HomeMy WebLinkAboutREDLINED PLANS - 22-00499 - 331 Cul De Sac Dr - Patio CoverAuthor Name Author Email Author Phone No.:
Larry Beesley Larry.Beesley@rexburg.org 208-372-2176
Description : 331 Cul De Sac Dr - Patio Cover
Address : 331 Cul De Sac Dr
Application Type :
Document Filename : WOODY ENGINEERING.pdf Array
Comment Author Contact Information:
Corrections in the following table need to be applied before a permit can be issued
Review Report
Revisions Required
Page Reference Annotation
Type
Author : Department Status Page Review Comments Applicant Response Comments
G0.1 Free text Larry Beesley : Building Open 1 This set of plans must be approved and stamped by an Idaho
engineer.
# 22-00499
Residential Accessory Structure
Please digitally re-submit all pages of the plan set in response to requested revisions
for our next review cycle, with noted items resolved.
Report Date: 07.18.2022
Approval of plans does not constitute approval of variance from code
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DESIGN PARAMETERSSEE SHEET S1.x OR L1.x FOR SHEET INDEX.ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
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GOVERNING CODES :THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CODES:- 2015 / 2018 / 2021 INTERNATIONAL BUILDING AND RESIDENTIAL CODES,- 2016 / 2019 CALIFORNIA BUILDING AND RESIDENTIAL CODES,- ASCE/SEI 7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES,- 2015 / 2020 ALUMINUM DESIGN MANUAL,- ACI 318-14 / 19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.LIVE LOADS DESIGN PARAMETERS:IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION1.IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 10 PSF PER IRC / CRC APPENDIX H, SECTION AH105.1 OR IBC / CBC APPENDIX I, SECTIO
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2.IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC / CBC CHAPTER 16.WIND SPEED DESIGN PARAMETERS:1.THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7.2.FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL E
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3.COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING IS
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4.THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 100, 105, 110, 120, 130 MPH, EXPOSURES B AND C (BASED ON THE CBC/IBC). SITE SPECIFIC SELECTIONS M
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FOR A DESIGN WIND LOAD EQUAL OR SUPERIOR TO THE SITE SPECIFIC WIND LOAD.SNOW LOADS DESIGN PARAMETERS:IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION.SEE SHEETS S2.1 AND S2.2 OR L2.1 AND L2.2 FOR SNOW LOADS DESIGN PARAMETERS.SEISMIC LOAD DESIGN PARAMETERS:SEISMIC DESIGN BASE SHEAR: 17 POUNDS PER LINEAR FOOT ALONG THE SUPPORTING BEAMS, CONSIDERING A 24'-0" MAX SPAN BETWEEN BEAMS AND THE FOLLOWIN
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1.SITE CLASS: D2.SEISMIC DESIGN CATEGORY: E (THIS SET OF DRAWINGS CAN BE USED IN SDC A, B, C, D OR E)3.MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss = 1.50, S1 = 0.6, Sds = 1.0, Sd1 = 0.504.RESPONSE MODIFICATION FACTOR, R=1.255.RISK CATEGORY II. THIS REPORT CAN ALSO BE USED IN RISK CATEGORY III STRUCTURES WHEN Sds <0.8.6.WHEN THE BUILDING CODE USED FOR THE SITE SPECIFIC DESIGN IS ASCE 7-10 (2015 IBC/IRC OR 2016 CBC/CRC), PATIO COVER STRUCTURES DETAILED IN THIS SET OF
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SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH SS > 1.50, CONSIDERING SS = 1.50.7.WHEN THE BUILDING CODE USED FOR THE SITE SPECIFIC DESIGN IS ASCE 7-16 (2018/2021 IBC/IRC OR 2019 CBC/CRC), PATIO COVER STRUCTURES DETAILED IN THIS S
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7-16 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH 1.0 < SDS < 1.428, CONSIDERING SDS = 1.00. FOR SITES WITH SDS < 1.0, USE SDS
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TO REDUCE THE SEISMIC LOADS USING 0.7*SDS INSTEAD OF SDS.8.MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIO COVER SHALL BE 4" AT 10' HIGH MAX PATIO COVERS AND 5"
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STATE AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAY BE MORE STRINGENT.OTHER DESIGN PARAMETERS:1.DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1 OR 1605.3.2.2.ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE.3.SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2. CLASS A ROOF ASSEMBLIES ARE T
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TEST EXPOSURE.DESIGN ASSUMPTIONS:1.MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK : SEE DETAIL 1B/S3.22.MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL : SEE DETAIL 1A/S3.23.MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEGREES4.THE "LENGTH OF STRUCTURE" SHALL BE TAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE EXISTING BUILDING WALL FROM ONE END OF PATIO COVER
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CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, PORTIONS OF THE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK.5.CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE 1 ON S6.1 AND/OR L6.1, ARE ASSUMING THAT T
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DOUGLAS FIR-LARCH No2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb ≥ 900 psi AND Fv ≥ 180 psi.INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW:HOME OWNERS:PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTORCONTRACTORS :PLEASE CONTACT DURALUMENGINEERING@DURALUM.COMBUILDING DEPARTMENTS :PLEASE CONTACT 4STEL ENGINEERINGMARIE-DOMINIQUE SETA (949) 305-1150
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