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Home My WebLink AboutSOLR-19-1998 • _ City of Arcadia, CA s Permit NO. SOLR-19-1998 • Development Services Department Permit Type:Solar 240 West Huntington Drive,Post Office Box 60021 Arcadia,CA 91066-6021 Work Classification:Solar Residential (626)574-5416 Permit Status:Issued ARCADIA Issue Date:10/01/2019 Expiration: 03/29/2020 Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 1640 Perkins DR Arcadia, CA 5766028023 4111/1111161111111124108602t 111111.11MMIK Contacts BRUCE FORELL Owner JAMES PETERSEN INDUSTRIES INC DBA Contractor 1640 PERKINS DR SOLAR 4 AMERICA* (626)325-3081 21616 GOLDEN TRIANGLE RD,SANTA CLARITA,CA 91350 (661)414-7000 1050201 Description:ROOF MOUNTED SOLAR SYSTEM 30 MODULES Valuation: $ 0.00 Tenant AND 125 AMP LOAD CENTER Total Sq Feet: 0.00 Plan Check N Plan d ti Fees Amount Payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $324.72 Distribution Panel $16.48 Cash/Receipt#REC-02672-19 $324.72 Electrical Permit Issuance Fee $47.01 Fire Plan Check Fee Residential $50.00 Amount Due: $0.00 Inverters $77.78 Panels $82.45 Solid Waste Management Fee 2 $1.00 J4/1 comptErE0 11 Total: $324.72 CALLS FOR INSPECTIONS `�`� Request for inspection by telephone at 626-574-5450. Leave a message c; dl✓ � requesting the address,timeframe and what inspection item is needed. 10—h .,(z. This permit/plan review expires by time limitation and becomes null and /' void if the work authorized by the permit is not commenced within 180 days 'G ElvEQ ,a jyl g C7Q- Z,Tz, ii#/44✓-Tfrom the date of issuance or if the permit is not obtained within 180 days from the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of Arcadia building inspector for a period of 180 consecutive days. r A /1411.1° October 01, 2019 Issued By: Date October 01,2019 Page 1 of 1 t AR 4 PERMIT/PLAN REVIEW APPLICATION t 141DevelopmentServices Department,240 West Huntington Drive,Post Office Box 60021 e ,/e Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173 City of Arcadia LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION ❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following: Chapter 9(commencing with Section 7000,of Division 3 of the Business and Professions Code,and my license is• full force and effect. ❑ I have and will maintain a certificate of consent to self-insure for workers' License Class — 1 Signature of Contracto se, o.,: O Exp. Date2./Z�J2 compensation, as provided for by Section 3700 of the Labor Code, for the ,// performance of the work for which this permit is issued. OWNER-B I 1 R DECLARATION I have and will maintain workers'compensation insurance,as required by Section ❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers 'co pens�tion sIance carrier and policy numbers are: Code.Any city or county which requires a permit to construct,alter,improve, Carrier Dee/-- Ol / oa pk„f ic+nf demolish,or repair any structure,prior to its issuance,also required the applicant 2.37for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number _ provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less) 7000)of Division 3 of the Business and Professions Code)or that he or she is exempt there from and the basis for the alleged exemption. Any violation of 0 I certify that in the performance of the work for which this permit is issued,I shall Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers' penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I s 1'uld become subject to the workers'compensation provisions of Section -.1 of 1 Labor Code,I shall ❑I, as owner of the property, or my employees with wages as their sole forthwith comply with those provisions. compensation,will do the work,and the structure is not intended or offered forJJ,,�� sale(Section 7044,Business and Professions Code:The Contractors License Date W�� Signa / Law does not apply to an owner of property who builds or improves thereon, or who does such work himself or herself or through his or her own — - employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful, sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation, did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and attorney's fees. 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project(Section 7044, Business and Professions Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097, Civil Code). ❑ I am exempt under Section 7044,Business and Professions Code,for this reason: Lender's Name Date Signature Lender's Address IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: 1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel. N 2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. 3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,614altering of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for further information.' ame C�4r S U0i if Title /�fti�' PRINT NAME J I certify that I have read this application and state that the above information is co t and that I am the owner or duly authorized agent of the owner. I agree to comply with City o dinances and State Laws relating to building construction. I hereby authorize representatives of the City of Arcadia to enter u s .' e above- i•••"A oned property for inspection purposes. Signature C Date (U 1 �l1 SHEET INDEX ti r(�� /, W-1 SOLAR LAYOUT A 36 INCH PATHWAY SHALL BE YJ PV-2 ATTACHMENT DETAILS PROVIDED FOR ALL EMERGENCY SYMBOL LEGEND g O PETERSENDEAN PV-2(A) ELEVATION VIEW PV-3 ELECTRICAL LINE DIAGRAM ESCAPE AND RESCUE OPENINGS. PV-4 PLOT PLAN ATTIC VENTS1[23 MAIN SERVICE PANEL MAINZ A1;c :." 2MA� AND UTILITY METER 21618 GOLDEN TRIANGLE R0 NOTES: t SANTA CLARITA,CA 91350 ROOF COVERAGE MECHANICALS 0 , INVERTER I I VO P.1661)4144000 F:1661)286-1418 -Solar Photovoltaic System to be installed on PLUMBING VENTS (INTEGR.DC DISC.) W u Total Array Area 535 SOFT wAw.P°IErnw4n.wm residential structure. --- -- - - ? = : A uCEN6E NR 105D2O1 Total Roof Area 3517 SOFT CHIMNEY AC DISCONNECT AC c�6,cab,c-m -Design complying with the latest edition of Percentage Coverage 15 % MU NAME. - d California Electrical Code,NEC and all local Sprinklered7 No _ JUNCTION BOX JB J ordinances and policies. UZI 2 CONDUIT -The project has been designed in compliance with SOLAR MODULES NEwl RENNE PROPERTY i F O R E L L the CBC section 1609 to withstand a minimum 110 FIRE ACCESS j � R RESIDENCE MPH wind load. PATHWAY GAS METER G -Per sections R314 8 R315 within the 2016 9 California Residential Code(CRC),its requiredg��,n 1640 PERKINS DR. that smoke alarm and carbon monoxide detectors g are retrofitted into the existing dwelling for permitsDooR 'VAULTED g ARCADIA, CA 91006 Li I with repairs or additions exceeding$1,000. II1ADIMAINI � ° 1NCS JOB#48037.00 -Working distances around the existing electrical V taxequipment as well as the new electrical equipment ' JURISDICTION: will be maintained in accordance with CEC 110.26 _ ARCADIA, CITY OF L -This system will not be interconnected until \ / approval from the local jurisdiction and the utility is / �,/ \/ ° ////*) , 1 ISD)SILFAB SOUR INC 0000-- SISI obtained. vl yy (1)SOLAREDGE SE10000H-US]SIT] 4 -This system is a utility interactive system with no }� -'DRAWING NOTES: storage batteries. AZIMUTH 0,180. .. FROM //�� FROM NORTH / \ / \ 81 PANELS To TILT AT 106 OW -The Solar Photovoltaic installation shall not ROOF ACCESS PER / \ / \ IIi 111111111IilllllllllIIlll MODULE RATED AT: obstruct any plumbing,mechanical or building roof CRC R324.6Nr--- 30 Vents. HMO°Z■ Pi MULTIPLY BY QTY.OF MODULES: 1 L-- 68 -When a backfed breaker is the method of utility 111 1 PANELS TO TILT AT 104 r1l i ARRAY SYSTEM SIZE: 9. kW SYSTEM AZIMUTH: interconnection,breaker shall not read Line and §ROOPITH, D,1HO° Load. 0 15.20°=1.3.4/12 (30)OTT 320W SOLAR 1111111111 III 11111111111 2-STORY -All PV equipment shall be listed by a recognized 9ED MODULES i ROpP I MOUNTING HEIGHT'. testing lab. UI. U • ORIENTATION OPTIONS ARE PRELIMINARY,AND 1Wy ARE SUBJECT TO REVISION FOR OPTIMAL USE. -Notify serving utility before PV system activation. // SOLAR ARRAY LOCATIONS ARE TO BE DRIVEWAY ; REVIEWED AND APPROVED BY OWNER AND/OR -Solar panels installed in the veryhigh fire hazard {1{1� II ARCHITECT OF RECORD TO VERIFY SYSTEM 9 I I {r 1111 11 1 IIID LOCATION.FOR VENTILATION OBSTRUCTION Severity zone shall have a class A rating I' f I I AND OF RELOCATION OF VENT AND/OR / 20 PIPE JACKS. A9 FIELD VERIFICATION O ROOF STRUCTURE.AND I I , S SOLAR ARRAY LOCATION IS REQUIRED PRIOR TO INSTALLATION FOR ALL EXISTING STRUCTURES WHERE NEW SOUR ARRAYS ARE g TO BE INSTALLED. ARCHITECT/FELD DRAWING INFORMATION GATE b PERMITTING EH 01002019 CODE COMPLIANCE iA �I° PROJECT DESIGNED BASED ON 2016 CEC - ALL SUPPLIED EQUIPMENT IS UL LISTED 2016 CALIFORNIA BUILDING CODE 2016 CALIFORNIA ELECTRIC RTME O SOLAR LAYOUT PV-1 _ 2016 CALIFORNIA FIREIREDEPARTMENT CODE �N 2016 CALIFORNIA RESIDENTIAL CODE LY PM:MC 2016 ENERGY COMPLIANCE T-24 SCALE:3/32"=11-0° 2014 NATIONAL ELECTRIC CODE © 2016 PETERSENDEAN SOLAR&ROOFING INC..ALL RIGHTS RESERVED �- L-. .,_ Tr) tfAttiqlska err-. k ....1 A1S.IMl AFFIDAVIT SELF-CERTIFICATION FOR COMPLIANCE OF SMOKE ALARMS AND CARBON MONOXIDE ALARMS Property Address: t6 t{0 �eCV..iM s Dc Permit Number: 301..: - i4 tWir Brief Job Description: %r7\.f Number of smoke alarms installed: Number of carbon monoxide alarms installed: ..:,:' When alterations, repairs or additions requiring a permit occur, or sleeping rooms are created, Smoke alarms shall be installed in each sleeping room, and outside each separate sleeping area in the immediate vicinity of the bedrooms, and on each additional story of the dwelling, including basements and habitable attics as required by Section R314 of the 2016 California Residential Code (CRC) and California Health and Safety Code Section 13113.7. For dwellings or sleeping units containing fuel burning appliances or having attached garages, carbon monoxide alarms shall be installed outside each separate sleeping area in the immediate vicinity of the bedrooms, and on each additional story of the dwelling, including basements as required by Section R315 of the of the 2016 California Residential Code (CRC). Multi-purpose alarms (combination carbon monoxide and smoke alarms) may be used. All alarms shall comply with requirements for listing and approval by the Office of the State Fire Marshal. http://osfm.fire.ca.qov/licensinglistinus/licenselistinq bml searchcotest.php As owner of the above referenced property, I hereby certify that the smoke alarms and carbon monoxide alarms have been installed in accordance with the manufacturer's instructions and in compliance with the code sections referenced above. I declare under penalty of perjury that the foregoing is true and correct, and that this declaration was executed on (Date) t.- at Arcadia, California. Owner's Name (printed/typ: .): JI.0- Ali �/ Signature of Owner: This affidavit must be returned to the City of Arcadia inspector prior to final inspection SMOKE ALARMa CARBONIMOXID'' ALKIM LO L AYE Guest Room y c> I3attwoun Storage Family Room tom■ r s Garage FIRST FLOOR PLAN r. SMOKE ALARM = CARBON MONOXIDE ALARM tl�+tstr Bath Master Bedroom Dining Room Kitchen — • tInth Closet Closet Closet Family Room - — �. Bedroom Bedroom SECOND FLOOR PLAN SMOKE ALARM CARBON MONOXIDE ALARM Dass Structural Engineers 1655 Shertington PI,Z 202, Newport Beach, CA 92663 Email:dass.structural@gmail.com, Mobile No-9492957943 STRUCTURAL CALCULATIONS ROOF EVALUATION FOR PV INSTALLATION Oco Department W No,74200 "if ` diva • , less: .4141_41-- -sidence 1640 Perkins Rd Arcadia, CA Phone 949.295.7943 I 1655 Sherington P1, Z 202,Newport Beach, CA 92663 Forel! Residence Page 1 of 25 Dass Structural Engineers 1655 Shertington PI,Z 202, Newport Beach, CA 92663 Email:dass.structural@gmail.com, Mobile No-9492957943 Structural Evaluation Report for Roof PV Installation Scope: Structural Evaluation includes checking of the added weight to be less than 5%allowable dead load and added mass is less than 10%of existing building mass per CEBC 16.The design involves the withdrawal design for lag screws for wind. Capacity of existing roof rafters are checked with woodworks software based on the information provided by the contractor. Please note that Checking of the existing lateral system,structural integrity of tiles/shingles/roofing plywood, footing, Existing Patios and other miscellaneous structural members are beyond the scope of this report .All other solar component installation and design are per manufacturer recommendations. Existing Structural Description for Roof#1: The Structural information for the building was obtained by site investigation performed by Contractor.The roof is made of 2x8 at 16"o.c with 7' max span,with atleast a min 1/2 " Plywood topped by Tiles.The lateral force resistance for the building is achieved by light framed stud walls in both perpendicular directions.The1/2"thick plywood acts as a diaphragm and distributes lateral forces. Existing Structural Description for Roof#2: The Structural information for the building was obtained by site investigation performed by Contractor.The roof is made of 2x12 at 16" o.c with 12' max span,with atleast a min 1/2 " Plywood topped by Hot Rolled Comp.The lateral force resistance for the building is achieved by light framed stud walls in both perpendicular directions.The 1/2"thick plywood acts as a diaphragm and distributes lateral forces. Proposed PV Layout and System: Contractor proposes to install Solar Panels per the PV plans to produce the intended power output.A Typical PV System consists of Solar Panels installed on an Aluminum Racking system made of Rails and Connection angles.And the resulting lattice system is connected to the existing roof joists via lag screws.The panels and the racking system are rated for 130 Mph (Strength)wind velocity per manufacturer's specifications. Please see the Appendices for Layout and Connection method. Structural Calculations: Structural Assessment and Conclusion: Gravity Loading:The proposed PV system does increase the gravity weight on the structure and this increase is reported in the following calculations. Please see the attached spreadsheet report under LOAD CRITERIA AND LOAD INCREASE CALCULATIONS for detailed calculations. Based on the calculation,the roof can handle the additional weight from the PV Panels. Wind Loading: The proposed PV system has a very low profile and does not create any secondary eddies on the roof level and hence the Roof profile has no dynamic impact on the wind flow over the building. Phone 949.295.7943 11655 Sherington PI, Z 202, Newport Beach, CA 92663 Forel) Residence Page 2 of 25 Dass Structural Engineers 1655 Shertington PI,Z 202, Newport Beach, CA 92663 Email: dass.structural@gmail.com, Mobile No-9492957943 The Installation of the PV system does not increase the wind loading on the building.The panels and the racking system are rated for 130 Mph (Strength) wind velocity per manufacturer's specifications.As per the calculations,the uplift forces are well within the allowable connection capacity. Please see the attachment for woodworks report with point loads from Dead and wind loads. Snow Loading: 20 psf Snow load has been considered. Seismic Loading: The proposed PV system does increase the weight on the structure, however, it does not increase more than 10%of the seismic mass as stipulated by Chapter 34 of CBC-16.Therefore, no seismic retrofit of the structure is required. All the connections of the PV system to the existing roof members are designed to carry seismic forces generated during a seismic event. Installation of PV Racking: Typical PV panels are arranged in a portrait or landscape format.The entire array is supported by an aluminum racking system.The aluminum racking system consists of two continuous rails running parallel to the length of the panel in a portrait array format. Each of the rails are connected to two predrilled holes at the bottom of the panel frame as specified by the manufacturer.The rails are connected to the mounting angles/Fast Jack providing setoff distance to the roof.The angles/Fast Jack are connected to the roof joist/trusses with lag screws.Typically, a minimum of two bolts are common to each panel.The roof mounts with lag screws are arranged in an approximate grid format of 6'-0" maximum spacing. The rails are specific to each job and selected from the manufacturer catalog which are rated for applications at different wind velocities. Please refer to the lag screw design calculations. Serviceability Issues: The resulting deflection of the joist due to the added loads is negligible. Please note that this report doesn't warranty any existing deficiencies in structure or contractor's workmanship or work performed by other subs.This report and calculations have been performed based on information provided by the contractor. Please contact Dass Structural for any questions regarding this report. Thanks, Praveen Dass, P.E Phone 949.295.7943 11655 Sherington Pl. Z 202, Newport Beach, CA 92663 Forell Residence Page 3 of 25 Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: praveensjcerithotmail.com. Mobile No- 9492957943 (Ex) LOAD CRITERIA & LOAD INCREASE CALCULATIONS CHECK FOR ADDED MASS << 10% OF BLDG WEIGHT PER CEBC CH 34 Location: (E) Roof System: 1/2" Plywood Roof with Tiles Gravity DL(psf) (Ex)Underlayment 1.0 (Ex)Tiles 10.0 (Ex)(1) 1/2"plywood 1.6 (Ex)2x Framing' 0.6 (Ex)Insulation 1.0 (Ex)Mech/Misc. 1.0 (Ex)Gyp Board 2.8 (N)PV Module 2 3.0 18.0 psf LL=20 psf reducable+Mech9 Units For Gravity Design SL=20 psf (Ex)Dead Load 18.0 psf (N)Dead Load 21.0 psf Seismic DL(psf) Partitions and Exterior Walls 16.0 34.0 psf Notes: 1.Existing Framing a.(Ex)2x Framing=0.63 psf 2.PV Modules:See PV Plans a.Module Wt=50 Lbs per Panel b.Racking wt=0.5 psf Max Module Wt=3.0 psf Increase in Dead Load on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks sq ft psf Load(#'s) Roof D.L 1500 18 1540 5.70% > 5%.Hence See Calcs %Increase in Mass on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks sq ft psf Load(#'s) Roof D.L 1500 34 1540 3.02% <10%Hence OK Forell Residence Page 4 of 25 Dass Structul 1655 Sherington PI,2.202,Newport neacn,trA vtons Email:dass.strucutral@gmail.com,Mobile No-9492957943 Wind Design per ASCE 7-10 Data: Exposure= C Wind speed V 130 mph(ultimate) Kz= 0.85 Table 30.3-1 ASCE 7-10 Kd= 0.85 Table 26.6-1 ASCE 7-10 1= 1 ASCE 7-10 Kzt= 1.00 q=0.00256K,KrK,1V21 q= 19.54 psf Component Forces per ASCE 7-10 /0 tm `+�_ ]. ._-.. it TrJ -t 0 as 1 at • , � t] a .10 —___—_---__� y .. —2- u 1 yt ya •ez 10 » w loo xo 501,C0/ •Il IS IS It,111111• ALM! Input Data: piaci...WindA�ft 2(1O=) Roof Angle= 15 Degrees Tilt Angle= 0 Degrees Joist/Truss Spacing 16 in Joist/Truss Trib Span 14 ft ROOF COMPONENT WIND PRESSURES: VERTICAL FORCES GCP1 0.18 Fig 26.11-1 ASCE 7-10 GC, -0.18 Fig 26.11-1 ASCE 7-10 Effective Wind Area 18.67 sq ft Note:The Panels are installed within the Zone 1 of the roof as per Fig 30.4-2B ASCE 7-10 Zone 1 GC,Values GC,+ 0.3(Downward Pressure) GCP- -1 (Uplift Pressure) Max Downward Pressure= 9.4 psf Max Uplift Pressure= 23.1 psf PV Panel Dimensions Length= 59 in Width= 39 in LOADING ON EACH BOLT WIND LOADINGS ACTING PERPENICULAR TO PANEL PV DEAD LOADS ACTING PERPENICULAR TO PANEL Typical Bolt Horizontal Spacing 64 in Typical Bolt Horizontal Spacing 64 in Typical Bolt Vertical Spacing 42 in Typical Bolt Vertical Spacing 42 in Demand Bolt Tensions(Up) 200 lbs PV Dead Load(See Load Criteria) 3 psf or 150 lbs/ft Area Trib to Each Bolt 15 sf Demand Bolt Compression(Down) 81 Lbs or 61 lbs/ft Demand Bolt Vertical Loading(Down) 46 lbs or 35 lbs/ft Forell Residence Page 5 of 25 COMPANY PROJECT 11 I Woodworks® JOIST CHECK Snf'µ'Rf/OR WOOD DES/Ch WITH POINT Mar. 21, 2017 22:17 LOADS FROM PV Design Check Calculation Sheet Wood Works Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(16.0") psf Load2 Dead Point 4.00 50 lbs Load3 Dead Point 7.50 50 lbs Load4 Roof constr. Partial Area 0.00 3.00 20.00(16.0") psf Self-weight Dead Full UDL 2.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.04' 0. 10' Unfactored: Dead 136 151 Roof Live 68 12 Factored: Total 204 162 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.44 0.35 Support 0.35 0.28 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 10.04'; volume= 0.8 cu.ft.; Lateral support: top=full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 19 Fv' = 162 psi fv/Fv' = 0.12 Bending(+) fb = 362 Fb' = 1118 psi fb/Fb' = 0.32 Live Defl'n 0.02 = <L/999 0.50 = L/240 in 0.03 Total Defl'n 0.16 = L/769 0.67 = L/180 in 0.23 Forel) Residence Page 6 of 25 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 150, V design = 139 lbs Bending(+) : LC #1 = D only, M = 396 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 76.2e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists. wall studs, and multi-ply members are not rated for fire endurance. ForelI Residence Page 7 of 25 COMPANY PROJECT /` JOIST CHECK 1 I 1 WoodWorks® WITH POINT SOFTWARE FOR WOOD DFSIGA. LOADS FROM PV Mar. 21, 2017 22:18 AND WIND (DOWN) Design Check Calculation Sheet WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00(16.0") psf Load2 Dead Point 4.00 50 lbs Load3 Dead Point 7.50 50 lbs Load4 Wind Point 4.00 120 lbs Load5 Wind Point 7.50 120 lbs Load6 Wind Partial Area 0.00 3. 00 7.00(16.0") psf Self-weight Dead Full UDL 2. 6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 10.04' 0' 10' Unfactored: Dead 136 151 Wind 126 142 Factored: Total 212 236 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.45 0.50 Support 0.36 0.40 Load comb #3 #3 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 "Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 10.04'; volume= 0.8 cu.ft.; Lateral support: top=full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 19 Fv' = 162 psi fv/Fv' = 0.12 Bending(+) fb = 362 Fb' = 1118 psi fb/Fb' = 0.32 Live Defl'n 0.06 = <L/999 0.50 = L/240 in 0.12 Total Defl'n 0.20 = L/602 0. 67 = L/180 in 0.30 Forell Residence Page 8 of 25 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 900 0.90 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 - Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 150, V design = 139 lbs Bending(+) : LC #1 = D only, M = 396 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #3 = D+. 6W (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: RI = 76.2e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists. wall studs, and multi-ply members are not rated for fire endurance. Forell Residence Page 9 of 25 COMPANY PROJECT J JOIST CHECK Ill WoodWorks® WITH POINT SOFTWARE FOR WOOD OESICA LOADS FROM PV Mar. 21, 2017 22:18 AND WIND (UPLIFT) Design Check Calculation Sheet Wood Works Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loath Dead Full Area 12.00(16.0") psf Load2 Dead Point 4.00 50 lbs Load3 Dead Point 7.50 50 lbs Load4 Wind Point 4.00 -300 lbs Load5 Wind Point 7.50 -300 lbs Load6 Wind Partial Area 0.00 3.00 -17.00(16.0") psf Self-weight Dead Full UDL 2.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.04' 0' 10' Unfactored: Dead 136 151 Wind -314 -354 Factored: Uplift 107 122 Total 136 151 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.29 0.32 Support 0.23 0.26 Load comb #1 #1 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 10.04'; volume= 0.8 cu.ft.; Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Forell Residence Page 10 of 25 WoodWorks-Sizer SOFTWARE FOR WOOD DESIGN -- __ WoodWorks®Sizer 11.0 Page 2 --= ysis_vs Dass Structural Engineers 1931 Newport Blvd,Costa Mesa,California,92627 Email: dass.strucutral@gmail.com,Mobile No-9492957943 Seismic Forces per Chapter 13, ASCE 7-10 F1, = //R (1 +2k) U3.31t \ ►F) w mot roop.ced k'be when as Vento than f,=I.6S, i,W, 1133-2? and F,dull not be taken as less duo f, -0150,1,W, 113.3-1s Input Data: Sds= 2.446 g's ap= 1 Rp= 2.5 z/h= 1 Trib Area= 16.50 sf per bolt Trib Mass= 2.8 psf Wp= 46 lbs per bolt Fp= 54 lbs per bolt(Ultimate) Forell Residence Page 12 of 25 Dass Structural Engineers 1931 Newport Blvd,Costa Mesa,California, 92627 Email: dass.strucutral@gmail.com, Mobile No-9492957943 LAG BOLT DESIGN CHECK PER NDS 15 FOR TYPICAL FLAT BED SYSTEM Check for 5/16"Lag Screw w/2.25"minimum penetration,W/Cd=1.6 Bolt Forces Seismci Loadings on bolts: Horizontal Force per Each Bolt 39 lbs(Allowable) Allowable Shear Load per NDS 208 lbs The Bolt is OK Wind Loadings on bolts: Vertical Force per Each Bolt 301 lbs Horizontal Force per Each Bolt 110 lbs NDS Values for 5/16"dia Lag Screw w/2.25"Embedment Allowable Tensile Load per NDS 957.6 lbs The Bolt is OK Allowable Shear Load per NDS 304 lbs The Bolt is OK Tension and Shear Interaction 0.67 < 1.0, The Bolt is OK Conclusion: Provide: 5/16"Lag Screw w/2.25"minimum penetration Forell Residence Page 13 of 25 TILTED PANEL CHECK ForelI Residence Page 14 of 25 Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: praveensjce cL.hotmail.com, Mobile No- 9492957943 (Ex) LOAD CRITERIA & LOAD INCREASE CALCULATIONS CHECK FOR ADDED MASS << 10% OF BLDG WEIGHT PER CEBC CH 34 Location: (E)Roof System: 1/2"Plywood Roof with Roll Comp Gravity DL(psf) (Ex)Roll Comp 2.7 (Ex)(1) 1/2"plywood 1.6 (Ex)2x Framing' 0.6 (Ex)Gyp Board 2.8 (N)PV Module 2 3.0 7.7 psf LL=20 psf reducable+Mech i Units For Gravity Design SL=20 psf (Ex)Dead Load 7.7 psf (N)Dead Load 10.7 psf Seismic DL(psf) Partitions and Exterior Walls 16.0 23.7 psf Notes: 1.Existing Framing a.(Ex)2x Framing=0.63 psf 2.PV Modules:See PV Plans a.Module Wt=50 Lbs per Panel b.Racking wt=0.5 psf Max Module Wt=3.0 psf %Increase in Dead Load on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks sq ft psf Load(#'s) Roof D.L 1000 10 880 8.80% > 5%.Hence See Calcs %Increase in Mass on the Existing Roof (Ex)Roof Area (Ex)Roof Wt (N)Add Roof %Increase in Remarks sq ft psf Load(#'s) Roof D.L 1000 27 880 3.26% <10%Hence OK Forell Residence Page 15 of 25 Open Bldg Wind Calc - Main Wind Force Resisting System, Net Pressure Coefficient CM Der ASCE 10.Fia 27.4-4 Roof Load Wind Direction,y=0° Wind Direction,y=iBd' Angle Case Clear Wind Flow Obstrneted Obsbueted Wind",Nw- Om CNw CNL CNW---. -CNL CNW CNL CNW CNL 0° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -1.1- 6--. . -0 -- -1.1 -0.1 -1.1 -0.6 7.5° A -0.6 -1 -1 1.5.-- -= 0.9 -= - 1.5- -0.2 -1,2 B -1.4 0 -1.7 -0.8 1.6 _ 0.3 0.8 -0.3 15` A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 - 22.5° A -1.5 -1.6 -1.5 -1-.'7--- 1.7 1.8 0.5 -1 B -2.4 -0.3 -2.3 -0.9 = 2.2 0.7 1.3 0 30° A -1.8 -1.8 -1.5 -1.8 -- 2.1 -2.1 - ..-__0_6 - -1 B -2.5 -0.5 -2.3 -1.1 2.6 1 1.6 0.1 37.5° A -1.8 -1.8 -1.5 -1.8- r 2.1 2.2 0.7 ._ _ -0,9 Y - - B -2.4 -0.6 -2.2 -1.1 2.7 1.1 1.9 0.3 45° A -1.6 -1.8 -1.3 -tom 2.2 2.5 O.B 0.9 - . B -2.3 -0.7 -1.9 -1,2 2.6 1.4 2.1 0.4 Values of CNw and CNL Roof Load Wind Direction,.=0' Wind Direction,y=180° Angle Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow 0 CNW CNL C.,,, CNL CNW CNL CNW CNL A -0.70 -1.10 -1.03 -1.50 1.03 _ 1.53 0.00 -1.17 10 B -1.57 0.00 -1.83 -0.73 1.67 0.40 0.93 -0.30 Gq- 16.61 psf Wind pressure at windward and leward portion of the roof Roo? Load Wind Direction,y=0' Wind Direction,y=180° Argle Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow GQCNw(psi) GgCN.(psi) GgCNw(psi) GgCNL(PO GQCNw(Psi) GgCNL(Psi) GQCNw(psi) GQCNL(psi) A -11.61 -18.25 17.14 25.46 10 B -25.99 0.00 27.67 6.63 - v,l o3L_ wind /ir L.nimme c. ()Nylon r-41 n o of r e ,-Iso _ t ?7 lit ifL Ilf/I1JI - - _- - i-4111117771/-11111 - --- Page' Forell Residence Page 16 of 25 AN R-P 1111411$4 - cSQ S:1�� II�T-` E/ RAFTERS TT 35` �ibN \V, SHEAR(E) •'I �\oS�ph y �.= -TIL- ,ec) has bre" G� an aper+ v�D� st tj ve. hi = 25 psf —1So -1 SP ci'•Cs`= 72" o.c '40•1t-1 —Crc j0 Tzou..ZvPs�: 10 dei Scuba r"1/4"" aoR Morn u Pla(y7 * 10 a c s �v2 • t'41"--7` up<W-1 _-25x5.5/2x6 _ -413#'s C Mo CorSC cae„eA k 1 SN C Ovaltvt Ck gr oath) lQc,� ‘i'pl# CgiP Q Ci Ck,= 2 6 b t1`c x 7-S Kk-b _ (u b c.c t \ ?) -413#'s SHEAR CHECK �olZ as 0'«• V = 6ftx5.5ft/ 2x25psfxsin 10 = 72 #'s Allowable shear from NDS = 200 Lbs x 1.6 = 320#'s >> 72 #'s Hence Shear is OK. Forell Residence Page 17 of 25 COMPANY PROJECT e_______ WoodWorks! _ _ - M.) JUTS t CHECK July 31, 2019 23:03 FOR- -EAD + LIVE LOAD - ----- -- Design Check Cats ' WoodWorks Sizer 11.1 Loads: - Load Type Distribution Pat- Location [ft] Magnitude Unit -tern Start End Start End Loadl Dead Full Area 11:89116. "-) -psf -- Load2 Dead Point 4.00 25 lbs Load3 Dead Point 7.50 25 lbs Load4 Root constr. Partial Area U.UU 3.UU ZU.tIU(lb.0"J---psr Load5 Roof constr. Partial Area 8.50 12.00 20.00(16.0") -psf _ _ _ Self-weight Dead Full UDL - 4 .0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing_Lengths (in) : - ---- -- — 1 12.042' it. 0' 12' Unfactored: Dead 138 136 Roof Live 84 89 Factored: Total 222 226 Bearing: Capacity moist 469i Support-- -586 - — -- -- -- _- -- -- -- — -- -- -8-6----- -- Des ratio__ _ — Joist 0.47 - 0.-48 .,. _--SapFstIrt-:- . - x:38 _. . Load comb #2 ._-:-__ -_ _42__- _-_ Length 0.50* -0-:-50' Min req'd 0.50* - - 0.50A --- Gb - :. 1-:-.430 — - - -._-- -. .= -- .. . 1 DO Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup -- 625 --- 62F - *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 12.04'; Clear span: 11.958'; volume= 1.4 cu.ft. Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 16 Fv' = 225 psi fv/Fv' = 0.07 Bending(+) fb = 168 Fb' = 931 psi fb/Fb' = 0.18 Dead Defl'n 0.04 = <L/999 Live Defl'n 0.01 = <L/999 0. 60 = L/240 in 0.02 Total Defl'n 0.08 = <L/999 C.80 - L/180 'n 0.09 Forell Residence Page 18 of 25 • WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 11.1 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 0.90 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 225, V design = 182 lbs Bending(+) : LC #1 = D only, M = 442 lbs-ft Deflection: LC #2 = D+Lr (live) LC #2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 285e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ForelI Residence Page 19 of 25 COMPANY PROJECT ----------A)---- - -- - %VOOd\A/orks (E) JOIST CHECK ,Of I},AR1 MR WOOD 0151(.1 FOR DEAD + LIVE LOAD -- - - - July 31, 2019 23:04 + WIND (DOWN) -_ Design Check Calculation Sheet ______ Woodworks Sizer 11.1 Loads: load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End LQ, T-----------Dead Full Area 11.00(16.0") psf Load2 Dead Point 4.00 25 lbs Load3 Dead Point 7.50 25 lbs _ Load4 Root cofitr. Partial Area 0.00 3.00 20.00(16.0") psf -------- L-oad5- Roof constr. Partial Area 8.50 12.00 20.00(16.0") psf Load6 Wind 'C&C Point 4.00 208 lbs Load7 -- Wind C&C Point 7.50 208 lbs -Load8— Wind C&C Partial Area 0.00 3.00 9.50(16.0") psf Coady _ ''wind u&&C Partial Area 8.50 12.00 9.50(16.0") psf Se-l-f-Weng -- Dead Full UDL 4 .0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : / 12.042' 0' 12' Unfactored: Dead 13-' 136 Wind 25 241 Royf Live �'- 89 ------- -Fa-ctered: -- To.tai 31- 312 - Bearing: _ -Joist - _ 4&9 - 469 Support-- -6- 586 - `--Dgs--rat i7- _ .ini vt 0_68 - 0.67 Support 0.54 0.53 -Lad eemb -- -3-_ #3 - --- T.p�gt-b-----x-50--*- 0.50* Min req'd 0.50* 0.50* Cb"-- DO 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 12.04'; Clear span: 11.958'; volume= 1.4 cu.ft. Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Forell Residence Page 20 of 25 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 24 Fv' = 288 psi fv/Fv' = 0.08 Bending(+) fb = 385 Fb' = 1656 psi fb/Fb' = 0.23 Dead Defl'n 0.04 = <L/999 Live Defl 'n 0.04 = <L/999 0.60 = L/240 in 0.06 Total _ 'n 0.10 = <L/999 0.80 = L/180 in 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.60 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75(Lr+.6W) , V max = 316, V design = 274 lbs Bending(+) : LC #5 = D+.6W, M = 1015 lbs-ft Deflection: LC #3 = D+.75 (Lr+.42W) (live) LC #3 = D+.75(Lr+.42W) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 285e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ForelI Residence Page 21 of 25 /` COMPANY PROJECT i11 WoodWorks® SO""'R"OR WOOD OS"° (E) JOIST CHECK July 31, 2019 23:04 FOR DEAD + LIVE LOAD + WIND (UPLIFT) Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 11.00(16.0") psf Load2 Dead Point 4.00 25 lbs Load3 Dead Point 7.50 25 lbs Lbad4 Roof constr. Partial Area 0.00 3.00 20.00(16.0") psf Load5 Roof constr. Partial Area 8.50 12.00 20.00(16.0") psf Load6 Wind C&C Point 4.00 -207 lbs Load7 Wind C&C Point 7.50 -207 lbs Load8 Wind C&C Partial Area 0.00 3.00 -23.00(16.0") psf Load9 Wind C&C Partial Area 8.50 12.00 -23.00(16.0") psf Self-weight Dead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.042' 0' 12' Unfactored: Dead 138 136 Wind -313 -300 Roof Live 84 89 Factored: Uplift -105 -99 Total 222 226 Bearing: Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.47 0.48 Support 0.38 0.39 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 *Minimum bearing length setting used: 1/2"for end supports Lumber-soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All-Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0"c/c; Total length: 12.04'; Clear span: 11.958'; volume= 1.4 cu.ft. Lateral support: top=full, bottom=at supports; Repetitive factor: applied where permitted (refer to online help); Forell Residence Page 22 of 25 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beaml WoodWorks®Sizer 11.1 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value _ Unit Analysis/Design Shear fv = 16 Fv' = 225 psi fv/Fv' = 0.07 Bending(+) fb = 168 Fb' = 931 psi fb/Fb' = 0.18 Bending(-) fb = 131 Fb' = 507 psi fb/Fb' = 0.26 Dead Defl'n 0.08 = <L/999 Live Defl'n -0.04 = <L/999 0.60 = L/240 in 0.07 Total Defl'n 0.08 = <L/999 0.80 = L/180 in 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 0.90 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 1 Fb'- 900 1.60 1.00 1.00 0.306 1.000 1.00 1.15 1.00 1.00 - 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+Lr, V max = 225, V design = 182 lbs Bending(+) : LC #1 = D only, M = 442 lbs-ft Bending(-) : LC #4 = .6D+.6W, M = 345 lbs-ft Deflection: LC #4 = .6D+.42W (live) LC #2 = D+Lr (total) D=aead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 285e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 12.00' Le = 22.38' RB = 36.6; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ForelI Residence Page 23 of 25 68 DOWEL-TYPE FASTENERS 11.2 Reference Withdrawal Design Values 11.2.1 Lag Screws 11.2.1.2 When lag screws are loaded in withdrawal from end grain,reference withdrawal design values,W, 11.2.1.1 The reference withdrawal design values, in shall be multiplied by the end grain factor,Ceig=0.75. lb/in. of penetration, for a single lag screw inserted in 11.2.1.3 When lag screws are loaded in withdrawal, side grain,with the lag screw axis perpendicular to the the tensile strength of the lag screw at the net (root) wood fibers, shall be determined from Table 11.2A or section shall not be exceeded(see 10.2.3). Equation 11.2-1, within the range of specific gravities and screw diameters given in Table 11.2A. Reference withdrawal design values,W, shall be multiplied by all applicable adjustment factors (see Table 10.3.1) to ob- tain adjusted withdrawal design values,W'. W=1800 G"23" (11.2-1) Table 11.2A Lag Screw Reference Withdrawal Design Values (WY Tabulated withdrawal design values(W)are in pounds per inch of thread penetration into side grain of main member. Length of thread penetration in main member shall not include the length of the tapered tip(see Appendix L). Specific Gravity, Lag Screw Unthreaded Shank Diameter,D G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 0.71 381 450 516 579 640 757 868 974 1077 1176• 1273 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 0.51 232 274 314 353 390 461 528 593 656 716 775 0.50 225 266 305 342 378 447 513 576 636 695 752 0.49 218 258 296 332 367 434 498 559 617 674 730 0.47 205 242 278 312 345 408 467 525 580 634 686 0.46 199 235 269 302 334 395 453 508 562 613 664 0.44 186 220 252 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 381 428 473 516 559 0.40 161 190 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 261 308 353 397 438 479 518 0.38 149 176 202 227 251 296 340 381 422 461 498 0.37 143 169 194 218 241 285 326 367 405 443 479 0.36 137 163 186 209 231 273 313 352 389 425 460 0.35 132 156 179 200 222 262 300 337 373 407 441 0.31 110 130 149 167 185 218 250 281 311 339 367 1.Tabulated withdrawal design values(W)far lag screw connections shall be multiplied by all applicable adjustment factors(see Table 10.3.1). 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R R o A " N N N W V - n m g m V A W O N W a 0 0f 0 O o r7 N CO a' 0 0 0 0 0 0 O O O O C O 0 0 0 0 0 O O O O 6 0 0 0 0 0 . a p, 2,.a o G-0.5 . to .� a N Douglas Fr-Larch ,.,' t w� —0m0 ,.. .. , . .. , . .. . .. .. . .. . .. . . .. . . ... . . . . 50 ,m 0 0- a mi, s" a; m' '� a. oNo a mm wAANAAwW - 0- N * 0 SCt 0 ^i P: ' V 01 A ry N N' O On W N N N N N N N N ±N N N+ . . 3 Q`x1ro w y mo o -o -� o v wo .... coo 0000 00 000 000 N eo'g, ,o, B o o 0 `� _ o o N o = G-0.49 (gyp W = 0 •�� B -• m Douglas Fir-LarchIL 9 11 G ^ V 0. w N m y m A N N (N) m Om ° Q LO o v o o 0 o O c0 o CO A O O A PO A o A A CO A N W CO j N ZT 17 "5.111000M- D II W w m o o o 0 0 0 CO0 CO0 0 0 0 0 0 0 o N o 0 0 o F CD 0r C-1 ?d.J CI 0.' r iv ,g20 :3 C ° N. ,0 , No -o 0000 0000 oco0000o 0000 0000 00o N IV G-0.46 > 01111'CD0R1 N O ro- Wn' m VV Douglas Fir(S) (r O Q0 t0 _ o N `*i N 00 _� ,o A 2 o Co'o (.1 , y A cT U o 0 o Al CO A N W Wo 00 f Hem-Fir(N) yam. �7 o ro w oo .- 000 00 0 . o 000000 000 0000 Al0 Ni^ mo 0�;a R� /ate /�� -•1 " II 54`e ro m W o m 0 o O O. N N 4.W 01 Cr 01 40 N N V O O en O O en O O 01 COCOA +S N •/ O 2 �' 0^ O G - 0 0 0 _ 0- - 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 !n V1 �V 4 * am G-043 CO �_ (� m orgY D] Hem-Fir /+ 0 co m`^'. 1U' .. A O . o �o A N . O V .. N C T A A. W W w N W W -NO W N N O 7 N ;, 0- O O O 0 0 0 0 0 0 0 .O 0 0 0 0 0 0 0 0 0 0 O O O O O • (sT� CD N C ,`--' 4 P m g A Ji o O + "t 01 U OI O N 8 O O- 40 40 m 40 O 01 W o o R N CO -N p,W s 0 c o o = 0 0 o c o 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = to G-0.42 W (.4 y c.36" .-.---. Q Spruce-Pine-Fir ' /_� 3. ro .. . .. . , ... . . .. ... . . . .. ... . .. .. .. . K1- co O.O 10 o to W m q O O N Q.!J�o A 01 W W W o N N N ON 00 N CD \V 0 0 0 0 0 O O O 0 0 0 0 0 0 0 O O O O O O R - ' o m .wi i-' w m° - moo m L C. a _. --m 40 ,0 eT m m m m o A0 y o rr N rp• ~ II S. voo c o0 000 ocoo o c c o 0000000000 o0 . _ G-0.37 CCD N `� N Redwood o. WNN - - - v m .tNN (opengrain) � 8 �- ,... , , ,,, . . ,,... . . ,.., .. . .,.. ..., ,,..,,,,,.. ,...,- -" .- -. ., 7 ooN by G '1117, � o - o o o c o 0 00 0 0 0 0 0 0 F C II ,p W - , m pp W0 N N - A ' ,71 A W N N .,N G-0.36 �` .+G �'N lv tT 01 lA A W m m 'm Ui b O CO CO CO O V b W W m m fT m V A V V W Cr N O AC)n- o0 0 000 0000 o c o 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 = Eastern Softwoods 'n;'� Spruce-Pine-Fr(S) N+ m r- wN N -v m s.. ((..��N o Cr N Western Cedars A W�r a N m a m a. A 0 01 0 W O n 0 a N A o N GO W N 0 0 O 0 o O- a a 0Western Woods ,n W 1„ m O O 4, .= O c O O O c. O O OO O o O a a O N F gtQaQ �A -1:1D a G _. W ^ 01 w N N N l�p .. �'o- , . . . .- - . . . . c . . ... . .. . . ... . . . . .. .g IV Iv G-0.35 CD ° (.� _ _ Northern Species _J E A o , W m- L AO N V A o w .C A N W W N- N o -- o--O 0 0 0 o. N 00.h0 a 0 , o 0 0 O O O C 0 0 o o O O O O o O O O o O o o O O O O 0 I- N) N 8 a. al O --n IV of