Check No.fS'se/z
This form shall be used to determine the amount of school fees for a project and to verify
that the project applicant has complied with the school fee requirements.
permits for the projects shall be issued until the certification is signed by the appropriate
school district and returned to the City of Carlsbad Building Department.
No building
SCHOOL DISTRICT:
Carlsbad Unified
801 Pine Avenue
Carlsbad, CA 92009 *(434-0610)
San Marcos Unified ,1290 West San Marcos Blud.
San Marcos, CA 92024 (744-4776)
Encinitas Union San Dieguito Union High School
101 South Rancho Santa Fe Rd. , 710 Encinitas Boulevard
Encinitds, CA- 92924 (6191 944-4300 Encinitas, CA 92024 (753-6491 1
RESIDENTIAL: SQ. FT. of living area 3;/Crl number of dwelling units L
SQ. FT. of covered area SQ. FT. of garage area (,OW-
COMMERCIAL/INDUSTRIAL
Prepared by Date S/tc/73
FEE CERTIFICATION
(To be completed by the School District)
/ Applicant has complied with fee requirement under Government Code 53080
Project is subject to an existing fee agreement
Project is exempt from Government Code 53080
Final Map ap roval an.d construction started before September 1, 1986. (other schoor fees paid)
Other
6s- Residential Fee Levied: $ 833?5J-based on 3/y7 sq. ft. @ 30
based on sq. ft. 8
Sch-I Dlstrict Official Tit# 68- ' Date
AB 2926 and SB 201 fees are capped at $ 2.65per square foot for residential.
AB 2926 is capped at .27 per square foot for commercial/industrial.
. ,/
** DEVELOPMENT/PROJECT/ACTIVITY FILE SEARCH ** 03/24/94 Select types: ALL Address Search 14:16
Searching by: CABRILLA PL Agency: - ID: - # Address/Name Number Type Status Date 1
2608 CABRILLO PL CB930006 CONDO FINAL 0 1/ 04/9 3
GALEY AND KEMMERLY HOMES 1643 SF + 520 SF GARAGE BLDG 2 ACT
2612 CABRILLO PL CB930886 SFD FINAL 08/26/93
MICHAEL GALEY 1524 SF 2s 515 SF GAR BLDG 3 ACT
2612 CABRILLO PL CB930888 ELEC FINAL 08/2 6/9 3 MICHAEL GALEY TEMPORARY POWER POLE ACT
2613 CABRILLO PL CB930887 SFD ISSUED 08/26/93
MICHAEL GALEY 1643 SF 2s 520 SF GARAGE BLD 7 ACT
2615 CABRILLO PL CB930542 SFD FINAL 06/03/93
GALEY AND KEMMERLY HOMES, INC. 1524 SF + 515 SF GARAGE BLDG 8 ACT
2615 CABRILLO PL SE930042 SWRSD ISSUED 06/10/93
Expired GALEY AND KEMMERLY HOMES, INC. 1643 SF + 520 SF GARAGE ACT
2616 CABRILLO PL CB930541 SFD FINAL 06/03/93
GALEY AND KEMMERLY HOMES, INC. 1643 SF + 520 SF GARAGE BLDG 4 ACT
2616 CABRILLO PL SE930041 SWRSD ISSUED 06/10/93
Expired GALEY AND KEMMERLY HOMES, INC. 1643 SF + 520 SF GARAGE ACT
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