HomeMy WebLinkAbout2607 PIRINGOUS | 2625 PIRINGOUS | 2639 PIRINGOUS; ; PC160067; Permit10/8/25, 11 : 17 AM PC160067 Permit Data
City of Carlsbad
Building Plan Check
Job Address: 2607, 2625, 2639
PIRINGOUS
Permit Type: PLANCK
Parcel No: 216-200-21 -00
Lot#: 0
Reference No.:
PC#:
Permit No: PC 160067
Status: CLOSED
Applied 10/19/2016
Approved:
Issued:
Inspector:
Project Title: SABRINAGREENS: REMOVE & REPLACE 14 COMMON AREA
GUARD RAILS, APPX 36" X 42"
Applicant:
RH CUSTOM BUILDERS INC
14796 CHOKE CHERRY DR
VICTORVILLE CA
760-559-9040
ROBERT HAWKINS
14796 CHOKE CHERRY DR
VICTORVILLE CA
760-559-9040
about:blank
Fees($)
0
Add'I Fees ($)
0
Owner:
Total($)
0
Balance ($)
0
_J
1 /1
l THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: □PLANNING □ENGINEERING □BUILDING □FIRE □HEALTH O HAZMAT/APCD
C_cityof
Carlsbad
Building Permit Application
1635 Faraday Ave., Carlsbad, CA 92008
Ph: 760-602-2719 Fax: 760-602-8558
email: building@carlsbadca.gov
www.carlsbadca.gov
Plan Check No. Pc( lpcx::)G::,-,
Est. Value I \ 00
Plan Ck. Deposit
-f b SWPPP
SUITEI /SPACEI/UNIU 2J Lo -2.f.X) -21
DESCRI
EXISTING USE
APPLICANT NAME
Primary Contact
CITY
EMAIL.y,
ft-. tf6u I l, Uit7 5
DESIGN PROFESSIONAL
ADDRESS
CITY
PHONE
EMAIL
STATE
FAX
# BEOR OMS
GARAGE (SF)
ZIP
# BATHROOMS TENANT BUSINESS NAME
~\ru. ~C~U)S
PATIOS (Sf) DECKS (SF) AIR CONDITIONING
YES 0 N00
PROPERTY OWNE
FIRE SPRINKLERS
YES0 N00
STATE UC.# CITY BUS. UC.#
IZL\ 2..4?; l
(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, commending 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 ($500)).
Workers' Compensation Declaration: I hereby affirm under penall'; of perjury one of the foll-Owing declarations:
BI have and will maintain a certificate of consent to self-insure for worl<ers' compensation as provided by Section 3700 of the Labor Code, for the performance of the worl< for which this permit is issued.
[:j I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance o~e worl< for which this pe it issu . My worl<ers' compensation inst'?~ and policy
number are: Insurance Co. / ~ J J '1 -4 )6Z-Policy No. IC\-\ WC. 0 Expiralion Date ~ L ~
J_tl!§,section need not be completed tt the permit is fo, one hundred dollars (S100) o, less.
LJ Certificate of Exemption: I certify that in the performance of the worl< for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Woricers' Compensation Laws of
California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In
addition to the cost of compensation, damages as ide for In Section 3706 of the Labor code, interest and attorney's fees.
_£S CONTRACTOR SIGNATURE __....,,,.." 0 AGENT
I hereby affirm that I am exempt from C-Ontractor'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 worl< and the strocture 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 o, improves thereon, and who does such WOO< himseH or through his own employees, provided that such improvements are not intended or offered fo,
sale. If, however, the building o, 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 contracto,s to construct the project (Sec. 7044, Business and Professions Code: The C-Ontractor'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 _____ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for constroction or the proposed property Improvement O Yes 0 No
2. I (have f have not) signed an application for a building permit for the proposed worl<.
3. I have contracted with the following person (firm) to provide the proposed construction ~ncfude name address f phone / contractors' license number):
4. I plan to provide portions of the worl<, but I have hired the following person to coordinate, supervise and provide the major worl< (include name/ address/ phone / contractors' license number):
5. I will provide some of the worl<, but I have contracted (hired) the following persons to provide the worl< indicated (include name/ address I phone I type of worl<):
_£S PROPERTY OWNER SIGNATURE □AGENT DATE
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and p<evention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act? D Yes D No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes D No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D Yes D No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
is issued {Sec. 3097 {i) Civil Code).
I certify that I have read the application and state that the above information iscorrectand that the information on the plans is accurate. I agree to comply with all City ordinances and State law.; relating to building construction.
I hereby authorize rep-esentative of the City of Carlsbad to enter upon the above mentioned p-operty for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN COOSEOUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA perm~ is required for excavations over 5'0' deep and demolition or <XlllStruction of structures over 3 stories n heght.
EXPIRATION: Every permit issued by the Building OffK:ial under the provisions of this Code shall expire by rmitation and become null and void ff the building or mn< authorized by sudl permit is net commenced 11,1thin
180 days from the date of sudl permit or if the buildng or s permit is suspended or abandoned at anytime after the v.oi1< is oommenced for a period of 180days {Section 106.4.4 Uniform Building Code}.
,/15 APPLICANT'S SIGNATURE DATE
ID STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
CERTIFICATE OF OCCUPANCY /Commcrc1ill Pr0JCCtS on I y I
Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
eft£/L1 ~,l,,r,. ~ I CO#: (Office Use Only)
CONTACT NAME C l.l,> \l(.; {A, OCCUPANT NAME
I '-l, <;£.? Cl~.,
AD\]S r: C/}--3~~
BUILDING ADDRESS
L vf<J~\J I \l t
CITY
.:;5q _ q61/6ATE
ZIP CITY STATE ZIP
J U,(> Carlsbad CA
PHONE I FAX
EMAIL (2, A-6 vi L'M1 5 P Lt I'\ t-\a" ... cc.1M
OCCUPANT'S BUS. UC. No.
DELIVERY OPTIONS '
PICK UP: o CONTACT (Listed above) o OCCUPANT (Listed above)
o CONTRACTOR (On Pg. 1)
o ASSOCIATED CB#
MAIL TO: o CONTACT (Listed above) o OCCUPANT (Listed above)
o CONTRACTOR (On Pg. 1) o NO CHANGE IN USE / NO CONSTRUCTION
MAIL/ FAX TO OTHER: o CHANGE OF USE / NO CONSTRUCTION
,IS APPLICANT'S SIGNATURE DATE
. '
EsGil Corporation
In <Partnersfiip witfi <]overnment for (}Jui{ain9 Safety
DATE: November 23, 2016
JURISDICTION: Carlsbad
PLAN CHECK NO.: PC16-0067 SET: II
D APPLICANT
cv:r(JRIS.
D PLAN REVIEWER
D FILE
PROJECT ADDRESS: 2607, 2625, 2639 Pirineous
PROJECT NAME: Guardrail Replacement Sabrina Greens
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for-your information. The plans are being held at EsGil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
~ EsGil Corporation staff did not advise the applicant that the plan check has been completed.
D EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:-...::::---/] Telephone#:
Date contacted: --(o,v'l f) Email:
Mail Telephone Fax 'In Person
~ REMARKS: The loose 11" x 17" sheets (site plan and guardrail detailing) must be included with
all permitted sets.
By: Kurt Culver
EsGil Corporation
0 GA O EJ O MB O PC
Enclosures:
log
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576
..
EsGil Corporation
In IPartnersli.ip witli. qovemment for <Bui{aing Safety
DATE: October 27, 2016
JURISDICTION: Carlsbad
PLAN CHECK NO.: PC16-0067 SET: I
□ APPLICANT
JURIS.
□ PLAN REVIEWER
□ FILE
PROJECT ADDRESS: 2607, 2625, 2639 Pirineous
PROJECT NAME: Guardrail Replacement Sabrina Greens
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
~ The check list transmitted herewith is for your information . The plans are being held at EsGil
Corporation until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
~ The applicant's copy of the check list has been sent to:
Robert Hawkins
D EsGil Corporation staff did not advise the applicant that the plan check has been completed.
~ EsGil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Robert Hawkins Telephone#: 760-559-9040
_L()ate contacted: I CJ11.;t-{by: f'c_y Email: R.HBuilders@yahoo.com
/{/Mail ~Jzrrepho~ Fax In Person
0 REMA~~/
By: Kurt Culver
EsGil Corporation
0 GA O EJ O MB O PC
Enclosures:
10/24/16
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad PC16-0067
October 27, 2016
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad PLAN CHECK NO.: PC16-0067
PROJECT ADDRESS: 2607, 2625, 2639 Pirineous
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL CORPORATION: 10/24/16 October 27, 2016
REVIEWED BY: Kurt Culver
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
• Please make all corrections, as requested in the correction list. Submit FOUR new complete
sets of plans for commercial/industrial projects (THREE sets of plans for residential projects).
For expeditious processing , corrected sets can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad
Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will
route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire
Departments.
2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining
sets of plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and l="ire Departments.
• To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
• 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 th em and where
they are located on the plans. Have changes been made not resulting from this list?
□ Yes □ No
Garlsbad PC16-0067
October 27, 2016
1. This submittal consisted of only a photograph of the building exterior, along with a letter
from Pierson Structural Engineers. Please also provide the following:
a) A site plan , showing the locations where the guards will be replaced.
b) Actual construction drawings, 3howing material call outs and connections unique
for this address (the Pierson letter won't suffice).
2. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform
the plan review for your project. If you have any questions regarding these plan review
items, please contact Kurt Culver at Esgil Corporation. Thank you.
earlsbad PC16-0067
October 27, 2016
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Kurt Culver
PLAN CHECK NO.: PC16-0067
DATE: October 27, 2016
BUILDING ADDRESS: 2607, 2625, 2639 Pirineous
BUILDING OCCUPANCY:
BUILDING AREA
PORTION ( Sq. Ft.)
Guard Replace.
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb
Bldg. Permit Fee by Ordinance "3
Plan Check Fee by Ordinance I • I
Valuation
Multiplier
By Ordinance
Type of Review: Complete Review
0 Repetitive Fee 3 Repeats
Comments:
D Other
D Hourly
EsGil Fee
Reg .
Mod .
VALUE ($)
11 ,000
11 ,000
$123.461
$80.251
D Structural Only
$69.141
Sheet 1 of 1
macvalue.doc +
' \
September 22, 2016
Fred Hobeyn
James G. Pierson Inc.
Innovative Aluminum Systems Inc.
306 -26730 56 Ave.
Aldergrove, B.C.
Canada V4W 3X5
Dear Mr. Hobeyn:
Review and Analysis of the Testing of
Innovative Guardrail Systems
Intertek Report 31 47626COQ-003 -Glass Panels and
Intertek Report 3099244COQ-005A -Picket Railing
James G. Pierson, Inc. has reviewed the Intertek report number 3099244COQ-005A
dated December 11, 2006 for the picket railing system and Intertek report number
3 147626COQ-003 dated October 201'\ 2008 covering the Glass Panel Railing System.
These reports covered the testing of the Aluminum Welded Picket and Glass Railing
guardrail systems that are constructed by Innovative Aluminum Systems, Inc. to the
loading requirements of the 2006 and 2009 International Building Codes. This review
was completed to see if these reports also apply to the 2012 International Building Code.
TEST SUMMARY
Two configurations of the railing systems were tested in 2006 and 2008. One system was
the fascia mounted system with 1. 72" x I. 72" 606 l-T6 Aluminum post extrusions with
the posts spaced at 6 ft apart. Mounting plate was ¼" thick, r x 1 ½" x 5" tall 6061-T6
aluminum with ¾" offset and 4 screw holes. Rails were 42" high and 6063-T6
aluminum. The 2006 report covers the picket railing and the 2008 report covers glass
panels with 6 mm tempered glass. Surface mounted systems were also tested with a 3/8"
x 4" x 4" 6061-T6 base plates. The rest of the surface mounted railing systems were
similar to the fascia systems.
CONCLUSIONS
1. The guardrail railing design requirements contained in the 2006 and 2009 IBC are
the same as contained in the 2012 IBC and also as specified in the 2010 ASCE 7
document. The testing was completed per earlier editions of the ICC-ES AC273
document which is the Acceptance Criteria fo r Handrails and Guards. It is noted
that AC 273 was revised in February 2014 administratively to update references
to the 2012 IBC and also to include a section for additional testing requirements
for glass panels to show that the glass conforms to Chapter 2407.1.1 of the 2012
Consulting Structural Engineers
61 OS. W. Alder Street. Suite 918. Portland. Oregon 97205 Tel: (503) 226-1286 Fax: (503) 226-3 130
2 4
IBC. Tested panels per the AC273 acceptance criteria are deemed to comply
with the IBC load requirements.
2. There were no changes to the load testing requirements of picket style guardrail
systems between the 2014 version of AC273 compared to the 2006 and 2009
versions. As such. the testing completed in 2006 is still valid and can be used to
meet the 20 12 requirements (lntertek report #3099244COQ-005A dated
December 11, 2006).
3. The 2014 version of AC273 added test requirements for glass panels to meet the
factor of safety of 4 required per Chapter 2407.1.1 of the 20 12 IBC. It was noted
that the load testing completed in 2008 on the glass panel system did perform this
test. As such, th is report is also still valid and can be used to meet the 2012
requirements -up to the limits of the tested panels. (lntertek report
#3 147626COQ-003 dated October 20th, 2008
Glass panel style guardrails, when installed outdoors, also are subject to wind
loading. As such, they also need to be designed to resist the load cases containing
wind. The 6 mm tempered glass panels with a panel size of 66.375" x 37.75"
were tested to AC273 with a 200 pound force over 1 sq. ft centered in the glass.
This factored force is equivalent to a uniform nominal wind force of 25 psf over
the area of the glass and therefore should be the upper limit for wind loading on
the guardrail system based on the previous testing. 6 mm tempered glass panels
supported on two sides with the free unsupported length of 37.75" has a capacity
greater than the 25 psf allowable load per ASTM E 1300 -09a. As such, the glass
panel guardrail assembly is recommended to onl y be used only in areas that have
a nominal wind force of 25 psf or less without further review.
There are many design factors used in determining nominal wind pressures on the
balcony railing. Wind Speed, Exposure Category, and elevation above grade are
three key items. A chart has been created for the common wind speeds,
exposure categories. and various elevations off of grade found in Oregon and
Washington to show the limitations of the 6 mm glass panel guardrail system as
previously tested.
Consulting Structural Engineers
61 0 S. W. Alder Street. Suite 918. Ponland. Oregon 97205 Tel: i 503 l ::?::?6-1286 Fax: (503 l 2::?6-3130
ANALYSIS RESULTS
The analysis is elaborated as fo llows:
• Calculations Pages 1 -9
We are pleased to submit this report. Please call us if questions arise.
Sincerely yours,
EXPIR E5: 6 -30-17
Peder Golberg, P.E., S.E.
Principal
Consulting Structural Engineers
610 S.W. Alder Street. Suite 9 18. Portland. Oregon 97205 Tel: (503) 226-1286 Fa ... : (503) 226-3130
. S"891 JA
_"llrlt& ~
~ *
~ z.z,/1~
Tonya Halog, P.E., S.E.
Principal
E s
(J)
(I)
Cl -0 w
C. :::,
(J)
C ::> -0
.c oi C (I) ...I
s
C 0 ·u
(I) <;:
(I)
0
5
3500
3000
2500
2000 1800
1500
1200
500
400
300
260
0.25
0.2 60
30
20
10
7
5
3
~ E 1300-09a
6 7 8 9 10 12 5 20
Nonfactored Load
Glass Simply Supported
Along Two Parallel Edges
Pb = 0.008
1 kPa = 20.9 psf
3-Second Duration
0.5 0.75 1
Load (psf)
1.5 2
Load (kPa)
50 70 100 125150
3 4 5 7
Load x L 4 (kip• ft2) (L Denotes Length of Unsupported Edges)
0.5 2 5 10 20 50 100 200
200 144
120
100 90
80
70
500 2
1.5
0.7
0.3
0.2
0.1
2 Deflection versus (Load x L •)
Glass Simply Supported
Along Two Parallel Edges
0.04
0.1 0.2 0.5 2 5 10 20 50 100 250
Load x L 4 (kN • m2) [L Denotes Length of Unsupported Edges]
--§.
(J) (I)
Cl -0 w
-0 (I) t
0 C. C. :::,
(J)
C ::> -0
.c oi C
(I) ...I
C '-=-
C 0 n (I) <;:
(I)
0
FIG. A 1.25 (upper chart) Non-Factored Load Chart for Glass Simply Supported Along Two Parallel Edges
(lower chart) Deflection Chart for Glass Simply Supported Along Two Parallel Edges
James G. Pierson, Inc. Project Job no.
Innovative Glass Railing system
Consulting Structural Engineers loCltiou West Coast States Date 1/1/16
610 S.W. Alder, Suite 918 Po1tland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 Cllem Pc giset rof 9
Innovative Aluminum Systems, Inc.
I
I
_.:__Task:. W:ind 'Loading on B_alcony Rails (Glass lnfi!I)
.. . .
ASC~ 7-1 _q, <;;h~pter 2~: Win~ L~ads __ on 9~her Struc!ures and ~uilding Appu~enances .-MW_FRS
ASCE.7-10, Section· 29.4 applies to balcony railing as they are open on· all sides and most similar to
solid freeslanding walls or signs. • •
(29.4-1)
where
q11 = the velocity pressure evaluated at height h (defined in Fig.
• • 29-.4-1) as determined in. accordance with Section 29.3.2
• G = gusFeffect factor from Section 26.9
---Ci = net force coefficient from Fig. 29.4-1 .
As = the gross area of the solid freestanding wall or freestanding
• solid sign, in ft2 (m2) •
G = 0.85 (S~ction 2?.9) Rigid _building or Other structure
C, = 1.41 from .Figure -29.4-1 (B = 66.375", s = 37.75", h=s Aspect ratio 8/s = 1.75)
29.3 •. 2 Velocity l>-ressure: Velocity pressure, CJ:, evaluated at
height z shall be calculated by the foJJowing equation: ·
qz = 0.00256 K:K:,KtY2 (lb/ft2) (29.3-1)
[In SI:· q: = 0.61J K:K:,K<IV2 ( /m2); Vin mis]
K.<1 = wm<l c11rect10na11ty tactor denned m :secuon 26.6
K: = velodty pressure ·exposure coefficient defined in Section
29.3.1
K, = topographic factor defin~d in Section 2.6.8.2 .
V = basic wind speed from Section 26.5 •
·q11 == velocity pressure calculated using Eq. 29.3-rat height Ii •
The numerical coefficient 0.00256 (0.613 in SI) shall be used
except where sufficient climatic data are available to justify the
selection of a different value of this factor for a design
application.
. .
qh = 21.2 psf (Section 29.3.2) Kzi = 1, K, = .85, K, = 0.625 (20 ft), V = 1
Example Cales for 125
mph wind, Exp. B, 20 f
. above ground.
F = 21.2 psf * .85 * 1.41 = 25.4 psf (LRFD) or 25.4 * 0.6 = 15.2 psf (ASD) * area
James ·G. Pierson, Inc. Project Job no.
Innovative Glass Railing system
Consulting Structural Engineers Location West Coast States Date
1/1/2016 6.lO S.W. Alder, Suite 9.18 PoJtland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 CIJcm Sheet no.
Innovative Aluminum Systems, Inc. Page 2 of 9
Wind Pressures for Balcon er ASCE 7-10 Cha ter 29
Wind Load Determination • Section 29.4
Input
125
B
Enter Hei ht Above Ground, feet 20.00
Enter Importance Factor, lw 1.00
Enter Kzt per ASCE Fig. 6-4 1
2 10.00
Output
Pressure, qz = 0.00256V', psf 40.0 Table 1609.6.2(1)
Kz 0.624 (ASCE 7-10 Table 29.3-1
Kd 0.850 Section 26.6
Pressure Coefficients, qh
velocity pressure 21 .21 psf
Net Pressures, F = ahG Cf As. lbs/ft2
F ( '21 . 4---\) 25.4 psf - LRFD
15.3 psf -i'Nominal
James G. Pierson, Inc. Project Job no.
Innovative Glass Railing system
Consulting Structural Engineers Location West Coast States Date 1/1/16
610 S.W. Alder, Suite 918 Portland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 CIJem Sh$i'ge 3 of 9 Innovative Aluminum Systems, Inc.
-
Task:· Wind Design of Balcony Glass Infill -·--··· . . .
Glass panels to be fully tempered glass per Innovative drawings. Glass desiQn per AS~~-~-~J00~09a
and IBC Chapter-24-w ft~-·safefy factor of 4-fOrbalustrade panels.·
. . .
Wind Load on Glass Infill panels are 15.2 psf ASD (see previous page).
-From ASTM E 1300 -O~a, Figured A 1.25 for 6 mm gtass and unsupported length = 38"
Nonfa9tored Load Capacity = 15 psf, GTF = 4.0 for tempered glass (Table 1)
so LR or Factored Load Capacity = 15 * 4 = 60 psf. > 15.2 psf OKAY . ' . •· . . . . -. ---. . . . . -
~~-attached:Ta_bles for use in determining ~he wind lo.ad on the glass infill panels for the various w_ind
-speeds, exposure categories around the state based on various elevations of the guardrail system above
--·grade.· ff mm glass panel ·system typically would not work in exposure D areas (i.e., at the beach) and
-need-to be--et-i:eck-ed on a case by case basis
James G. Pierson, Inc. Pro}CCI Job no.
Innovative Glass Railing system
Consulting Structural Engineers Locatlon West Coast States Date 1/1/16
610 S.W. Alder, Suite 918 Portland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 cJJem Sheet no.
Innovative Aluminum Systems, Inc. Page 4 of 9
"ti Ill IC (D
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6 ft Innovative Glass Railing System
20 ft max. above ground 30 ft max. above Qround
Wind Wind Design Speed Nominal Wind
ASCE Speed Wind Load Load (psf)
2012 (Nominal) (psf)
Wind Wind Design Nominal Speed
ASCE Speed Wind Wind
2012 (Nominal) Load (psf) Load (psf)
110 85 19.7 11 .82 00 110 85 22.1 13.26
115 90 21.5 12.9 Q) .... 115 90 24.2 14.52
125 95 25.4 15.24
130 100 27.5 16.5
:, 125 95 28.5 17.1 (f)
0 a. 130 100 30.9 18.54 X
135 105 29.7 17.82 w 135 105 33.3 19.98
110 85 28.5 17.1 0 110 85 31 .0 18.6
115 90 31 .1 18.66 ID ,.__ 115 90 33.9 20.34
125 95 36.8 22.08
130 100 39.7 23.82
::, 125 95 40.0 24 (f)
0 a. 130 100 43.4 NO GOOD X
135 105 42.9 NO GOOD w 135 105 46.7 NO GOOD
110 85 34.2 20.52 110 85 36.7 22.02
115 90 37.4 22.44 115 90 40.1 24.06
125 95 44.1 NO GOOD
130 100 #VALUE!
0 125 95 47.4 NO GOOD ID .... 130 100 0 :,
135 105 #VALUE! (/) 135 105 0 0 a. 140 110 #VALUE! X 140 110 0 w
150 115 #VALUE! 150 115 0
155 120 #VALUE! 155 120 0
James G. Pierson, Inc. Project Job no.
Innovative Glass Railing system
Consulting Structural Engineers l.oalioo West Coast States 0are 1/1/16
610 S.W. Alder, Suite 918 Portland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 Client Sheet no. Innovative Aluminum Systems, Inc.
.,,
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6 ft Innovative Glass Railing System
40 ft max. above ground 50 ft max. above ground
Wind Wind Design Nominal Speed Speed Wind Wind ASCE
2012 (Nominal) Load (psf) Load (psf)
Wind Wind Design Speed
ASCE Speed Wind
2012 (Nominal) Load (psf)
110 85 24 14.4 CI) 110 85 25.6
115 90 26.2 15.72 Cl) .... 115 90 28
125 95 31 18.6
100 33.5 20.1 130
::, 125 95 33 (/)
0 a. 130 100 35.7 X
135 105 36.2 21 .72 w 135 105 38.5
V
110 85 32.9 19.74 0 110 85 34.5
115 90 36 21.6 Cl) .... 115 90 37.7
125 95 42.5 NO GOOD
130 100 46 NO GOOD
::, 125 95 42.5 ff)
0 0. 130 100 46 X
135 105 49.6 NO GOOD w 135 105 49.6
110 85 38.6 23.16
115 90 42.1 NO GOOD
125 95 49.8 NO GOOD
130 100 0
135 105 0
140 110 0
150 115 0
155 120 0
James G. Pierson, Inc. Project
Innovative Glass Railing system
Consulting Structural Engineers Locatioo West Coast States
610 S.W. Alder, Suite 918 Portland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 Client
Innovative Aluminum Systems, Inc.
Nominal
Wind
Load (psf)
15.36
16.8
19.8
21.42
23.1
20.7
22.62
NO GOOD
NO GOOD
NO GOOD
Job no.
Date 1/1/16
Sheet no.
, Velocity Pressure Exposure Coefficients, Kh and Kz I
Table 29.3-1 I
Height above Exposure
ground level, z
B C D
ft (m)
0-15 (0-4.6) 0.57 0.85 1.03
20 (6.1) 0.62 0.90 1.08
25 (7.6) 0.66 0.94 1.12
30 (9.1) 0.70 0.98 1.16
40 (12.2) 0.76 1.04 1.22
50 (15.2) 0.81 1.09 1.27
60 (18) 0.85 1.1 3 1.31
70 (21.3) 0.89 1.17 1.34
80 (24.4) 0.93 1.21 1.38
90 (27.4) 0.96 1.24 1.40
100 (30.5) 0.99 1.26 1.43
120 (36.6) 1.04 1.31 1.48
140 (42.7) 1.09 1.36 1.52
160 (48.8) 1.13 1.39 1.55
(54.9) ·----· 180 1.17 1.43 1.58
200 (61.0) 1.20 1.46 1.61
250 (76.2) 1.28 1.53 1.68
300 (91.4) 1.35 1.59 1.73
350 (106.7) 1.41 1.64 1.78
400 (121.9) 1.47 1.69 1.82
450 (137.2) 1.52 1.73 1.86
500 (152.4) 1.56 1.77 1.89
Notes:
1. The velocity pressure exposure coefficient K2 may be determined from the following
formula:
For 15 ft. ::; z $ z8 For z < 15 ft.
K2 = 2.01 (zJzg)21a. K2 = 2.01 (15/zgfa
2. a and Zg are tabulated in Table 26.9.1 .
3. Linear interpolation for intermediate values of height z is acceptable.
4. Exposure categories are defined in Section 26.7.
Page7 of 9 (;,
Design Wind Loads All Heights
Figure 29.4-1 Force Coefficients, Cr Solid Freestanding Walls
Other Structures & Solid Freestanding Signs
B ' I I ' l~l~l~l~I t I I~ F
L~
..,_,,..,..,.
'R£ESTAAONCIWAU.
CASE A t h
I WNO I
~:t CASE C QMU,10 5U1W.cl! I
ELEVATION VIEW I l(..,_l 1~~1.......:.....1 l~(l.28 ....... ~~ -ti~ CASE B
F .J, ._ I
•-hi :-' -t -' f~~ I WNO
GMQ.M)fUIUIACli 020➔, ..... lll!..s.l ~
CROSS-SECTION VIEW PLAN VIEWS
C1, CA:>~ A & CASE B
Clearance Aspect Ra1io, Bis
Ratio, slh SO.OS 0.1 0.2 0.5 1 2 4 5 10 20 30 2 45
1 1.80 1,70 1.155 1.55 1.◄5 1.◄0 1.35 1.35 1.30 1.30 1.30 1.30
0.9 1.85 1.75 1.70 1.60 1.55 1.50 1.45 1.45 1.40 1.40 1.40 1.40
0.7 1.90 1.85 1.75 1.70 1.65 1.60 1.60 1.55 1.55 1.55 1.55 1.55
0.5 1.95 1.85 1.80 1.75 1.75 1.70 1.70 1.70 1.70 1.70 1.70 1.75
0.3 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.80 1.85 1.85 1.85
0.2 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.85 1.90 1.90 1.95
s0.16 1.95 1.90 1.85 1.85 1.80 1.80 1.85 1.85 1.85 1.90 1.90 1.95
c,.CASE C
Region Aspect Ra110, Bis Region Aspect Ratio, Bis
_ ...
r-dll'-'frtn '""""'"'"' ww1-11•d tdG•l 2 3 4 5 6 7 8 9 10 11,-fNt.r;atdtdoa) 13 ~ 45
0 to s 2.25 2.60 2.90 3.10· 3.30" 3.40" J.ss· 3.65" 3.75" a tos 4.00" 4.30"
s 10 2s 1.50 1.70 1.90 2.00 2.15 2.25 2.30 2.35 2.45 s lo 2s 2.60 2.55
2s 10 3s . 1.15 1.30 1.45 1.55 1.65 1.70 1.75 1.85 2s lo 3s 2.00 1.95
3sto tOs 1.10 1.05 1.05 1.05 1.05 1.00 0.95 3s to 4s 1.50 1.85
·v.,. """bo mua:P'ad ~ I Pl.AH VIEW Of WALL OFI SION WITH 4s to 5s 1.35 1.85 I.ls Aaduclion Factor by lhe toio¥.4ng reduclk>n 0,3 0.90 A RETURU COAHER 5sto 10s 0.90 1.10 factor whtn a return /I I >10s 0.55 0.55 corner ic p,tunt: 1 0 0.75
>2 o.,o WNO B
Notes:
1. The term "signs" in notes below also applies lo "freestanding walls".
2. Signs with openings comp,ising less than 30¾ of lhe gross area are dassified as solid signs. Force coetficienls for solid signs wilh openings
shall be permitted to be multiplied by the reducllcn I actor (1 -(1 • <)' ').
3. To allow lo, bolh normal and obliQue wind directions, the following cases shall be considered:
Fors/h < 1:
CASE A: resultant force acts normal to the race 01 the sign through the geometric center.
CASE 8: reS1Jltant force acts no,maJ lo the face of the s.ign at a distance from the geometrk center
toward the windward edge eQual lo 0.2 times lhe average wid1h ol lhe sign.
For Bis~ 2, CASE C mu.i alco be considered:
CASE C: resultant forces act normal to the lace ol the sign through the geometric centers ol each ,egion.
Fors/h-1:
The same cases as above excep1 that the ver11caJ locations ol lhe rBStJllant forces occur at a distance above
the geometric center equal to 0.05 times the average height ol the sign.
4. Fo, CASE c Where s/h > 0.6, l0rce coelllcients shall be multiplied by the reduction I actor (1.8 • s/h).
5. Linear intCfl)Olation is permitted for values of s/11, Bis and L,is other than shown.
6. Notation:
B: horizontal dimension of sign, in feet (motors);
h: height ol the sign, In feet (meters);
s: vertical dimension of the sign, in feet (motors);
t: ratio of solid area to gross area:
L,: horizontal dimension of relurn comer, in feet (meters)
252
Introduction:
Definitions of Exposure per IRC 2009 R301.2. l. I
Exposure Category: For each wind direction considered, an exposure category that adequately
reflects the characteristics of ground surface irregularities shall be determined for the site at which the
building or structure is to be constructed. For a site located in the transition zone between categories,
the category resulting in the largest wind forces shall apply. Account shall be taken of variations in
ground surface roughness that arises from natural topography and vegetation as well as from
constructed features. For a site where multiple detached one-and two-family dwellings, townhouses
or other structures are to be constructed as part of a subdivision' master-planned community, or
otherwise designated as a developed area by the authority having jurisdiction, the exposure category
for an individual structure shall be based upon the site conditions that will exist at the time when all
adjacent structures on the site have been constructed, provided their construction is expected to begin
within one year of the start of construction for the structure for which the exposure category is
determined. For any given wind direction, the exposure in which a specific building or other structure
is sited shall be assessed as being one of the following categories:
Exposure B: Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced
obstructions having the size of single-family dwellings or larger. Exposure B shall be assumed unless
the site meets the definition of another type exposure.
Exposure C: Open terrain with scattered obstructions, including surface undulations or other
irregularities, having heights generally less than 30 feet (9144 mm) extending more than 1,500 feet
(457m) from.the building site in any quadrant. This exposure shall also apply to any building located
within Exposure B type terrain where the building is directly adjacent to open areas of Exposure C
type terrain in any quadrant for a distance of more than 600 feet (183 m). This category includes flat
open country, grasslands and shorelines in hurricane prone regions.
Exposure D: Flat, unobstructed areas exposed to wind flowing over open water (excluding shorelines in
hurricane prone regions) for a distance of at least 1 mile (1.61 km). Shorelines in Exposure D include
inland waterways, the Great Lakes, and coastal areas of California, Oregon, Washington and Alaska.
This exposure shall apply only to those buildings and other structures exposed to the wind coming
from over the water. Exposure D extends inland from the shoreline a distance of 1500 feet (457 m) or
10 times the height of the building or structure, whichever is greater
James G. Pierson, Inc. Projt'CI
Innovative Glass Railing system
Consulting Structural Engineers Location West Coast States
610 S.W. Alder, Suite 918 Portland, Oregon 97205
Tel: (503) 226-1286 Fax: (503) 226-3130 Cliem
Innovative Aluminum Systems, Inc.
Job no.
Date 1/1/16
Sheet no.
Page 9 of 9
8 7 6
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"'Q<T -SHC£T 1 of 2
D
C
B
D
C
B
A
8
8
Breakmetal
Drip Edge
7
7
6
Top & Bottom Ralls
606, Aluminum, Powder coated
/
½ /
A
2 Typ
!-------------(48)--------------,
6
5
42
SECTION A-A -,
A
2
Notes:
1)
2)
3)
4 3
Top/Bottom
Ral Sleeve Bracket
Fasten w/ 1/4x3~ Wood Saew
Per ESR-3046
1 1/2
Verify Balcony Dimensions prior to installation
Standard Powder Coat Finish on all Railing Components
1/4" Tempered Glazing
4) Stainless Steel Anchoring Hardware
5 4 3
2
L ______________________________ _
SECTION A-A
Anchoring Details (typ)
Scale 4x
t-----4----j
Wood over Stucco
Cut Flush w/Oecit
in bed of sealant
Deck Breakmetal Drip Edge
Scale 4x
1 Sheeting
Stucco I
Fll..E NAM[ 1 11 .1A
CONTRACT NO -
Blacklion Enterprises, Inc
""'""' 11/lJ/1015 Adom lorot,
,xc,
2
Balcony Railing
Sabrina Greens
s,zc rscw NO
D -
~[ 16
""' 8
D
C
B