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B16-2901 028-440-050
PERMIT NO: FORM NO . r , , Butte County Department of Development Services, DBP -1 PERMIT CENTER T ,fit a. . erwipw,a wwaal ' - BIN NO:, 7.County Center Drive, Oroville,;CA 95965 y , Main Ph6ne-53b.538.7601 Fax 530.538.7785 www.buttecountv.net/dd's i - PLEASE PRINT CLEARLY J v Ty. .PROPERTY OUV,NER'INFORMATI;ON Name In VKI. Last Nam First Name Mailing Address a*r �D 'he n' City , State Zip � State A Zig ,;i , n gill �l/W�/r_ Phone. Fax Email. Cell city- { _ Z70 ^yvo k. ",., ARCHI;fEC�T/ENGINEER . Name In VKI. + f I& uPa It Si Mailing Address I 38� 2toL' eve �'-- Z o City C�tt C`G� � State A Zig ,;i , n gill �l/W�/r_ Phone ;�-W !,. -�� i U, Fax Email city- { Cell CA State License No, r JOBV�UATION (Enfer valueo�f iatior, lnclud ng', $ nQnontracted materialsarge) x NTSIGN94TUREANDDate: DAE l y not Name __ -- PRO�JEC�T L�OCATI:O.N "• ""` APN. Property Address �. Oft �iJ�\ Cit Location must not be in thd city limits of Chico, Gridley, Oroville or Paradise, CCYZ /W- r C A c -n / u httLE is aos.buttecounty.net/flexviewer/bcdatasearch/index.htmi '" ., ,' . AP LIC'ANT: Last Name First Name Z If hiring other than a licensed contractor,:a certificate of worker's compensation must be shown at the time of permit issuance Mailing Address ' .box ,...LENDINGAGE:N,CxY Name a. S� City :' ^,i city- { Slate Zip Phone JOBV�UATION (Enfer valueo�f iatior, lnclud ng', $ nQnontracted materialsarge) Fax , plus OR , Living Area:' Email t Cell Open Area: r. NTSIGN94TUREANDDate: DAE l y not Name __ -- PRO�JEC�T L�OCATI:O.N "• ""` APN. Property Address �. Oft �iJ�\ Cit Location must not be in thd city limits of Chico, Gridley, Oroville or Paradise, CCYZ /W- r C A c -n / u httLE is aos.buttecounty.net/flexviewer/bcdatasearch/index.htmi '" ., ,' . WORKERS `�COMP•ENS�ATIOId G, Policy Number Carrier Z If hiring other than a licensed contractor,:a certificate of worker's compensation must be shown at the time of permit issuance http:/Avww;hcd.ca.46v/code s/mho/HCD Phone: (916) 255-2501 ,...LENDINGAGE:N,CxY Name �� Mailing Address, ,. , city- { t State Zip DESGRIP�TIONOR$CPEQF�INORK�' ' D Mobile Home permits (other than installation, foundation, utilities &oon-attached structures) structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: http:/Avww;hcd.ca.46v/code s/mho/HCD Phone: (916) 255-2501 Is this a Manufactured/Mobile Home (circle one) Yes Q.CC0 : �� ice: Res�c�ev\tiu\ coi, rL �cc;��i-yCSVAAtk� O JOBV�UATION (Enfer valueo�f iatior, lnclud ng', $ nQnontracted materialsarge) I plus OR , Living Area:' Garage:, y Open Area: r. Covered Area: 1.5,; TOTAL SQ: I Structure Built.without permits r Proposed Change of Occupancy/Use - Note previous/current use below: ( ,,�tFOROFFI,GEUSEONLI! (Zoning b' Flood Zone: iSRA: YES NO ❑ NPDES YES U NO ❑ Code Ent - YES NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy Type Construction Per t, ech: Date:: za *When filed, this application and all supporting material becom s s ject to the California Public Records A t,. All p blic,information related to this application is`subject to public inspection and w I posted on,the. County's website for electronic access.• . F Revlsed'12'19:2016' Page I of I i + - ,- Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecount-y .neUdds 01� 'FORM NO PLAN CHANG�,�RECHEC�OR RETURN Owner's Name: (- w- a` -\ o C iii o Contact Person Name: ,C V- bj\&XSo✓\ Contact email: Contact Phone Number: oll ( Date Submitted: 0 Jc'nll Permit Number: - 2 D Assessor's Parcel Number: .0 V). 440. 6 45 COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply' Response to Plan Check -Letter? ❑ Response to BuildirigInspection Correction Notice? ❑ Is there additional square footage? BUTTE 11 Is unfinished area being in -filled or completed? C'oIJNTY ❑ Other: MAR 0 9 2017 DEVELOPMENT /> LIST OF ITEMS SUlBMITTED SERVK 1. �r Gil l C Or (SCA O Q- 3AC'_ W S 2: x ce_5�0nSP 3. E 4. 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: Pa elofl Revised 7.20.2015 g �urrf Butte County Department of Development Sery PERMIT CENTER •couu 7 County Center Drive, Oroville, CA 95965 Main Phone (530) 538-7601 Fax (530) 538-7785 1"Vw.butlecounty.net/dds PLAN CHANGE, RECHECK, OR RETURN Owner's Name: ��ccv\ Co C_0`��C) Contact Person Name: e �12`c�C�_rSa>1 Contact email: S oe@�) IE_Q , o c.sekky 4 � Co✓`1 Contact Phone Number: Sip -B(8- -7oq. J Date Submitted: 3-// 2_ / Permit Number:R�6,- -qo Assessor's Parcel Number: 6).'$*406C'S ®'COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) FORM NO Please check any that apply: ®'Response to Plan. Check Letter? ❑ Response to Building'Inspection Correction Notice? BUTTE ❑ Is there additional square footage? COUNTY ❑ Is unfinished area being in -filled or completed? E! Other: MAY 12 2017 LIST OF ITEMS SUBMITTED SERVICES DEVELOPMENT 1. \ W a 3. 4. 5. Minimum I hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: I:;16 -2yO1 �r K:\NEW_WEBSITE\Building\E'*.,EiG„Fm...c.f:D��2 7 4 ”"a!tJh57f1 til i,t.3=4o:.plc: d\DBP\DBP- o6_Pl n.CI:- �-c orfla l�- r_u �l(1�(�4-5,fA,.e4a ?017 C:()i\41V1.;1Z'! May 11, 2017 Butte County Department of Development Services 7 County Center Drive Oroville, CA 95965 ATTN: Rick Mauldin and Philo Hunt P.E. RE: Assessor Parcel Number: 028-440-045 Building Permit Number: B16-2901 Plan Check #2 1.316 -?9 ) I 028-440-04 N`AY .1 i Greetings Rick and Philo, Following are our responses to your Plan Check #2 Review Letr ter: GE ERAL COMMENTS: Ki. he Occupancy Group of the Garage has been updated to U on Sheet A-0.0. The change has been clouded and marked a2a. The fire separation assemblies have been called out on Sheets A-2.0 and A-3.1. The change has been clouded and marked with a 2c. . A fire sprinkler is called out in the Notes on Sheet A-0.0 and has been submitted. XIA second exit has been addedto Room 102 and is shown on Sheet A-2.0. The change has been clouded and marked a 2e. Hyland Fisher — Architect, a licensed design professional, has reviewed, stamped, and signed the plans. The Scope of Work has been updated on the Cover Sheet. yland Fisher—Architect, a licensed design professional, has reviewed, stamped,.and signed the plans. SAI believe that all the outstanding items have been resolved as a part of this plan check response. We have also added O a additional information to the plans to clarify code requirements not discussed .in the previous plan checks. All changes have been clouded on the plans. Mf Hopefully this will be the final plan check review. If there are additional comments, assuming they are minor, -maybe A ey can be redlined and initialed by the architect. NON-STRUCTURAL COMMENTS The Sheet Index has been updated and shown on Sheet A-0.0. • The Room Natural Ventilation and Room Natural Light calculations have been added to Sheet:A-2.0. The change has Been clouded and marked with a 1-3] ►The locations of the Smoke and Carbon Monoxide Alarms have been updated on Sheet A-2.0. The changes have been . clouded and marked with a 15. A Bathroom fan note has been added as note #5 under ELECTRICAL NOTES on Sheet A-2.0. The change has been clouded and marked with a 16. AFCIs havebeen added to the plans and ELECTRICAL NOTES on Sheet A-2.0. HYLAND H. FISHMARCHITECT All receptacles in the Garage are now GFCI. All receptacles in the Kitchen area (and all potential wet area receptacles) are now labeled as GFCI. A note indicating the si d source.of the Electrical, Panel has been added to Sheet A-2.0. The changehas been clouded and marked with a 132.1 .& 34. The controls for the higicacy lights in the Garage have been called out on Sheet A-2.0. The change has been clouded and marked with a 34. ', `Stair handrail details have been added to Sheet A-2.2. ` y •. � 1 Attic ventilation calculations; including NFVA values, are shown on Sheet A-2.1. WrigiA 6 mil. Polyethylene vapor retarder was installed under the concrete. slab during construction. A letter from the nal contractor indicating this is a part of this resubmittal. t Water closet and shower locations, clearances, and minimum sizes are now shown on Sheet A-2.0. z (The 2013 CalGreen Residential Mandatory Measures Check List is a part of this submittal. The 2013 CalGreen Construction Waste Management form is a part of this submittal. This note has been added as note #6 under GENERAL NOTES on Sheet A-2.0. The change has been clouded and marked with a47] Per my meeting with Curtis Johnson on May 5, 20171he eaves are not required to be covered with ignition resistant material. Typical Wall Section Detail #4 on Sheet A-3.0 has been updated to clarify the existing condition. This note has been added as note #7 under GENERAL NOTES on Sheet A-2.0. The change has beenclouded and marked with a 49• Please see responses to items #37 and #48 above. PC2 New Comments: The square footage'Values on Sheet A-0.0 have been revised. The change has been clouded and marked with a 53. The fire separation assemblies have been called out.on Sheets A-2.0 and A-3.1. The change has been clouded and marked with a 2c. i f STRUCTURAL COMMENTS 1 PP New Structural Comments A note to comply with this request has been added to the EAST AND WEST SECTION #3 on Sheet Attachments hf r ' All numbers relate to plan check revisions from county. Henderson Residence 2. A. the correct occupancy for the garage has been shown on the cover sheet. The Garage will not be used for any motor vehicles, therefore is classified as a storage (S) occupancy. No hazardous material will be stored in such area C. A section detail has been drawn. Refer to 3/A3.1. The correct wall board has been identified separating the attic space and the dwelling space from the storage area D. The owner has a fire sprinkler system designed and has submitted to county. E. There are two main exists that go to the exterior of the building. One is the front door (by bathroom) the other is an egress window located in the bedroom/102. The rest of section 420 and 425 has been listed underneath the floor plan. The building complies with all. 3. Justification for this being an exempt structure has been added to the cover sheet of the plans per B & P 6737.1 4. The scope of work has been updated. I included all mechanical, electrical, plumbing and everything in between. 9. Understood 10. Understood 11. Plan sheet numbers have been corrected and relate to cover sheet index 13. All calculations for natural lighting and natural ventilation have been done correctly. Windows were added in rooms that needed them. See calculations on floor plan A2.0 15. A smoke detector and carbon monoxide alarm have been added upstairs. Also, the smoke alarm that was in front of the bathroom downstairs has been moved to the corner of the entry where it is away from appliances and the bathroom. 16. The CFM rating has been specified on electrical note #6 on A2.0. The CFM rating shall be 140. Two toilets and two showers respectively 17. Electrical note #3 on A2.0 has been corrected to specify the entire dwelling to be AFCI protected. 29. The ceiling outlet in the storage room is GFCI protected. 30. The outlets that are near the sink have been GFCI protected 32. The correct amperage has been noted on A2.0. The panel is 100 AMPS and is being fed by a completely different meter (PGE) than the main dwelling. 1)l.c.l-P1i �i 1�^1 I^2-440 U -04f i.U'.0.;0.:'017 - -I .I I: 1,C) 7 1 1: (:: z , 34. The lights in the storage room have been specified to have a on off switch along with a vacancy sensor. 36. A detail has been drawn on A2.0 of the stair handrail. It is a 4" handrail with closed ends. It is 1 W inches away from the wall 37. The attic ventilation calculations has been added. 6 gable louver vents, 2 cobra ridge vents, and 20 eave vents have been specified. See calculations on A2.1 for details and NFVA per vent. 41. Engineer has advised that testing for the vapor barrier underneath the slab would cause damage to the barrier and in turn, ruin it.. The contractor who built the structure can verify the barriers existence in a written letter with license number. 42. Sections have been reviewed. A dimension has been added In front of the water closets to show 2' clearance and a 30" circle dimension has been added to the shower. Showers are same size. 43. Owner will submit 44. Owner will submit 47. Refer to general note #7 on A2.0. Note has been updated and all windows meet requirement. 48. Refer to detail 4/A3.0. a note has been added. The eave construction is an open eave with vent every other eave. See roof plan for specifics on eave vents. 49. Refer to General note #8 on A2.0. the door proposed is a 1 %:" solid wood door with a window in it. It has a noncombustible metal finish on both sides. 52. The eave vents specified are tested and approved for the resistant of embers or flame. Refer to venting calculations for more detail. 53. The reason the square footage seems off is because the Title 24 area was calculated with the small area in front of the stairs. If you include that small area, you get 853 SF as noted on the cover sheet. 54. Refer to A2.0. a note has been added to the ceiling portion of the storage area that separates the second story from the first story. No less than 5/8" type x wall board may be used in this area. Also, refer to 3/A3.1, no less than %" wall board may be used for the separation between the storage ceiling and the attic space as well as the storage separation from the first and second story of the dwelling. STRUCTURAL 2.. The.l joist spacing is 16" on center. The plywood subfloor is W thick and has been verified with structural engineer to have a live load of 40 pounds per square foot. Refer to 3/A3.0 for updated note on section. ' 713 Burnt Ranch Way. Chico, CA. 310 430 8466 'PROJECT NAME: Henderson Residence " PROJECT ADDRESS: 40 Coyote Moon Trail, Oroville, CA 95914 rPlan Check Revision notes .'= -All line items correspond with initial numbering from'Butte County Building Department plan check requirements ` Non Structural Comments •' J All correct codes have been referenced in note #2 on the cover sheet I completed a code analysis and updated the information for all occupancies, usage, etc. see info in cover sheet We are providing only drafting services for Joe Henderson. We are not designing this building in any way, simply showing what is there. Part of the reason why these plan checks were so lengthy was because Joe has not completed several things prior to me drawing these plans. - A complete scope of work has been identified in the cover sheet ,AK I corrected the ambulatory issue. This is considered an ambulatory care facility with ambulatory residents. . 1 clarified the proposed use in the scope of work on the cover sheet 7. Butte county Fire department has been contacted, and they.have,inspected. The structure passed - 8. NA - x _ 9. NA 10. NA All drawings have been listed on the cover sheet 12. The window in the sleeping room is an a ress window and is up to code t , 13. See calculations sheet A2.1. 1 calculated each room and specified what openings are letting in natural light per code 14. Garage floor slope has been shown where it slopes to the main_ entrance of garage + 5. Location has been shown, refer to sheet A2.1.; a 16. Note has been added to sheet A2.1 17. Refer to electrical note # 3 on sheet A2.,1- f8. 2.F 18. Refer to electrical note #4 on sheet A2.I- ;19. Two outlets have been added to the front of the structure and•the•back. See A2.1 for.location. Both are GFCI and water proof , All receptacles in garage are GFCI An outdoor light has been installed outside of front door. This light is controlled,by a on off switch and is LED. It also has a motion sensor. See A2.1 for location r •, The mechanical disconnect has been shown'near.the Heat pump. unit'_ ' See A2.1, note above the bathroom 24"'All locations of plugs are now within 6' of each -other " -ZYThere are two outlets that are GFCI above the kitchen counter 26. Outlets have been provided,•" j 27. Refer to electrical note #5 on A2.1 BUTTE ' , ' • = r C0LJNTY, • �8� Refer. to electrical note #6 on A2.I 29. All outlets are GFCI protected MAR O 9 20�� 30. Outlets are GFCI protected z , 31 Refer to general note #5 on A2.1 DEVELOP.\4ENT 32:, The size and amperage of the service panels have been identified on A2.1 ` SERVICES"' 33:. Refer to side note on A2.1 by the electrical panels i o 34. Refer to electrical note #7 on A2.1 . t C 35. -Refer to electrical #7 on A2.1 #6. Handrail for stairs has been shown on A2.1 37. Attic, ventilations have been calculated and'shown on A2.2 ..38. Correct insulation has been identified on sheet A3.0 as per title 24 _.39. The fireplace and chimney has been completely removed from structure ' 40. Fireplace and chimney removed . Al. Note has been added to typical wall section on A3.0 42. Water closet location and shower size is un to codes referenced refer to General -note # 9 on A2:1'- 'MMU° 713 Burnt Ranch Way. Chico, CA. 310 430 8466 '.43. Owner to provide - ` '44. Owner to provide �7 45: The materials are compliant - h • ., . f z r 46. Refer to general note # 6 on A2• i. 47. See general note n sheet A2.1 48. Refer to. note # I on A2.2 49• Refer to note #8 on A2.1, :* 50. This note does not apply, there are no exterior porch ceilings w ' +' S1 • Refer to note #2 on A2.2 52. Refer to -note # 3 on A2.2 t = Siructural Comments +done - 1. Special inspection_ has been and turned into you. It was turned in after this plan check was issued. 6•!1 (�1",40N t W W V "ccz �o L% Q ?.J m " WQ- a J 5 3:0k '\x, Wo WLUN � m o LLJ U � 1 a- -1 Q •� M1.. \: . <-' (i NS W W V "ccz �o L% Q ?.J m " WQ- a J 5 3:0k '\x, Wo WLUN � m o LLJ U � 1 a- r vo i2- pG s• u yh 1 - -1 c u o a V. \ s r vo i2- pG s• u yh 1 - s Jerry Procopio y Owner/Licensed Contractor - # 656807 Cell. Phone: 530-370-9009 Permit Number: B16-2901 APN: 028-440-045 .; To Whom it may concern, ` I Jerry Procopio am writing this letter.to the appropriate department to confirm that there is a 6 -mil polyethylene vapor retarder installed underneath the slab of concreate in the building that pertains to the permit number listed above. I herby certify that I installed this vapor retarder correctly and to the minimum requirements asked of from 2013 CRC Section R506.2.4 The Engineered contracted has advised us that the field verification of the retarder will result in the barrier being compromised and' no longer will it be up to specified code. If there are any other questions or concerns, please contact me with the number listed above. • Best regards, ,s X erry Procopio t , .BUTTE COUNTY ' BUILDING DIVISION r r . APPROVED ' �% Co`o . BUTTE • COUNTY r ' APR 0 3 2017 • _ DEVELOPMENT f SER VICES BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: Building Permit #, Owner Name: Owner Phone: Jobsite Address: Project Type: D Construction 0 Demolition Jobsite Contact: Company: Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL Reuse Tonna a Recycle Tonnage Disposal: Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED - Inert Material (concrete, asphalt) _ Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: . (Owner or Contractor): Circle which Final Report returned with comments: (Initial) Date: Date: Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. Final Report approved: (Building Inspector) Date: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: 0��,ff gQ&560 Building Permit#_ T, -3\G - P -C,0 Owner Name: .�e«" \ c\ CoQi O Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive . Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address: Po Zoe U i�;-(o D roy 1 \ \ e CA iT Owner Phone: (q-3-) B C, 8 - 7 O Ct Jobsite Address: .qo (�P4o�e t 060 Project Sq. Ft.: 3/'d-7<9 Project Type: Konstruction I Demolition Jobsite Contact: S& -c Company: F'h' Sad Jobsite Phone: `;o) BCR —7� ct 1 Brief ro\j of description project: 0MV-crt-i P P q f�-F C>Ce.�.Oi� t tiAv Svv"'tt�a� \��,.�i�\ Cun \'L du^c By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner 1 Contractor) Signature: Circle Date: ( 1 —7 MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) A-1 �e.eo\o Lumber Can��Ct;olti Si4 Plant/Tree Debris -H1�,:?"l.)1• Dry Wall �( �tcq ko C1 Li V 1 MetalI' to ` — IAC - Cardboard e C. Other: Other: Recovery Plan approved: (Building Division) Date: Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net Residential Mandatory California Green Building Code Measures Based on the 2013 California. Green Building Standards Code Checklist _ Effective July 1, 2015 ` VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD Prerequisites and electives' Entorcin Installer or Third FEATURE OR MEASURE - ^ . g Agency Designer party f ❑ ❑ ❑ Mandatory Tier 1 Tier 2 All ( All All PLANNING AND DESIGN ,Site Develo 'rncnt 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. ' 4.106.3 Constriction plans shall indicate how site grading or a drainage system will manage all surface water flows to keep water from entering buildings. 4.106.4 Provide capability for electric vehicle charging in one- and two-family dwellings and in townhouses x ❑ with attached private garages; and 3 percent of total parking spaces, ass ecified• for multifamily dwellings. ENERGY Effild ✓1ACY- General 4.201.1 Building meets or exceeds the requirements ofthe ❑ ❑ California Building F,nergy Efficiency Standards3. x WATER EFFICIENCY AND CONSERVATION Indoor- Water Use #( r 4.303.1 Plumbing fixtures (water closets and urinals) and I ❑ ❑ fittings (faucets and showerheads) installed in residential , buildings shall comply with the prescriptive requirements of Sections 4.303.1.1 through 4.303.1.4.4. 4.303.2 Plumbing fixtures and fittings required in Section p ❑ ❑ 4.303.1 shall be installed in accordance with the California Phanbhw Cade, and shall meet the applicable referenced standards. Outdoor Water Use �. 4.304.1 Automatic irrigation systems controllers I installed at the time of final inspection shall be weather ❑ ' • ❑ or soil moisture -based. Enhanced Durability and Reduced Maintenance,' 4.406.1 Annular spaces around pipes; electric cables, ® ❑ ❑ conduits or other openings in plates at exterior walls shall be protected against the passage of rodents by closing , such openings with cement mortar, concrete masonry or similar method acceptable to the enforcingagency. ' Construction Waste Reduction, Disposal g _.._........ ---..._._........_.._.... -- - ..._E. _......:_..._.__....-.- ............... _..........................._ ..._.. and Ree cling 1 " ' ' ' , '.xa� :_. 4.408.1 Recycle and1or salvage for reuse a minimum of i _._......._...... ❑x ... ........ .................................................. ..................... I ❑ 124 I ❑ 50 percent of the nonhazardous construction and demolition waste in accordance with one of the following: i 1. Comply with a more Stringent local construction and demolition waste management ordinance; or I , 2. A consuvction waste management plan, per j - _______ __------- Section 4.408.2; or 3. A waste management company, pet- Section 4.405.3; or ; 131 t;_� .�1)1 t t 4.Thc waste stream reduction alternative, per Section 4.405.4. � ,�; ,, '.,.,'i C)i,` Buildin 'Maintenance and Operation 4.410.1 An operation and maintenance manual shall O ,; j ❑ - ❑ be provided to the building occupant or owner. j j ENVIRONMENTAL; QVAI Fireplaces 4.503.1 Any installed gas fireplace shall be a direct-vent i sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase 11 emission ❑ ❑ limits where applicable. Woodstoves, pellet stoves and t fireplaces shall also comply with applicable local ,Pollutant.Confrol 4.504.1 Duct openings and other related air distribution ® ❑ ❑ I component openings shall be covered during 4.504.2.1 Adhesives, sealants and caulks shall be ❑ ❑ compliant with VOC and other toxic compound 4.504.2.2 Paints, stains and other coatings shall ❑ ❑ be compliant with VOC limits. 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other ❑ ❑ toxic compounds: 4.504.2.4 Documentation shall be provided to verify ❑ ❑ that compliant VOC limit finish materials have been 4.504.3 Carpet and carpet systems shall be compliant x ❑❑ ❑ with VOC limits. 4.504.4 80 percent of floor area receiving resilient flooring shall comply with specified VOC criteria. 4.504.5 Particleboard, medium density fiberboard (MDF) j and hardwood plywood used in interior finish systems • ❑ i rE( ❑ shall comply with low formaldehyde emission standards. i Interior Moisture Control; 4.505.2 Vapor retarder and capillary break is installed at x ❑ i ❑ slab-on-grade foundations. 4.505.3 Moisture content of building materials used in ❑ C3wall and floor framing is checked before enclosure. r -�V indoor Atr Quality Ex.haust a.nd EnvirunmenialComtort, 4.507.1 Reserved. i j 4.507.2. is selected using the following methods:' I ❑ ( ❑ 1. Establish heat loss and heat gain values according to ANSI/ACOA 2 Manual J-2004 or equivalent. 2. Size duct systems according to ANSI/ACOA 1 Manual D-2009 or equivalent. 3. Select heating and cooling equipment according to , ANSUACCA 3 Manual 5-2004 orequivalent. insfallbr' and Special lnspector.Quall ifications`>�" Qualifications 702.1 HVAC system installers are trained and certified in x ❑ ❑ the proper installation of HVAC systems. 702.2 Special inspectors employed by the enforcing agency must be qualified and able to demonstrate ® E] ❑ competence in the discipline the), are inspecting. Verification"s'� "r ° yl: K .�x�� _ . . , _ 703.1 Verification of compliance with this code may _.....--_---- .._--....................... _.... _.._..r.-....._......... _......----.._......_._..----._........... ......... ........ ---...................._.... ...... - include construction documents, plans, specifications I builder or installer certification, inspection reports, or ❑ ❑ other methods acceptable to the enforcing agency which V show substantial conformance. BUILDING ENERGY ANALYSIS REPORT PROJECT: Henderson Shop Conversion 40 Coyote Moon Trail Oroville, CA 95914 Project Designer: SI Design 713 Burnt Ranch Way Chico, CA 95973 (310) 430-8466 Report Prepared by: Max Ramirez 22189 Samson Ave. Corning, CA 96021 (530) 321-7242 BUTTE COUNTY BUILDING DIVISION APPROVED Job Number:�t° 122316 -Henderson Shop Conversion Rev #1 Date: 5/23/2017 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Energ Pro 6. by EnergySoft User Number.- 5733 ID: 122316-h{enderwt? Si TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01-E Certificate of Compliance. 3 Form RMS -1 Residential Measures Summary 11 Form MF -1 R Mandatory Measures Summary 12 EnergyPro 6. by EnergySoft Job Number: ID: 122316 -Henderson Shop ConversiC' User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:54, Tue, May 23, 2017 Calculation Description: Title 24 Analysis Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION 01 Building Complies with Computer Performance as.. I f--" " 01 Project Name Residential Building �A 1 A A" Y' -l. 1�.. ik r1. /'1 ♦ / �F !r'1. If- R'1 This compllan& analysis Is valld-only for permitlt application's�through-December 31; 2016 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 40 Coyote Moon Trail Compliance Margin Percent Improvement 04 City Oroville 05 Standards Version Compliance 2015 06 Zip Code 95914 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1721 15 Number of Zones 2 16 Slab Area (ft) 868 17 Number of Stories 2 18 Addition Cond. Floor Area 0 19 Natural Gas Available No 20 Addition Slab Area (ft) 0 21 Glazing Percentage (%) 9.3% COMPLIANCE RESULTS 01 Building Complies with Computer Performance as.. I f--" " 02 This building DOES NOT requIre HERS Ve If�cation17- _-Il I I �A 1 A A" Y' -l. 1�.. ik r1. /'1 ♦ / �F !r'1. If- R'1 This compllan& analysis Is valld-only for permitlt application's�through-December 31; 2016 Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-2307:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-01202016-433 Report Generated at: 2017-05-23 06:55:48 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 20.47 19.74 0.73 3.6% Space Cooling 41.75 45.97 -4.22 -10.1% IAO Ventilation 0.00 0.00 0.00 0.0% Water Heating 24.36 11.24 13.12 53.9% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 86.58 76.95 9.63 11.1% Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-2307:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Residential Building Calculation Date/Time: 06:54, Tue, May 23, 2017 Page 2 of 8 Calculation Description: Title 24 Analysis Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: -- None -- Cooling System Verifications: • -- None -- HVAC Distribution System Verifications: • -- None -- Domestic Hot Water System Verifications: • -- None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by TitTftle 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. l a R� � . Refel�nce Energy Us®l r Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2- r)" , ' '129.56 ;a 9.63 6.9% includes calculated Appliances and Miscellaneous Energy Use (AMEUV f LJ Cj . BUILDING • FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 1721 1 1 2 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 -Lower Conditioned HVAC Systenil 868 8 DHW Sys 1 Zone 2 -Upper Conditioned HVAC Systeml 853 8 Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-23 07:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis CF1 R -PRF -01 Calculation Daterrime: 06:54, Tue, May 23, 2017 Page 3 of 8 Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (tt2) Tilt (deg) Status Verified Existing Condition Left Wall Zone 1 -Lower R-19 Wall 270 Left 91.8 20 90 Altered N/A Rear Wall Zone 1 -Lower R-19 Wall 0 Back 304.5 20 90 Altered N/A Right Wall Zone 1 -Lower R-19 Wall 90 Right 157.8 58 90 Altered N/A Demising Wall Zone 1-1-ower»_Garage_ R-13 Wall 417 20 New N/A Left Wall 2 Zone 2 -Upper R-19 Wall 270 Left 188.6 0 90 Altered N/A Rear Wall 2 Zone 2 -Upper R-19 Wall 0 Back 304.5 30 90 Altered N/A Right Wall 2 Zone 2 -Upper R-19 Wall 90 Right 157.8 32 90 Altered N/A Demising Wall 2 Zone 2-Upper>>_Garage_ R-13 Wall 335 0 New N/A Roof Zone 2 -Upper R-38 Roof Attic 853 Altered N/A Front Wall _Garage_ R-0 Wall 2X6 180 Front 695.7 0 90 Existing No Left Wall 3 _Garage_ R-0 Wall 2X6 270 Left 793.3 196 90 Existing No Right Wall 3 _Garage_ R:,0 90� ` Right X649_ 392 90 Existing No Roof 2 _Garage Rt0 Roof Arttio -1 Y 156{4 J Existing No "%-%I 1 -- — - - — I_ ATTIC � 1"E R IS P €1 0' V ! L) L 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emlttance Radiant Barrier Cool Roof Status Verified Existing Condition Attic _Garage_ Attic Garage Roof Cons Ventilated 6 0.1 0.85 No No Existing No Attic Zone 2 -Upper Attic RoofZone 2 -Upper Ventilated 6 0.1 0.85 No No Existing No Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-23 07:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD -CF1 R -PRF -01 Project Name: Residential Building Calculation Date/Time: 06:54, Tue, May 23, 2017 Page 4 of 8 Calculation Description: Title 24 Analysis • Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx WINDOWS 01 02 i 03 04 05 06 07 08 .09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading Status Verified Existing Condition Window -3068 Left Wall (Left -270) ---- ---- 1 20.0 1.04 0.76 Insect Screen (default) New N/A Window Rear Wall (Back -0) ---- 1 20.0 0.34 0.34 Insect Screen (default) New N/A Window 2 Right Wall (Right -90) 1 58.0 0.34 0.34 Insect Screen (default) New N/A Window 3 Rear Wall 2 (Back -0) 1 30.0 1.19 0.83 Insect Screen (default) Existing No Window 4 Right Wall 2 (Right -90) 1 32.0 0.34 0.34 Insect Screen (default) New N/A DOORS 01 02 03 04 05 06 Name Side of Building Area (ft) U -factor Status Verified Existing Condition Door Demising Wall 20.0 0.50 New No Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-23 07:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 06:54, Tue, May 23, 2017 Calculation Description: Title 24 Analysis Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx CF1 R -PRF -01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 06 09 Name Zone Total Cavity Winter Design Edge Insul. R -value Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 73 None 0.8 No Existing No • Inside Finish: Gypsum Board • Cavity / Frame: no insul. 12x4 R-0 Wall 2X6 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Cavity/ Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board • Cavity/ Frame: R -13/2x4 R-13 Wail Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board � 2x4 Top Chord o Roof -Tr us24 • Cavity/Frame: no insul. /2x4 Top Chrd Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 2 Upper Attic Roofs Wood Framed Ceiling:in-O. noneVJ 0 644 Roofing: Light Roof (Asphalt Shingle) u `sa )ji as' =a Inside Finish: Gypsum Board R-38 Roof Attic Ceilings (below attic) F t Wood. Framed -Ceiling_ rr--�� tii_ _2x4 @ 24TH. O.C. � 1 s r-� I V A 38J + r-13 T 0.025 • Cavity/Frame: R-9.1 /2x4 Over Ceiling Joists: R-28.9 insul. • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking • Cavity/Frame: no insul. /2x12 R-0 Floor No Crawlspace . Interior Floors Wood Framed Floor 2x12 @ 16 in. O.C. none 0.196 Ceiling Below Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 06 09 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value Carpeted Fraction Heated Status Verified Existing Condition Slab Zone 1 -Lower 868 73 None 0.8 No Existing No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required --- Registration Number: 216-AO4750138-000000000-0000 Registration DateMme: 2017-05-23 07:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Residential Building Calculation Date/Time: 06:54, Tue, May 23, 2017 Page 6 of 8 Calculation Description: Title 24 Analysis Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Status Verified Existing Condition DHW Sys 1 DHW Standard DHW Heater 1 1 Annual New No WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efflclency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.84 EF 185000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation 4owx Plel:P,ipIngn ", Compac�t=Dlstrlbutlon Point -of Use Recirculation with Manual Control Recirculation with Sensor Control DHW Sys 1 n/at% n/a ' Vin/a n/a n/a n/a SPACE CONDITIONING SYSTEMS 01 02 '"03 � - � 04 - - � 05 66 07 08 09 DuctlessHeatPump 10.2 22600 19000 Heating System Cooling System Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served ___7New Status Condition HVAC Systeml Heat Pump Heating Heat Pump No Heat Pump No none 1721 No and Cooling System System 1 System 1 HVAC - HEATING SYSTEMS: Heat Pumps 01 02 03 04 05 06 07 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Heat Pump System 1 DuctlessHeatPump 10.2 22600 19000 16 10.2 Registration Number: 216-A0475013B-000000000-0000 - Registration Date/Time: 2017-05-23 07:00:52 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Residential Building Calculation Date/time: 06:54, Tue, May 23, 2017 Page 7 of 8 Calculation Description: Title 24 Analysis Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAO CFM IAO Fan Type IAO Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 0 Default 0—naClMmfed Cal CERTS I D E. RX Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-23 07:00:52 HERS Provider: CalCERTS inc. �;�CAuilding Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 r t r I D E. RX Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-23 07:00:52 HERS Provider: CalCERTS inc. �;�CAuilding Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 Report Generated at: 2017-05-23 06:55:48 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis CF1 R -PRF -01 Calculation Date/Time: 06:54, Tue, May 23, 2017 Page 8 of 8 Input File Name: 122316 -Henderson Shop Conversion (SI) --Rev #1.ribdx DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: ' Documentation Author Signature: LX. LRamirez Max Ramirez Company: Signature Date: Golden Sun Designs 2017-05-23 07:00:52 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or -system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted"t,-othe enforcement agenc,y for approval with thiilding permit application. Responsible Designer Name: i {Responsible Designer Signature: LWax CA Ramirez Max Ramirez AL � I J V Company: 7 R Date Signed: a — 07::52_4 t Golden Sun Designs 2017-05-23 Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-A0475013B-000000000-0000 Registration Date/Time: 2017-05-23 07:00:52 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01202016-433 t>s� Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-05-23 06:55:48 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Henderson Shop Conversion Building Type m Single Family ❑ Addition Alone ❑ Multi Family M Existing+ Addition/Alteration Date 5/23/2017 Project Address 40 Coyote Moon Trail Oroville California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,721 Addition 0 # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Wall Wood Framed R 19 1,045 Altered Slab Unheated Slab -on -Grade - no insulation 868 Perim = 73' Existing Demising Wood Framed R 13 732 New Roof Wood Framed Attic R38 853 Altered Demising Wood Framed w/o Crawl Space - no insulation 853 New FENESTRATION Total Area: 160 Glazing Percentage: 9.3 New/Altered Average U -Factor. Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades 0.45 Status Left (W) 20.0 1.040 0.76 none none Bug Screen New Rear (N) 20.0 0.340 0.34 none none Bug Screen New Right (E) 90.0 0.340 0.34 none none Bug Screen New Rear (N) 30.0 1.190 0.83 none none Bug Screen Existing HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 10.20 HSPF Split Heat Pump 16.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ductless/ with Fan Ductless r✓a n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.84 Standard New EnervyPro 6. by Erne Soft User Number: 5733 ID: 122316 -Henderson SI Pae 11 of 15 suis Eow-ruse Kesiaentiai ivianaatory measures 6ummary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(1a)5: Fenestration pioducts (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-11 l (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofmg material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CFIR. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFIR. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § I50.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class U vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)l: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)IB: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 110.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §I10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in § 150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). §150.00)IA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 150.00) I B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § I50.06)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.06)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. zup ii,ow-mse Resiaentiai manaatory ineasures niummary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I50.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class It vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category Ill or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §110.3(c)5. §150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/3 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. §150.0(m)7-. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not §150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of §150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)lA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat zuis Low-K1Se Kesigentlal ivianuatory ivieaSureS ;!oIlmmary §I 10.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § 150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of §150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)1C: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. §1 50.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § I50.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. §150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in §150.0(k)2. §150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal Lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not lirnited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing(rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the appticable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: zui-j Low -fuse Kes1<aential lvianaatory Measures zmmmar_y a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with § 110.9; meets the Installation Certification requirements in § 130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110,9, § 130.0, §130.2, § 130.4, § 140.7 and § 1.41.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D ' shall comply with the applicable requirements in § l 10.9, § 130.0, § 130.2, 130.4, § 140.7 and § 141.0. § t50.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §150.0(k)10: Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9, § 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)12B: i. Comply with the applicable requirements in § 110.9, § 130.0, § 130. 1, § 140.6 and § 141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10 b through 110.10(e). §110. 10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §110.10(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. §110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". MiTek® MITek USA, Inc... 7777 Greenback Lane ' Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Henderson_JJ Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision , based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: 849343627 thru R49343627 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. . .. `Ire ✓t �� G � t Q?,gFESs/0,- 1116 -?901 028-440-045- 133, 1W �c W w C .75435 c m XP-TOiC \I:l 1 _\C I1, SF (172 1,1 , EXp.0313112018 ' C PERMIT # 1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR December 28,2016 Teodosescu, Eduard COD M'PLIANCF, ` DATE-- '? IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown ` on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the - responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. , Symbols Numbering System ® 'General -safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated.,6-4-8 dimensions shown in ft4n-sixteenths Damage or Personal Injury Dimensions are in ft-in-siteenths. (Drawings not to scale) Apply plates to both Sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. - diagonal or X -bracing, is always required. See BCSI. 1 n /16 2. Truss bracing must be designed by an engineer. For 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator d. bracing should be considereC1-2 C24 WEBS 4 3. Never exceed the design loading.shown and never inadequately braced trusses. p, stack materials on For 4 2 locate O 6 > ; �y� a 0 4. Provide copies of this truss design to the building designer, x orientation, U ab _ erection supervisor, property owner and interested plates 0 -'Al' from Outside CL U all other parties. edge of truss. 0O 5. Cut members to bear tightly against each other. cr_s C6-7 c5_6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI I. ' Plate location details available In MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is anon -structural consideration and is the width measured perpendicular 4 X responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead bad deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS Indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or ESR -1311, ESR -1352, ER -5243, 96048, in all respects, equal to or better than that specified. by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint I>•! ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. - 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with ,_r project engineer before use. Industry Standards:.-�.. — ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. k M ITe O and pictures) before use. Reviewing pictures alone is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ra PERFGRM.'" ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10208 7 Job Truss Truss Type . Qty { Job Truss Truss Type . Qty - I �. i 849343627 HENDERSON_JJ A11 DBL. HOWE FyI r ` Job Reference (optional) Endeavor Homes, Orovllle, CA 95965 - - - 7.430 s Jul 25 2013 MITek Industries. Inc. Tue Dec 27 16:35:03 2016 Pagge 1 + ID:ztlePoPuSjbSMjtQCWgediy4i9A-ordtw7U_16jQ_IaF9TpC7Ws7YjST4ls01gb7SOy4gz6 f r -2�0 - 7-0.12 13£-6 } • zao•o '- 26.510 32-11-4 40.0-0' i 42-0.0 i 2-0.0 7-0.12 ?. � 6-510 � 6-510 � S ' E-510+*, Y 6510 - � 7 P - _ Scale = 1:72.3 {. • . ` . - 4 + •+ 5x5 • '* . ~. -5:50 12' tT1d a• .5 ..f1 1 .. �. •� +' ' y • -..• { . 3x4 3x4 I- 4 - - • „ . ` w - 5x5 i ,a r ^ r• i • • S - - - . 5x5 w s 21 •• _ i i- `� -a r• B Na 9 11 • 3x5 - - 13 14 15 12 16 1• 17 + 'it ,18 a 19 10 . 3x5 - e 3x4 = 5x6 = - - 5x6 =r `• 3x4 = . +.. ' 8-4-4 _ • 16-1-7 " 23.10.9 31.7-12 •` 40.0-0 , 9-4-4 7-9-3 - 7.9.3 8.4-4 Plate Offsets (X,Y): [3:0-2-8.0-3-01, [7:0-2-a,0-3-0), [11:0-3-0,0-3-41, [12:0-3-0,0-3-41 f LOADING (psf) SPACING 2-0-0 CSI „ . DEFL. in (loc) I/defl Ud ' `PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.25 11-12 >999 360 MT20 220/195 'TCDL I47.0 Lumber Increase 1.25 ', BC 0.75 Vert(TL) -0.56 11712 >845 240 BCLL 0.0 ' Rep Stress Incr NO WB '0.38 Horz(TL) 0.14 8 n/a n/a BCDL 7.0 • " • " Code IBC2012rTP12007 (Matrix) ' Weight: 194 lb ' FT = 20% 4 LUMBER BRACING { TOP CHORD 2x4 OF No. 2 � a ' TOP CHORD Structural wood sheathing directly applied or 3 5 12 oc purlins. BOT CHORD 2x4 DF No.2 c _ BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. - WEBS 2x4 DF Std *Except* MiTek recommends that Stabilizers and required cross bracing 5 11,512: 2x4 DF. No.2 *i. be installed during truss erection, in accordance,with'Stabilizer y ' • � Installation guide. REACTIONS (Ib/size) 2=1366/0-58 (min. 0.1-8),8=1366/0-58 (min'0-1-8) Max Horz 2=188(LC 7) ` Max Uplift2=344(LC 8), 8=-344(LC 8) Max Grav 2=1393(LC 13), 8=1393(LC 14) _t,. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2628/518, 3-4=2527/547, 4-5=2021/503, 56=2021TY•/503, 6-7=2528/547,-A BUTTE COUN' + 7-8=-2626/516 BUILDING DIVISION BOT CHORD 2-13=-367/2452; 12-13-256/2060, 11-12=-123/1556, 10-11-256/1942, 8-10=367/2311 IRL. WEBS 511=-149/827, 6-11=-477/197, 6-10=-83/467, 7-10=-251/150, 512=149/827, t • AppROVED 4-12=-476/197, 4-13=-83/467; 3-13=251/150 ' NOTES :. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL--4.2psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) WARNING: Top chord roof live load is below minimum required by ASCE 7. The building design professional for the overall structure to verify adequacy of top chord live load. +« 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf.1. 1 . 4 �OFESSIp 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 Ib uplift at joint 2 and 344 Ib uplift at 'T EOQ� q��2 . joint 8:.., [ Q 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) JQ�i # & . C 75435 n m • LOAD CASES) Standard ;: ' ^ � W t Crin 1.) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ry, EXP. 0313112018 Uniform Loads (plf) 4 4 +. * 1k ' Vert: 1-5=46, 59=-46, 2-12=14, 11-12=-34(F=20), 8-11=-14 T, ^ ` , December 28,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Mll-7473 rev. 10/03/3015 BEFORE USE. , Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall _ building design. Bradng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 18 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the -- - - _ fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ' I ANSIITPIt Quality Criteria, OSB -89 and BCSI Building Component 7777 GreenbackiLane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. • . _ Suite 109 - - Citrus Heights, CA 95610 4 + Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, is always required. See BCSI. 1 „ 2. Truss bracing must be designed by an engineer. For 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or aftemative T, I, or Eliminator T bracing should be considered. I ci-z cza WEBS 4 3. Never exceed the design loading shown and never inadequately braced trusses. pe stack materials on O h•� 3 �y� 3 O 4. Provide copies of this truss design to the building designer, For 4 x 2 orientation, locate U ab = erection supervisor, property owner and interested plates 0-'n6' from outside a- �' v U all other parties. edge of truss. CL 5. Cut members to bear tightly against each other. cra csz cs� ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the8 7 6 5 loint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses wilt be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available In MITek 20/20 soff vale Of upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO .- PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. - The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purrins provided at . output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint �� ® number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable ffd- - environmental, heofth or performance risks. Consult with project engineer before use. Industry Standards' -_-- - ANSI/TPI1: National Design Specification for Metal - 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction.MiTek ® and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER ro PERFORAOL" ANSI/TPI 1 duality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10-'08 i BUTTE COUNTY MAY 2 3 2017 DEVELOPMENT SERVICES 29 PERMIT #- BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 383 Rao. Li I ndo Ave, Chico CA 195926 CO E ICOMPLIA C N E p::("530,) 592-4407 www.summitchlro:comDATE 14 2-13 mura 11 culaticins For. -Client: Mr. Joe. Henderson Project -- Henderson Residence. Address: 40 Coyote Mo -on Trail,, Oroville, -CA Note:. All information shown in plans and details: Must be vefifi0d in the field, Gon.tact. Summit StrJcturall Design with any, dis,crepancies. oh rn EXP. Ib Cp& Note: Summit -Structural D* (S:SD) D) is hot responsible for on-site inspection to e.sign assure -compliance with theztan"d . ards-VsiZ68, ma I terials, o.r-Aivorkmainship specified herein. SSD is not responsible for any structural element Or system notspecifically noted! in this ural 0 - lem set of specifications/calculations tun less�.'.atjth1orizedJh w . riting'. . b . SS . D. 1. Work O:of:tho-"hig"hi��st,�ubl'it."y' Workmanship shall and in cases shall f6floviaccepted construction! practice, the latest edition the California Building .Code; .and ,local building department :standards. Vt' ua �I y Summit Structural Design PROJECT: Henderson STRUCTURAL NOTES 1. GENERAL A)' ALL WORK SHALL CONFORM TO THE 2013: CBC AND.ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL_ ITEMS IN THE PLANS ONLY, THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO, RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS, REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR -THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2, SITE.WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING= 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER, C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW F-ROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEETHORIZONTAL. G) FOUNDATIONS SHALL. NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS, H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 1) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 *OF THE 2013 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS.DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. Z .Summit -Structural Design PROJECT: Henderson 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM'C-150 AND SHALL BE TYPE II OR TYPE [[].LOW ALKALI, D) AGGREGATE SHALL CONFORM TO ASTM Cr33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-22.7, .289, AND 295, IF TEST.DATA IS, UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED.TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER -THE CONTRACTOR. SUMMIT STRUCTURAL_ DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT,GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID-DEPTHQF SLAB OVER 2" SAND, OVER MOISTURE BARRIER,.OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH 43 AT 15" E.W. ABOVE MID* DEPTH OF SLAB, OR 6X6 WWF.AB,OVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOTTO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS:, CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH. SOIL OR.WEATHER EXPOSURE:#5 BARS AND'SMALLER: 1 Y2" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL .AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF` SHEATHING: %z" APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, •12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2, FLOOR SHEATHING: %" APA RATED'48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER, 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N:O. WITH A CAMBER OF R=1500' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BERATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED,�APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2." DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS,. SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BEDOUGLAS FIR LARCH AS GRADE_ D BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1, STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BF. DF, -L #2 U.N.O. 4. 2X JOISTS SHALL, BE DF -L #2 U.N.O. S.. CONCEALED BEAMS SHALL BE DF -L #2 Summit Structural Design PROJECT: Henderson. 6. EXPOSED BEAMS SHALL BE DF -L q1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS': ALL NAILS.SHALL BE COMMON U.N.O. WHERE EXPOSEDTO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS:. BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED'. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS.JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF'L/480 U.N.O.. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS7I1VIBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 Y4 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK, LEDGERS). 6-2. GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1, B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION, C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF- AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH. 16d NAILS AT V O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOORJOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED.. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'=0" 6-4 POSTS/TRIMMERS .A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOCKER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES.ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN .ONLY, U.N:O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS 1N DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D;) NOTCHED OR CUT STUDS: NOTCHED AND/OR.CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOTALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN -BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE .CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. H WALL.FRAMING RECEIVING NAILING AT 3" O.C..OR LESS.SHALL BE 3X NOMINAL ONO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. Su'rtirrit.Structu'ral.D'esien PROJECT: Henderson B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH:FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG, SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE-`fIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAGSCREWSSHALL BE SCREWED, NOT•DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE. RETARDANT TREATED WOOD SHALL BE HOT DIPPED -GALVANIZED. 871 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THEREQUIREMENTS OF THE ARCHITECTURAL AND: STRUCTURAL DRAWINGS AND CB.C:2303.4. B) COMPLETE CALCU.LATIONS•AND SHOP.DRAWINGS INCLUDING LAYOUT,.SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY -AN ENGINEER LICENSED IN THE STATE -OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TORCHORD DEAD LOAD 8:PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 36PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D} TRUSS BRIDGING.SHALL BE -AS REQUIRED AND SPECIFIED BY THE TRUSS, FABRICATOR, E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FRONT THE PUBLIC AGENCIES INVOLVED.IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE: DESIGNED. FOR T111E FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/2410 .9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBCCHAP.TER'16,QIVISIONS I, II,.III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC:ZONE: D D}' WIND `SPEED: -110 MPH EXP C :Summit Structural Design Project:. Henderson Engineer:: RI(B Design of : Gravity Loads Gravity Loads: Roof"Slope= - 6, to 12 Roof Dead Load Ply 1.5 ,psf Roofing 2.9 psf Framing 4,0 psf Gyp 2.8 psf Insul - 1.0 psf JWk. 3:0 psf Total`(sloped) 15..2 psf Total: (ho.riz) ' 16:0 psf i Roof Live.Load Roof Live Load 20.0 psf Wall Dead Load Siding 3.0 psf (exterio,r)'. Ply. 2 psf 2,x Framing ,. 1.8 psf Gyp- 2.2 psf Insul... 1.0 psf. Total _ 10.o psf_ Wal(Deadload. 294 Framing @ 1V4.c. 1:6 psf (interior) G.yp-2 sides 4.4 .psf _ Total 6,0 psf. Floor Dread. Load Framing @ 16" ox. 3.5 psf 3/4" ply 2.25 psf Gyp. .2.8 psf Flooring 4 'psf Msc: 2,4 psf Total 15.0 psf Floor live Load Residential ,. 90.0 psf ' f • Summit Structural Design Project: Henderson Engineers RO Design .of Wall Line Shear Forces due to Seismic Roof r Area (ft) Weight (Ibs) Roof 2834 45218 Floor. 0 0 Walls(ext) 7.6 200 7600 Wall in 7r6 60 1368 Total 54186 1st Floor. Area (ft') Weight (lbs) Roof 0 0 Floor/Deck 850 12708 Height.(ft) Length (ft) . Weight (Ibs) Walls(ext) 8.75 200 16350 Walls(int) _ 8`75. 10.0: 3993 Total 33051 Veq(lbs) Veq(lbs) RoofArea (fta.) Floor Area.(ft') Ultimate WS Roof 2834 0 5228 3734 lst Floor 0 850 1.706 1.219 6x12 DF SE4LECT STR4U_ A L 5 -i7l 7? ,8 LKLK - - - - - - - - - - - - - -- . . . . . . . ... . . - - . . C - =- - - - - - - - - - - - - - - - - -. -. -. -. --- - - - - - - - - - . . . . . . - - - - --- - - - - 1 - - - - - - - - - - 0 II � > oz iI Ho X I FP II c ;Lo V) m rl MON L7 -;5 ..--_.=0. 0 M En Ii-7 Y-7 E7 Z� VA c, v 11 II II II II X!2 UF SELECT L ST;T% - — — — — — 5X!7 DF SELQCj S Ulj.RA�L� OR 5 1/4 X ��RA 11- p -- OR 5 1/4' x i 1 7-_-------------'1- - - - - - - - - - - - - - MON L7 -;5 ..--_.=0. Summit Struc=tural Project: 'Henderson ' Engineer.: RKB Design of: Wall Line-Sbe.ar Forces due to Seismic (cont.): Design Trib Area W) Line Shear (lbs) Line Shear (lbs) Wall Line, Roof' Floor - W/S: rho r W/S -- Roof,Leve! 1 1417 ' 1867 x::30 2427 2 1417 1867' 1.30 2427 A. •1.417 186.7 1,00 1867 ' B 1417 1867 .1.00 1867 Second Level 1 4S0 y 645. 1..30 839 ` 2 400 .574 1.30 746 A 400 514 1.00 574 A3 450 645. 140 645 B 0 1.00' .0 r - U �eS1'9'n Maes. -SummaAry Reporfi .User -Specified Input:, • � ', ,` Bu'illing Code Reference: Document 2012/2015 International Building Code: (which utilizes`USG5 ha.ird Bala availaljle in 2,0.013) A SiteCoordinates 39:4°N, 12;1,:41dW Site 560-'Classificati.6n, :Site,°Class D`': "'Stiff`soil" Risk Category 1/IIMI cLL,1 o'_i"'''=:["!i {; t ,! r .p, y:. ? •`;`iT,y4ik}r..J }_ c :.'t'f'1 ,r tt •,'�,i':;''s-=y •�!;,.'Y:I,; ?:!, ..1 PpFT-i,!lisa i Y't r. - 9,'•�,•', rh,,;;•tY!'•i+ •H „sem• �'' u+...` iLd s'(� tE!r+7� fG "?�}:i' TIr g[?:.,F i:r..r r ..ti:.�... r.� 9:s sr r`:z` Fk, r'"�rll:^L1 J r.'s = r.yi.�i1 sq$}'f #rs•r• ' x.:av' n>-;• ,.<,!w.r .k ,:,,�a �.�!'„•,.k{;;,'lcy> „cr :�..ss;.'�...{'s �z -� s.. ;:..•r �i� n•t .� ^:..��€E rcl;,.%i�slSc .r:•,::a :_.. �.+y ', •n�,s.�,r���w{� �1�I��-,Sv.:;{�iti$'�''It3; .. t!'i���+3. �ic�i•y . : ���i^°. �rrN:ti�'r >r `t'��r"r;li�a �,\ � ��� `ilrr - � i 'r �•F.:s,_i'-"�;w->f4�::ft ;:t;:�l•t:. a�r ,..bt'pc y.� #Ir"11r,,,:,.T '�M1,'�'=;,�ii-.M !pi's .,�d�i:pi,� _ ,!. :: ,;r.:r�i,}�(r�rbY �z Y.} �U it �Ra t .i` - ::'.•� r . a �!-^ ki \ -. (} K��'•'-`�,�_•CI�{L � 'Si��..;,:�r }t ':: %s � i � x.::...�,�” � a;Y �S Ir,.! �t���� irir � y :n �11 it4� r4 : ��rr'� b �t ,tel. 'tn7� F t „atik r,..^.:;Lis'i�l. .xf: '.[�^>!.re+.:.�1 •;e :}rea "F'... ry1. ski -�. a.... �u .�,ii��v� }3}��'��? �t aK ry. F,-�. ik � -� �. �+•� .e e , ... rY�.. YlV;j�# t,3,1��S �iy. ,.� F�'+�'�,,rr��'t' r�r5?.4�%. "�'�r.:y'r ca�F'�'iC i�ri�}'�ie� �'i•'.�'r �. _n�,:�,��•}; `l,�,•''�i�s�w '"}�i ': f•Fi:"_Lf::.�i`�i��!,�i�s :?tl �'��j�ii}}f�;4,�,� .;i v ' P �[�{f'r S„!eiti.6:.t,��u,'',y!+,�'1�1,! �ya!!z"t��t'�r:' ' 'S�i. s dyh�= ; �_'':. 'Y '' f �., w.: r �-;4�'.Y f �.�t?:fS� =C.a���� t •i+,5w�1t11«;.��Y����.t.: ��l'Mi�a�-'. r i. r - U -SGS '-Provided Output 0`,.S80. g' sMsSos. 6 so g;, Sty ?0 25a g, Mt' G-8.0, g, 7,Sp,' 0':324,9: For information on how the SS and 'S1 values above have been calculated ftom:probabili'stic (risk -targeted) and. deterministic''grown`d motions]n the.direction.of�maxim,um`iio.rizontal:r. esponse;:.please return-to•.the,ap.plication and.; ' 'select the 290'9. NEMRI? ; Level Summit Structural Design - hi (ft) Project:, Henderso:n Page: _ Fngineer. RKB Veq (kips) Date: 12/13/2016 Design of: Seismic Load Development (AS.C,E 7-10) 7..6 16.35 54 Seismic Design Category D Ss 0,.58 Ma.pped.0.2 sec:speciral,response Occupancy 2 '$1 0.254 Mapped 1 sec spectral response I 1 Site Classl D w. In accordance With Ch 20. TL 16 7 st 0.0 SIVIS 0:775 Max-COnsidered EQ, '0 5M1 0:480 Max Considered [Q, 6:9. SDS 0.517 Design Spectral Response (0.2 Sec)"' SD1 0.320. Design Spectral Response (1:0 Sec). _ w Systeme Light Framed Shear Walls 7 R .6.5 omega. 3 Cd 4 'Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0::30 Min Cs 0.02 (.01 outside of S1) Ct 0.02 z 0.75 Ta 0.16 Cu 1.4 Max T 0.23, No limitfor drift Use T 0.16 Alt:Ss 0.58 :Ss may be 1.5 if, 5 stories and regular V= 0.079 *W Heightto Roof (,hn) = 16.35 ft V= 6.9 k Vert Dist Exp. (k) 1. Level Story Ht: (ft) hi (ft) wi. (kips) (wi*hi) (kip-ft) Cvx Veq (kips) 5 VEQ (kips) Diaph. (ki)s) ROOF 7..6 16.35 54 886 0.75 5.2 5 6 :2nd 8;75- 8.75 33 288 0..25 1.7 7 st 0.0 0 '0 0.,00 0.0 6:9. f Summit Structu rall Design Project: Henderson Engineer:, RKB Uesign ot: IVIWFR-S-Envelp.pe Proced.ure.(AS.QE 7-.10, Section 28.5) D-1.10, 3.2 4.8 Conditions,:. 1.09 1.49 1.74 E7110 -:18:3 1. Simple Diaphragm 5.8 :45 CASE."'3 1.53 2. Low�rise F-110 -10.4 5,0 1.1.6 1.56 1.81 11-0 --6A .3. Enclosed 55 1.119 (' x 1.84 4. Regular Shaped, -T! 60 1.22 , - 1.62.1 - 1.87 5. Not Flexible 6; Not Subject -to: f �LiE_A ii) across wind loading b) vortex shedding c) instability (gallup/flutter) (1) channeling effect e)buffeting obstructions) .s f�... 7..Apprpx. Symetrical Cross Section With Flat, Gable or Hip Roof s 45* S. Exempt From Torsibnal Load Cases Indicated in Note 5 of Fig. 28;4-1, or r (I �_ e4 the Torsional Load Cases do not CA -SE A Control the Design: CA -SE. t3'- 'v (1)..story and h:530*ft. or 01 c Co. - (2),story max -and light4ramed or (2). story max and. flex. diaphragm L= 60 Long. Bldg. Dim. (ft) 4. 2aL= 8.0 ft. T= 40 TransvAldg. Dim: (ft) 2aT= -8,0' ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor 1.32 Adjustment Factor r Kit= 1.00 Topogra,phi % , ' ..c Factor Adjustment Factor for Bldg Height and h= .22 Mean,Roof'Heigbt (ft), Exposure,X E)= 25 Closest Roof Angle Mean Roof Exposure (5',,10',15%.20*,25*,or 301 Ht. (ft): B. C D MWFRS Winds LpaqI5 (psf.), ps=LCF*A*Kzt*�P. 3P 1.00 1.21 1.47 Location 1 ps, 04 Ps, 0=28 1 Min. Ret Ovhg, 20 1.00 1.29 1.5.5 I u I I rl 1- D-1.10, 3.2 4.8 40 1.09 1.49 1.74 E7110 -:18:3 4.5 5.8 :45 1.12 1.53 1.78 F-110 -10.4 5,0 1.1.6 1.56 1.81 11-0 --6A -13.5 55 1.119 1.59 1.84 =8.0 -T! 60 1.22 , - 1.62.1 - 1.87 V Summit Structural Design Project: Henderson Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 3.0.5) i?t,i7 Q., G -� � a ��1��/ (�I i o Prl.'' o Fill" ROOF (7'< e _<2.5') HIP ROOF (25'< e <27I .. :�.t. r FLAT ROOF iartd CABLE ROOF (7'r, CABLE ROOF (e<7) L= 60 Long. Bldg. Dim. (ft) T= 40 Transv. Bldg. Dim. (ft) a (ft) = 4.0 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.32 Adjustment Factor IC,t= 1 Topographic Factor h= 22 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7°, 2=80-27° 3=28°- 45°) Conditions: 1. Mean Roof Height:5 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c) instability (gall up/flutter) d).'channeling effect e) buffeting (upwind obstructions) S. Flat Roof or Gable Roof 5 45°, or Hip Roof 5 27° Adjustment Factor for Bldg Height and Exposure, can Exposure Roof Ht. B C D 15 1.00 1.21_ 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40_ 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56_ 1.81 -5 5 1.19 1.59 1.84 r 60 1.22 1.62 1.87 C+C Wind Loads (psf), pnet=LCF*A*K,t*pnet:ao Loc. Zone EWA Pnet (ft)+ - Ovhg. - Loc. EWA Janet Zone (ft)+ - 0 1 10 12.7 -15.8 - 4 10 17.3 -18.7 1 20 12.7 -15..4 4 20 16.5 -17.9 1 50 12.7 -14.7 4 50 15.4_ -16.9 1 100 12.7 -14.3 4 100 14.7_ -16.2 2 10 12.7 -27.5 -32.2 4 500 12,8 -14.3 2 20 12.7 -25.3 -32.2 5 10 17.3 -23.0 2 50 12.7 -22.3 -32.2 __:72_0 5 20 16.5 -21.5 2 100 12.7 2 -32.2 5 50 15.4 -19.5 3 10 12.7 -40.6 -54.1 5 100 14.7 -17:9 3 20 12.7 -37.9 -48.8 5 500 1 12.8 -14.3 3 50 12.7 -34.5 -41.8 3 100 12.7 -31.8 1 -36.5 Su m M.it stru.ctu ra I ,Des ig.n Project: Henderson Engineer: RKB Design of'- Wind Loads A •8 C D End Zone End Zone Int. Zone Int. Zone. Line Min. Net Wall Line Wall Rhea Roof Area 'Wall Area RoofArea 'Shear. (lbs) 'Shear (lbs). Control .1 49 132 2073 1738 2073 2 49 132 2073 1738 2073' A. 25 131 6.5 244 2489 2.568 2568, 8 59 111 159. 244 4433 379.7 4433 1 69 104 2095 1661 2095 2 69 104 2095 1661 2095 A 69 31 1744 .960 1744 A.3 160 '2205 1536 2205 B t 0 l 0 0 is Summit Structure Design Project: Henderson, Engineer: RKB Design of : Lateral Fo'r;c:e'Summa.ry . Wind Seismic Wall Line Shear (Ibs)' ShearObs) Control' 1, 2073 2427 Seismic 2• 2073 2427 Seismic A 250 1867 Wind B 4433 1867 Wind 1 4168 3266 Wind .2 4168 3173 Wind A. 4312 244.1 Wind' A.3 '2205. 645 Wind B 0 0 Wind ' f A is Summit Structural Desugn Project: Henderson Engineer: RKB, Design -of: Shear Walls Panel Thickness 3/8 Panel Orientation Short Dimension Across Stu -Nail Type 8d Anchor Bold Diam. 1/; Stud Spacing 16 in,ox. Spec Grav Of Framing 0:5 'Fnd Sill Plate, Grade ... . ... ... ..... ...... 1'DF-L .AB'In.2XsJ111. 'RO I I bs� AB'in'.3X:.SiII1 730 lbs: Sill Plafe/kim Anchorage Nail Embed Index # Nail Length (in) Diam. (in) (in) Cd Load (lbs) 1 12d .3-25 0.135 1.75 1.6 165 2 16d 3.5. 0.148 1*6 189 3 .20d 4. 0..177 2.50 1.6 261 4 30d, 4;.5 Q.192 3.00 1 1.6 272 :5 1/4" SDS 3.5. 0:'25 2.0.0 1;6 544, 6 -A35 16. 695, A34 515 Shear W611 SW Plate Fastening SW Rim Fastening (No Ply E.N.) Edge Nail (in) Load (Ibg) Faste�ner N Spacing Fastener k Spacing i6 260 1 7.6- inches 6 .1 32.1 Jnches 41 MO 1 5.7 inches 6 23.9 incites 4, Note. 1 380 1 5.2 inches, 6 21.9 -inches 3, Note '1 490, 1 4.0 Inches 6 17.0 inches 2;,,Note 1, 64.0' 1 3.1 inches 61, 18.0 Inches 44, Note -1 760 3 4.1 inches 6 11:9 inches 3311 Note 1 980 3 3.2 ' inches 6 8.5 inches, 22, Note 1 1280 3 2.4 inches 6 6.5 inches• 1. Use 3X framing -at adjacent panel edges and,stagger nailing AB spacing, (ft) 3X Sill 3X Sill 3.82 4.49 2.83 3.34 1..31 3.07 '1.01 2.38 RG 1.83 NG 1.54 NG 1.19 NG 0.91 ��a Summit Structurl Design Project: Henderson ` �iAhA)tU, Engineer: RKB Design of :,Shear 1Nall Framing 60� Ib. bFii4` (�'saa��' �' �' U Total _ Resistive Segment Segment Later I Wall Edge •Overall Resistive .. Aspect Gravity OT OT Righting Net Wall Load Length Load Nail Length Length RatioLoad Height Moment Moment M/0 Line pbs)k (ft) (plf) (in) (ft) (ft) factor (ib/ft) (ft)' (f*ob) (f2 -Ib) (lb) 1-w 2073 30:75 67 6 30:75 30.75 1.00 400 7:6 15753 18.9113 •3178 1 -eq 2•w 2427 3 7 " 79 6 30.75 30;75 1.00 400 7:6' r a � srti...}ti 18446 1893.13 -3090 2073 23.60' 886gki 19:80 11,80 ✓ 1.00 �fR200 �t 7 6 l 7877 39204 -790 ;' 2-e st q 2427 23.60 103 6 19:80 11':80 1.00rt200�tY 7:6 9223 39204 722 2568 30;00 86' 02 '40.00 30.00 1,00 180 7.6 19517 120000 -1312 AA -eq 1867. 30.00 62 Gilt�6"'. 40.00 30`00 1.00 150 '7:6. 14189 120000 -1445 ' B -w 4433 40.00 11.1 6" 40.00 40:00 1:00 240 16 70930 192000 -1107 B, -.eq •1867 40.0.0 47 6" 40.00 40:00 1.00 240 16, 2.9873 192000 -2133 1-w 4168 30:75 336 6" 30,75 30:75 1:00 150 7.6' 31678 709'17 -354 1 -eq 3266 30.75 106 6" 30.75 30:75 1.00 150 7..6 24822 '70917 -577 2-w 4168' 8:75 ✓ 476 3" 7.00:. A.00 1.00 150 7,6; 14481 3675 1754 2 -eq 3173: 8.75: 363 4" ". 7:00. AW A W 1:00- 150' 7.6' 11023 3675 1260 - A -w A -eq 4$12 46:50 2441 46:50 93, 52 G �w 6<+ 40.00 31:60 1.00pF 1.Si a 7.6 40.60 125 2.1849 100000 -95..4 // y 1000,00 17Jti .f.;d (R5E L. + A 3=w: 2205 37:00 60• 31:00 1_:00 7,6 6 18.50, 18.50 1:00 `. €� 7:6; 12366 8379 -1191' 17113 102 A;3 -eq 37.00 .57 6" :18.50 18:50 1:00F,YOOt 7:6 7969 17113 17.4 8=w B -eq { �.Ut� �~�•® yp, q ply �J�� �') 4��W L'6� i r'xi�3 4w1i� N 1 14 Summit Structural DESign Project:: Henderson Engi ne.e r;: ,Rl<B Design of : Lateral Drags Lateral Overall Shear p.er Length,to Drag Drag Wail Load `Length Foot be -dragged. Load Type. Line (lbs) (ft.)' (plf)• (ft)` (Ibs) if ap.pl cable 1-w 20.73 60.00 34:5; 18:00 622 A 1 -eq 2427 60.00 40:5. 18.00 728 A 207.3 60.0.0 34:5 38.00 1313 A ' -2-e4 2427 60..00 40.5. 38..00 1537 A A -w 25.68 40.00 64:2 2.50 161 A - A -eq 1867 40.00 46.7 2.50 117 A 6'-w 4433 40.00 110:8: 1:00 111 A B -.eq 1867 40:Ob 46,:7 1.00 47 `. A 1-w 2095 60:00 34:9 '12.00 419 A 1 -.eq 839 60.00. 14.0: 12:00 168 A 2-w 2.055 60.0.0 34.•9 2.50 87 A 2 -eq , 746. 60.00 12.4 2.50 31 A A -w 17444:0'.00 43.6 1.00 44 A A-e.q. 574 4:0.00 14:3 1:00 14 A - A.3 -w 2205 .40:00, SS>1 21,:00 1158 A A.3 -eq '2097 40:00 5.2.4. 21:0.0 1101' A B -w 13 -eq r . SUMMit Structura Design. Project;: Henderson Engineer,: RKB Design of Foundations Allowable Soil Bearing: 1'-0" Sq. '1500 psf Concrete. Conrip.ressiv:eStrength: 2500 psi , F1.5 Concrete Stem Wall (Non -Retaining): 12 (2) #4 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c. 2'=0" Sq full height. Provide #4 at.1.8" ,ox., vertical developed by hook into footing, UX.O. 6 Continuous footings: F2.'5 21--6" Sq.. :12 Width(in) Think.. (in.) Cap (plf)Reinforcing: .F3 12 12 150.0 (2) #4 cont. 13.5 15 12 1875 (`2) 44 cont. 12 18 .12 2250 (3) #4: cont.. F4 24 12 3000 (3).#4 cont. 24 30 12 3750 (4.) #4 cont. 12 Spread Footings: 30.375 F5: 5'-0" Sq Reiriforcing Cap'. (7) #4. Label Size. Thick. (in.) Each Way Kips F1 1'-0" Sq. 12. F1.5 1'=6" Sq." 12 (2) #4 3.375. F2 2'=0" Sq 12 (3) #4 6 F2.'5 21--6" Sq.. :12 (4)-#4: 9.375 .F3 3'-0" Sq. '12 (4)'#4 13.5 F3.5 3'-6" Sq:. 12 (5') #4 18-.375 F4 4'-0" Sq.. 12 (5).#4 24 F4.5 4'-6" Sq. 12 (6) #4. 30.375 F5: 5'-0" Sq 12 (7) #4. 37.5 F5:5 5'-6"'Sq. 12 (5) #5 45,375 F6 6''-0" Sq. 18 (8) #5 54 F6:5 6'-6" Sq, 18 (9) #5 .63.375 Note: Bottom of.each footing shall b'e at:least'l2" belowfinis.,ed grade or';as,per local requirements, 1`6 ' COMPANY PROJECT ti Summit Structural Design WoodWarks0 Dec. 11, 2016 13:56 * '�' surnescrocwor7norslen' Typical Stud' Design Ch6ck'Caleulati'on Sheet. Wood Wdrks. Sizer 10:1. Loads;. Load Type Distribution Pat- .Location Ifc.) tern 'Sta'rt Fnd. l4agn.furie' .Start End Unit: Loa d i"Dea Fv' = Axia. VUh(Ecc.. _ :0.7- 440 pit Load2 til'nd>CaC Axial UDL fEcc; 0,00,",), 440 P1f !.oad3 Root constr.. Axial. UD.L IEcc.. 0„oo"i 396 pit !ioad4 W60Wd CSc Full Area Area -,fc/.Bc' a 71:00 psf Self-roeight bead Axial''UDL fcp/Fcp. _. 11 -Lf . u L y » dc:n iln1 I Reactions Obs): u 7'-3 6" Unfactored: Ana IsValine. l; Des tor. Value Uead ,Shear 7'-3 6" Unfactored: Ana IsValine. l; Des tor. Value Uead ,Shear 61 16 Fv' = Hind 151 0.06 Bending(+) Roof '.lvq Fh' = 15.12 .fl. /Fb' - ract'or.d: Axial fc u 1Ji Fc' _ I. ->R 9i _ 91 LurnberStud; D:FIr.-L, Stud, 2x6 (1 -1/2"'x5 -1/Z') Support: Ludibor Stud Soitorti plate; D Fir-L.Stud: dearing length =,stud thickness Specod'at 16.0,c/c; Total length T-3.6%. %. Pinned base; Load face = width(b); Ke x,Lb: 1.0 x 0.0 = 0.0 (fl): Ka;x Ld 1.0, i 7.3 = 7.3 (f1) 'Lateral supporlb lop. Lb, bolldm = Lb: Repetitive factor: applied where permitted (refer to onnne help). lysis vs. Allowable Stress (psO and Deflection (in) using Nos 2012 Criter!oh Ana IsValine. l; Des tor. Value Anal sir,/.Oe3i n ,Shear 61 16 Fv' = 288 v.FV - 0.06 Bending(+) fh - 262 Fh' = 15.12 .fl. /Fb' - 0:17 Axial fc u 1Ji Fc' _ 869- fc%Fc' _ 0..•16 Axial. Bearing fc"_ 1'37 Fc'' n 1062: -,fc/.Bc' a O.1J .S6ppo_t Beaeillq fcp = 153 Fcp = 781. fcp/Fcp. _. 0•.'7.0 Combined. laxia. compression . s de load bending) Fq,a,9-3'= 0.20 DeadDef,!"n :negligible 20 Live De E1.: n 0.04 ._ <L/999 0.49, _ L7180 0.06 Total Def!'n 0.04:=. <0999 6.49 L/180 -Ad ditional,Data: 'FACTORS: F/F IPs!A CD Cfd CtCL/CP CF �Cfu. -Cr Cfr.t 'Ci IX Ii •F•v' 1:8,0. 1.60. 1.00 .1.Oti• - .. _ _ ','L"'0 '1.;.V0 4 Fb'> 7U0 1.60 1.01? 1,.D0 1.000 !.nOU 1'.00 1.35 �;Q0 .1.00 4 :Qc656 1.7.5: '1.00 1..00, 0.0,1:8 I,00ll - 1.00 1.00 Fc'crm)b 850 1:.60- - 0.754 - - - - E:' 1.4 mil 1loll 1.00 1.00 - T.-0� i UO 4 ... ''.51 m:. i.l.ion 1.00 1.1"o 1.00 1.00 '4 650 1.25 !.Co 1.00 - I.C100 - .. 1.00 1.00 2' Fc- sup G25 - i.00 1.:?rir',00 !; 00 3' CRITICAI. LOAD:COMBINATIONS'' - . Shear • !,C 114 ,Ge -i.6., V 91, 'V design = 9). lbs Bend i.no 1.): LC 114 .6D•..6F:, DI 165 Lbs -ft De.^.leat.ion: LC. 114 m 64 .42W (Tive) LC k4 :60-.4211 (1ot6l.l AxiiiI 'LC 42 D,,-.-, 0 '11'29 'combined LCz 45'.= Dr..'6W, Ii - fC/FCE) 0.93. Support LC 0 D* 751 Lr, oA);' R = 1'261 .lbs Lag 6445', Lb 1.50", (b,= 11.25 D®deadL.--live 5 -snow U wind 1= mpact .Lczroof T1-v� Lcr�concen C:ra!ted F, r..a r.thqu,,,. e. All :.C's ar-e .lister- in the rinaiysbs output t.oaa combena tJons7 ASCE -1-:1P / IBC2012 :CALCULATIONS: Derltec6ioni ' fl' _. '29e06 lb-ih2' "Live" deflection - De'ficc-ion from' ;ill ion -dead .loads. tAI ve, vtnd,. snow..:) _ Total Deflection = 1..50(Doad Load DeflecciCll) + Live Load .Def' lection'. Deslgn Notes; 1. WoodWorks. analysis and design are in accordance with the ICC International Buil ding 'Code (IBC:2012), the National Design Specification (NDS 2012), and NOS Design Supplement. 2.. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi=ply members ore not rated for fire endurance. 4. Wall must covered.with at leosl %;':gypsum wallboard onone'side and 316"w6od'shealhingon the other;. blocked'and fastened with.o minimum of 86 nails; spaced at most at 12" at the edge and 6"interior.. as pa%rAWC'Special Design Provisions for WAindand Seismic (SOWS) 3:1.1. T' -L� COMPANY PROJECT Summit Structural Design ®o B /� o r I� s(!�. R Dec. 11: 2016,13:55' +. i0F6VAReF0a ivgon:nEsrcn• Typical, Balloon Stud Design -Check Calculation Sheet --_-__ WoodWorks:Sizer 10.1 Loads: .Load 'type Distribticion' Pat- tern Location-lf[.). Start End:. �Magnd tude Start .!End Unit Load! -De-a-- ,Axle r UDL .e,12 (Ece. a 0:00"4 440 - plf Loa(!2 Wind &C Axial UDL Axial - -(Ecc. - O:00") A9Q. p.tf Load3. Roof constr.,Axial UDL :fc = 155 (Ecc. ''- .0.00i°). 396 PH Load4 t47:nd C6Q Full Area -F'cp 78. '71.:Oy (16..0)' paf Self-wei tit Dead Axial. UDL bending) Eq. 3..9-•3 - 23 P.1 :f Lateral. Reactions (lbs): n •a 151-7.51, Untairtor ed: An sls Value - - Valor Dead Shear i'v e 35 Fv' = Wind 323 .e,12 3endinq•1') Roof hive Flit -- 2527 ,2.a Factored: Axial - fC R 155- Fc' -+ 1....�R fc/Fc' 0.39; Axial Bearing :fc = 155 Fc.' -- 2376 cc/,Fl m .Lumber Stud' O.Fir-L; N0.2; 2x8 (1 -1/2"x5 -1/2"j Support: LumberStud, Bottom plalei D.Fir-L No.2: B'earinglength =:stud lhi6kness Spaced at 16 0" c/c; Total length: 15 7 5 Pinnedbase; Load faco = width(b); Ke x lb: 1.0,x 6.0 = 0.0 (fil: Kextd;'1.0 x 15:63;=1563'(ftl; Lateral support lop Lb. bottom'= Lb; Repetitive factor: epplied where permitted (refer to online help);: Analysis vs. Allowable Stress (psi) and Deflection (in) uslna NDS 2012: Crl terion An sls Value Des 19' Valor Anal st's/Desi n Shear i'v e 35 Fv' = 288 fv.Fv' _ .e,12 3endinq•1') fb 1201 Flit -- 2527 f6'/Fb' n 0.48 Axial - fC R 155- Fc' -+ 395 fc/Fc' 0.39; Axial Bearing :fc = 155 Fc.' -- 2376 cc/,Fl m -0.01 Support Boarinq f.cp = i55: -F'cp 78. fcp/Fcp0..2;1. Co:nnincd taxia compression . 5, de- load bending) Eq. 3..9-•3 - 0..75 Dead Defl•'n negligible Live Delft ',n 0.70, _' L/2G;7 '1.09 .-. L/1:80. �J. 67 Total Do fl In 0.70.: L/267 1-.04 1./180 .0�. 67 Additional Data; .FACTORS: FIE(psi)CD CM CC CL/CP c cfu Cr Cfrt -Ci LCB ' Fv' 180 1.`00. 1.:ob 7.:00 - - - 1.00 1.00 4 -F'b'+ 900 1;60 1.06 1,.00 1.000 1.300 1..00 1.35- 1..00 1..00 4' Fc1350 1.60 .1..00 1.1oo 0.166. .1:1e0 - ' i.o6 i.0g 3 '-c',comb 1350 1.60 - - 0.166- E'- 1.6 million 1.00 1.00 - - - - I:UO 1,00 4' Em fn 0.58 mlIIion 1.'.U0 !.00 - - - - Iv00 1'. Do 4' 1350' 1.60, 1.06 1.UU - 1.l00 - - 1.00 .1.00 3 Fcp 'sup 62.5 - 1.00 t.OU - - - - 1.00 1.00 3 CRITICAL LOAD. COMBINATIONS: Shear LC 'A4 .611- 6W, V " 199, V tlesi'gn 194 lbs .Bending (.+I: LC 84 :61)a .61•); M •- '..57 lbs -ft Def Section:LC 44 _ .6D 92 i,P (live) ' LG 0.4 " .63-.4NI, itotali . A r..i'a1 LC 81 -> r+-,751 Lr•.6vrg, F : 1237 lbs Combined LC ii5 = Do,.6t•1; (l - %/FCE). 0.73. Support LC •03 = D+.75il.r.i. 614); R _ 12.17 lbs, COR =6445, Lbw 1.50", Cb = 1.25 U=dead L l=ve S:5110 W=wAtd 1-1.1fipacr 'Lr=roof. live, Lc-concentra.tied Eaearthquake Al I I.Vs, arelisted -in .the Analysis output Load combinations! ASCE 7-10 / ?Sr' 2012. CALCULATIONS: tlef.lbr-t•ioni El 33e06 .ib -1112 "Live" de.f'_ection " Deflection from all non -dead loads (dive,. wind,.-snow,..I Total Deflection 1.50(FDead Load Def.l.ection) + Live' Load' Deflecr.--Con.. Design Notes: - 1. WoodWorks analysis and design are in -accordance with the ICC International Building code (IBC -2012), the National Design Spocifieation (NDS 201.2). and NITS Design Supplement. 2; Please verify that the default deflectionlimits are appropriate' for your application. 3.+FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 4,: Wall mustbecovered with at least X" gypsum wallboard on.one.side and,3/8" wood•sheithing on'•the,other,.blocked and fastened with 0 minimum of 8d nails; spaced at most. at 12" at the edge.and 6" interior, as per AWC' Special Design ProvisionsJor Wind and SeismiclSUPWSj 11,, COMPANY PROJECT .Summit Structural Design '� /� /O �� © Dec. 11, 2016 13.54 SOF11VARf F06 WOOD vfSXN- King -Trimmer for'14' Opening Design Check Calculation Sheet Woodworks Sizer 10.1. Loads: Load Type Disteibut.iun .Pat- tern 'Location (ft,l start. End Nagnit.ude 'Start End Unit Loa 1 Dea Axsa 9. 2 TEcc. .= 0.00°L' 3340 lbs LpaC2 171nd C6C Ax.ial Ax:l a'1 (Ece. 0.00") 3520 lbs t.oad3 `lioof constr.. Axial fc - 17,8 (Ecc..= ,0.00" ): 104.0 lb's Loa<i4 111:nd C&C Full Area .de "load bend! -ng) 219'.50. (7, Do;.; Ps Self -we! :n.c Dead Ax1,a1. ,3 193 .lbs Lateral Reactions(ibs): 1 S'J Unfaciored: Anal•sis Va!ue Ues"ihc -- Dead S lea;r. v m [i5 R = Wind 16'13 9. 2 Bending (t). Roof Live F'W - 2153 1f.1 .i Factored: Ax:l a'1 (C. = 1`78 F.'c' - >R fe/FC' a _ Axial hear ftig fc - 17,8 .968 2376 fc/F•c Lumber n -ply, D.Fir-L, No.2, 2x6, 5-01y (7.112"x:;+1/2") Support-, Non -wood; Bearing length'= column width Total length 16-7.6% Pinnedbase: Load face = widlh(b); Built-up fastener.: nails; Ke.x Lb: 1.0 x 0.0 = 0.0 (fl); Ke_ x Ld: 1.0 x 15.63'=..1 5.63 [ft]; L'atoral support: top .= Lb. bottom -: Lb: Repetitive factor: applied where permitted (refer: to online help); WARNING: 5 -ply built-up columns are:not recommended. Refer to Design Note below. Analysis. vs. Allowable Stress (psi) and Deflection (in) usind.NDS 20.12: Critor:ion Anal•sis Va!ue Ues"ihc value Ara 1. sis/Desi-n S lea;r. v m [i5 R = 288 'v E'v =• 9. 2 Bending (t). fb - .1200 F'W - 2153 fb/Fb' - 0.56 Ax:l a'1 (C. = 1`78 F.'c' - 395 fe/FC' a 0,:.45 Axial hear ftig fc - 17,8 Fe"- 2376 fc/F•c 11.08 Coribined (•axia Compression +. s .de "load bend! -ng) Eq.3.'g-3 m 0.95 Dead Uefl'n negl4gible ,3 _ Live De:fl'r. 0.70- = t./268 1..04 - 1./180 0,67 Total Defl'r, 0,70 _ 1/268. 1-.04" - L/1.80 .0.67 Additional Data: FACTORS: F/E(psi.)CD CN, Ct CL/CP CF Cfu - "Cr ctr,t Ci LCI) Fv' 1,80 i.b0 1..00. 1.00 - - - 1-.00' 1.00 4 .1.60 1.00 1.o0 1.000 1.300 1.00 .1:15 1•.00 1..Ao -4 FC' 1750' 1.60 '1.00 1.00" o. 1'66 .1.100 - ' - 1.00: 1.,00 3 Fc'co:ib 1350 !:."60 - - 0.166 - - - _ .5; E. 1.6 million. 1.00 1.00 - - - -, 1,00 1.00. 4 Ervin' 0.58 m!11iall 1.bo 1.00 1..•00 1..00 A Tc' 1350 1.60 1..00 '1.,00 1., too - -. 1.00 1..00 CRITICAL LOAD COMBINATIONS: ,3 Shea"- : LC N,d .-a .61)-.614, V. - 968, V des,i.9n 960 lbs Ben(!-ng0;: 1C IIG 6p 6N, 4 = 3701 lbs -.ft aeflecticn: Lf_ ii4 ..60+.42Vi (1-tve) LC 44 a .04 .42W ttota.l) ,?. LC 1133 = D?. 75i.Lr*-A-WJ; P r: -1357 Lbs KE ._. 1.00 ' (.;omUi ned" :LC, 45 U+.6'R;. 11 - fc/FCS) a 0.67 - D=dead L=dive S-sr.oa4:=wind 1m!mpact .Lr -roof llve LC=C.wlCantrated E=earthquake All :.C's -!,,o! istea in chr Anat.ysis c tput Load-Co:niiinat iol:3t. ASCE. 7-10 / 1BC 201.2 CALCULATIONS: Dei.ecion: El = 33e06 lb, in2./ply "Live" defl'eclion - Deflection from al -1 non -,dead 'loads !live, wind', snow...I ?Deal Deflec.L'aon = 1.56(Dead Load Deflection) r Give Load: D,e:fleckion. - Design Notes: 1. Woodworks.analysis and -design are in accordance with the,ICC International Building Code (I5C2012), the National Design Specification (NDS 2012), and NDS; Dosign Supplement. 2. Pleaso vorff that tho default daflect(on limits aro appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up .columns shall conform to tHe' provisions of NDS Clause 15.3. 4:. FIRE RATING. Joists. wall. studs, and multi -ply members aro not rated for fire endurance. + 1� Summit Structural Design Project'.: Henderson. Engineer: RKB Design of; Roof Manning Roof Loads DL= 16 psf LL= 20 psf Roof' plywood: 1/2" CDX-APA rated plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger.panels, and nail with 8d.af 6" o.c. edges and 12" o.c. field. Edge Edgenail. of gab.le end trusses; drag'trusses,.eave blocking,,.and`all supported edges. Trusses: Spacing:= 24" o:c.• j. Loads` T.C..Live.Load. :20: psf T.C.. Dread Load.= 8' psf B.C.: Dead Load 8. psf Total Load = 3:6 psf Typical Headers (U,.N,.O:) Use 6x8.DF#2 header 4 •A V� COMPANY PROJECT Summit.Sirvctura.1 Design WoodworkS (R) Dec. 11, M16 14:00 TypicalOverhead Door Header Design Check Calculation Sheet Wdor!Works;Siier 166 I Loads: Load Type Distribution; Pa"_ �Locati 'n Ift) -Hagnityclo. Uni t� -1,6.00 110 lkovc ' Live torn ..S ed r`t -End, SEa�r" End fb = Loa dT Total. U�l Area fb/Fb' =: 0.99 Bea. Bering: (22 . OQj*' _�,;t Load2- Ind. CK Full Area L_Ln reg'a I . 7.6 20.00{22:00)' ps f Load3 Roof. constr, FulL Area _0.93' - L/204 1.8..00C22.067�-- Ps f Maximum Reactions (lbs) and Bearin.g Lengths (in) 114�-3.5" U11 f_ac to red: lAnalvsi-s Valun -Dead :2 5 I'C 1-lYsis/Desion WYnd 3i45 110 lkovc ' Live :2836 Fv' --- 1; ---- 0-.5, Fac:ored: fb = 1936 Total. 6. 9�,5 3 fb/Fb' =: 0.99 Bea. Bering: - 1.1558 C h 1 .3 6 , L_Ln reg'a I . 7.6 L/451• 0.71 - L/240 1.76 TinribO-soft, Q.'Fir-L ,,SS,'.6xl2 (5-1/2"x11.1/4") Supports. All Timber-soft`Beam. D.F,ir!L No.P Toial length: M%3.5";. Lateral.suppbrt: top= ats.upports: bollorh= at supports: vs. Allowable: Stress ffisil and Deflpctinh Criterion lAnalvsi-s Valun I De6l Value 1-lYsis/Desion Shear fv . 110 Fv - -211---Lv Fv' --- 1; ---- 0-.5, Dend I ng'l -j fb = 1936 Fb? - 1953 fb/Fb' =: 0.99 Dead Defl'n .0.30 = 1.1558 Live Defl'n 0.39 - L/451• 0.71 - L/240 0.51 Defl'n _0.93' - L/204 0.94 - L/180 0.00 Additional Data: FACTORS: Fj F (Ps I i C D CM CC CL CF C f - Cr c f. r. r., Ci Cr. 1100 Fv1 :''0 1.3S 1 .09 1 . Ou 1.00 1.00 Ful I600 .2!; 1.('10 1.Qi'; U.9,76 !-.&)0 1..00 1 co , 1Do 2 .1 ..0 C. 1.00 2 Fc. 1? 00 1.00 - I -00 1. 00 1_6 nd...! ion, .90 1 .,00, - 1.-Od :OU 3 Em.ir' 0.5i! I I i 0 1 1._Q.0 I . Go' - i . oc; 1'.00 3' ,CRITICAL LOAD COMBINATIONS: silear. : 1I-4 112 = D -Lir' V 5211) 1., V des.,1911 4535, lbs. Bend ing i + j : Lr 112. , r'. Lr'lbs-ft D6116ctic": J -C U3 - D+. 15ji.r- 42'19i (live) LC Y 75(1.r.. 4 2W I ftota!) D=dead L -live S=spo. W-.ind I.jInp act Lr -.roof live Lc -concentrated F, -earthquake All LC's are listed In the. Analysis output I I Load combinations: A�� tons: E: CALCULATIONS: • Ei - 1044eO6 Ib-in2 "Liv Clef! cc:t:•fir.. Deflection from all non -;dead. toads (live, wind, I, rleflect;o n Tota 1. ifie ad -Load Deflec r;un) « Li,vo Load Uej.jecrjtjj. Design Notes: 1 Wood Works analysis and design are. in accordance with the ICC International Building Code (IBC . 20i2), the National Design Specificatiom(NDS 2012), and NOS Design Supplement. 2. Please verify that the default , deflection limits are appropriate for:your application. . Sawhlumb* bending m6mbe's shall be laterally supported according to.the provisions of NDS DS Clause 4.41. COMPANY PROJECT Summit Structural Design ©: May 23,201 7 11:25 G'.'WoodWorms: S10MVARE roR, Wool? ufslp(- Typical Exterior Header Design Check Calculation Sheet WoodWorks Sizer10.1 'Load �--Type-- Distribution Pat- location (Ptjt66O tude Unit' •1198' -D-ea-3-Fu . Roof Live„ tern Start End End - 954- load! Total 11 Area Dead Defl'n Dearing:. 22,.00,)• psf ILoaai Wind c c Full Area . Min '.re !d. 1..02 ' 22.00)': psf Load3, Roof constr. - Full Area AJ482 0.54 a 22,.00)' psfLoad4 Dead Full .Area 1'1.50)!- sf. Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored:• Anal sis Value Dosi'n Dead 1499 'shear - Wind •1198' 1199 . Roof Live„ 1618 !'198 Factored;* - 954- 1613 Total 3522 Dead Defl'n Dearing:. = <L/999 3522 Length _ . 1.02 Live 'De¢1'n . Min '.re !d. 1..02 ' 1.02 L/240' '0.22 1.07. Timber -soft, D.Flr-L, No.2, 6x10 (5-112"x9-174") Supports: All -Timber=soft Beam, D.Fir-L No.2 Total length: 8'-2. D''; Lateral support: top='at supports; bottom=:at supports; Analysis vs. Allowable Stress (Dsi) and Deflertinn finl Criterion Anal sis Value Dosi'n Value Anal sis/Desi n 'shear - fv v. 3 Fv = 212 - v Fv. .34 Bending.(-) fb - 954- 4'b' m 1094 fb'/•Fb' _ 0.87- Dead Defl'n 0.07 = <L/999 ' Live 'De¢1'n 0.09'= <L/99'9 0.40 = L/240' '0.22 Total .Defl'.n 0:2.0._. AJ482 0.54 a L/180. ;6 37' Additional Data: 'r ACTORS: F/E(psi)CD CM Ct CL CF CPu- Cr Cfrt Ci Cn LCII F4' 170 1.25 1.00 1.`06 - - - .1.00 1.00 .1.00 2 - Fb'+ 8 1.25 1.00 1..00 1..000 1.000 1..110 1.00 1.00 1.00 - 2 .Fcp' 675 25. - 1.00 1.00 - - - - 1,00 1.00 - - E' 1:3 mi'1: Dion 1.00 1 B.b: - - - I.00 1'.00 - 3 CRITICAL LOAD COMMNAT(ONS: Shear LC q2 a D+.Lr,. V - 3085, V design= 2464 lbs ,r3end'ing(+).: LC q2 = D+.Lr, M - 6235.1bs-ft Deflection; LC A3. 0+.7,5(llr+..4'2W) ilive) LC 93 �.D+.75 tIr+.42W) (total) D=dead L=live S=snow i•1=wind I -impact Lr=roof live. Lc=concentrated E=eahthquak.e All LC's are listed in .the Analysis output Load combinations: ASCE .7=1.0 /IBC 2012 CALCl1LATIONS: , Deflection: EI = 472e0.6 lb -int, "Live" deflection. = Deflection from 'all .non -dead' loads (live, wind, snow:..I n Total Deflection 1.;50,iDead Load Deflectiori)' ♦ Live Load Defledtion. Design Notes: 1. Wo6bWorks analysis and design.are in accordance.with the ICC,. International. Building Code (18C'20.12). the National Desip,Spe 1ficalion (NOS 2012). and NDS Design Supplemeni.. 2. Ploase verify thanho dofault.de(lection limits are'' appro 3. Sawnlumper bending memberpr(aloTor<your app4cagon. s shall be laterally supported"according to the provisions of NDS Clause 4.4.1. 16 COMPANY PROJECT summit Structural Dosign Wo o d'Wo r ks, Dec. A 1, 2016 14;08 " sOrnvARIF FOR W00.0 Owren• Typical Interior Header Design Check,Calculation Sheet WoodWorks Sizor 10.1 Loads: Load Type Distribution Pa.t- Location '(f't.): Ma, giiCurie Unit S33 51 Facto red: tern St•.-:iie End. --Start End' 1.296 'LoaQ Dea - .F.0 Area' -- -- r..-00(10.,,00)^psf, C,1,4999 Load7.. Live 6u21. Area 'Minimum haarinn 1 -Ill canis.. QD.UOIlp:(li))� ps'f Load4 Dead. Full Area 0.6S- <L/999 G,."OO;l2.'6o)1 sf Maximum Reactions (lbs) and Bearing ierigths (in).: 4'-2" Unfoctored: - - VB.luo Design Value Anal S!s/Desi n Live- S33 51 Facto red: _. ray Total 1.296 507 Bo'a r.l.nv : 1164 �oc6 .... Lenii.Ch 1.00' C,1,4999 Min re .'d. !.00! - 'Minimum haarinn 1 -Ill canis.. 60 Lumber -soft; D.Fir-L, No.2, 4x8(3.112"x7-1h4") Suppons:.All • Timber-sofl,Beam. D.Fir-L No.2 Total length: 4'-2:0"; Laterafsuppori:.top= al supports'. bottom= at supports: Analysis vs Allowable Stress fosil and Deflection lint .Criterion Analysis VB.luo Design Value Anal S!s/Desi n Shear fv =. 51 F'v l90 "I Fv.''m 'U .29 Rend ing I+1 fb a 507 Fii' = 1164 fli/Fb• p A.44 Dead DefI In 0.01 - C,1,4999 - Live Dofl'li 0..01 - <LY999 0.20 L/240 6.07 - Total Def]'n 0.6S- <L/999 0:'27 = L%16U _ 9.09 Additional Data: FACTORS: F`/Elpsi)CD CCN Ct .CL CF Cfu Cr Cfrt Ci 'Cn LCII Fv' 1'ed 1.00 1,00 1.00 - - - i.o0 1.60 1.00 2 Fb900 1.00 1.00 .1.00 0.494 1.300 1.00 1..00' 1.00 1..00 2 Fr .-p 625 - 1,. ri0 !,..00 - - - - 1.60 1..0.0, - - E' '!.6 million, .1.00 1'..00. - - !.0.0 i.00 - 2 -Fm!r. 0.58 million 1.00 '. 00 - - CRITICAL LOAD_ COMBINATIONS: 17 Shear 1.0 h2 Del, V`= 1270, V.des gr. 969 !'bs Bendang(-+1: AX it Da L;. M 1.29.6 lbs -ft nefleet-ion: 'Lc 42 D,L flivel 'Lf: fizz 0+ I; (.vital) V -dead '=1_e:ve' Sgsnow Wl ill5d '1=impact. Lr -roof, 1iv.e Lc-cnlicegcrpteri E=eaethquake !.Cs fire ! .L6a in the Arglys,is output i.oad, comb.ina.t ions: ASCE 7-10 / 111.^.-- 20:11. CALCULATIONS: DeM eotion: &I m r79e06 1b-1,nZ "Leve" deflection = 'Deflection from all non -dead loads (live, wind,snow,_i' To Cal Deflect:Aon - 1.5010-ead Load' Deflecc£on) • Live Load De.fle'etion. Design Notes: 1. Woodworks analysis and design are in accordance with1he ICC International Building,Code,(IBC 2012). the Nalional.Dusign Specification (Nos 2012); and NOS Design Supplement 2. Please verify that the default'defloctionlimits are appropriate for:your application, 3. Sawn lumber bending members, shall be laterally supported according to the provisions �of•NOS.Clause 4.4,1. 11 COMPANY PROJECT Summit Structural Design O u Dec.:11, 2016.14:07 Wood''Works'. sgfpvAiirro l? W661) nccrr,A, Typical FJ Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load 1.ype distrdbuti.on Pat-:- Location, (ft) Ma;gliitude Unit V/Vr = 0.,43 Total 7,33 terii Start End Start End 0.1.9 <1,/999 Load. Dead Fu1..1. Area 1.00' 0.66 = L1360 is. 0 ns f. Load2 l.iv_ =ui1 Area •Minimum hanrinn�nnn�h 40.00Ps Maximum Reactions (lbs):. 20': 19'•17" llnf a.Ctor'ed: -Dead Live 200 .533 .. . ^.00 Factored: V = 7a"U Vr 1710 V/Vr = 0.,43 Total 7,33 r 5A95/Mr 0..62 Searing: 0.1.9 <1,/999 .ength 1.00' 0.66 = L1360 0.76 Min re 'd. 1.00:' 1.00 - L/24.0' m0; •Minimum hanrinn�nnn�h gout,.,: „yea• a,�. _.4. _..___-,_ - •— �.. ,J (l� I -Joist, APA PRI, PRI -60, 2-1/2"x14" Supports;, All - Timber -soft Beam, D: Fir -L. No.2, Floor joist.spaced at 16" c/c; Total length: 20'; Analysis vs. Allowable Stres.s (psi) Arid Deflection (in.) uslnd Nos 2012: ^rit.erion Ana;i si^,.Value Desi n Value Anal sis/De.si n Shear V = 7a"U Vr 1710 V/Vr = 0.,43 Be'ndincjt*) M = 3635' r 5A95/Mr 0..62 .Dead Oe,fl.'n. 0.1.9 <1,/999 hive De.fl'n 0.5.0 = L/476 0.66 = L1360 0.76 Total Defl'n. 0.60•= L/400 1.00 - L/24.0' 0:60 Additional Data: FACTORS:. F E, CD CM C CL CP C'f.0 Cr Cfrt Ci Cn LCf! Vr 1710 1.001:00 - - Mr* 5895. 1.00 - - 1..00 1.0.0 - - Ef 544.0 million - - - - 1.UG CRITICAL LOAD COMBINATIONS: Shear : LC ill D -L, V = '736 lbs Eendi,ngH) : LC. H2. D:tL, M 16'35 lbs -ft Deflr,ction: LC ill D:+L (live)' LC rig _ D+L. (total) 6 -dead Lu�llve S -snow tl=wi.nd.1-impact -Ir-roof live i:c=concentrated E=earthquake All. r,:'s'arl e _stdd in .the Analysts out Load combinations: ASCE 1-10 / SBC 2012 CALCULATIONS: Deflecr..£on: El = 54A.e06 lb -int K= 1.64e -GG lbs "Live" deflection - Deflection froin'ail non -dean Toad's JlAve, wind, snrn....) 1'Otal Deflection = 0.50(Dead Load Deflection) 4 Lave Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 20:12), the National Design Specification (NDS 2012), and NOS Design Supplement, 2. Please verity that the default deflection limits are appropriate for your application. 3, WoodWorks Sizer p'rovides.preliriminaiy estimates for I joist.design. Each wood 1 -joist producer develops its own proprietary design values. Please contact the manufacturer, for a custom;) joist'version of Sizer or other 1 jots( design software. 4. FIRE RATING: Joists, wall studs, and multi:p)y members are not rated for'fire endurance. t COMPANY PROJECT Summit Structural Design AWoodWorks' Doc. 12,2016 17:02, T ypicnl,Slair , Stanger .. sorr1VARF-FOR wn OO nr.vi(i.V Design Check Calculation Sheet Woodworks Sizer a 0.1 Loads: LoadT3•po� nlnc.ribueion Fac- -Latae l'on ,(fel t4agni Ludo: u., t CC cn9CeiC P.n<1 Stn tt End Fai:tui cd: Uea F'u. Accupy G< ,total r !1' ad2 L: vn Full Arun 4b. C0' r76.0V • liaf SolC-uecghL Dead Full UDL req'd .1'.0U• ximum Reactions (Ibs) and Bearing Lengths (in) 9%0' Vni ci•.orud: - - - Ooao, - a1 .iva =tic Fai:tui cd: G< ,total 302 B-ring:- 'G)2 '.LengcK' 1.00!. req'd .1'.0U• i•U'i• 'Minimum 'ba8 len ! soltln used: 1,Iprrxl subparts :.'lo' Lumbor-soft; D:Fig-L, N6.2, 2x6'(1.1/2"1i5.1/2:') ..Supports: Ail >Tim 6or•sofr8eam; D.Fir•L Noi2 Floor,joisl spaced el-I8:0-Ue:Total length: 9'•1.T; Pitcfi: 7/17 Lateral 5UPPOU: lop= lull; bo0om- 81 supports: RePCIIIIve,1300rapplied wher0 permll(ed (refer to on!ino help); Analysis vs. Allowable Stress (psi) and Deflection,(in) using 140ss012: c er-n' N:a). sii. Val- UvS iqr:. Vnluo Nla! a.a/Uesl un shear v 42' = 8. 'S.v//'v'o D:2. aend,nI1;. 1 (b :: 895 .rb' t145 Wf`b' 0.67 _ Daad. ,Dc tl'n 3.08 0..16 L/655 0.25 a 1,130 0„55 - 1'or.al Uefl:'n 0..21. L/704 .0.4a v -L/24D 0.G2 Additional Data: CTOn9- /Ely+ )Cli. CN ct 'cL ck: cru er ,e ere. C Cn LCY IPv '1 1:00 1,00' 1.00 - - t. G0 T - OC l.00 .900i. 1.00 1.00 .1.60 1, 9o0 1.000 1.00 5.15' 1,06 1:q0 'I Fcp' 62r,` i.00 .1.06 ._ ._ _ _ ;,00 1.00 - - E• !:0. ;r 111 on 7.00 5:00 - - - - :.1;0 1.00 0.58 .1113- 5.00 5.00 - - - - 1..00 5.00 - CRITICAL LOAD COMBINATIONS: Sricar LC e2 D!7„'v a 258, Wdenign. 228 the arnEi q1 -F: LC 42 a W -L Ii 566 ;lb -ft bo Ci aCLioC.: LC. 'lit �. b{l, (ki.ve) - LC "a2 U>L Rota!) - D=d-1 L^live B -S,- W=vlad L-iop! live ❑c.concontcac4d E=aacthquvkC' - Ali LC'a are liatud ,1,-;vialysis output - Loed u-binatlona: A3cE -10 / lac 2013 CALCULATIONS: De Cl Hct imr: El 33e06 lb-cn2 "i:we" de' -lection :••. Uv flec.cion rroa al! •non-dund lends iilvo„Hind, arou...l Toeu! Dgtluccinn - 1, SUi Oimd Load Un(iectlon). .. Live Lo ad' Vdfleccion: ' een_inq.: Allowable U;ia ing. at annrigly-F'chetn ealcu lacud'Coc vveh euppocc ps put ups 3.10.3 Design Notes: 1. WoodWorks anal sls:and;deslgn r re In accordance with Ino ICC International Building Code.08C,2012). the National' Design Specification (Nos 2012), and NDS Design.Suppiument: 2. Please verily that Inc default delleetion limns Pro appropriate for your npplloatio6: 3. Snwn lumber bantling membeis shall De laterally supported according to Iheprov!slons.ol NOSClause4.4;1. '4: SLOPED BEAMS: level Uendng is iequlrod for 611 sloped beams. 5, FIRE RATING: Jpists. will studs. and multi•ply�nerriDers are'nolrateQlor Iir6.en0urante, IA -1 i Summit Structural Design: Project: Henderson Engineer: RKB Design of: Force'Tra;nsferAround Opening IriShear UVa l Location: Wall Line 2 - 15t level 'Wall=Shear 1905':# Wall Dead Load" 150 pif ` Wall Length 7 ft 01' Force 1753 # Wall Height 7.6.ft Window length a ft A B C Window.Height 3 ft D . E Window X dim 2 :ft F G H Window Y dim 3:00 ft Element Dimensions Element e, ft He ft V horii if Pbori;A#1 V vert(pif P. vert #' - 160 1.60 272 544 . ` 231 369•. 610-^- C _ 2_ ..--.__-. - 1.0 i 272 544 231 369' D -- E F 2 ...,-- I 2 _._ r 3.00 476 3 00 476 I 953 ---- j_953 _ 231 — - 231 - 692 — -- - 692 — --� _.•. .. G i H 2 ! _.__.., _.. 3 3 00 272_ 3 00 372 _-- 544 � 816 _231 (� 381 �692 - 1143 — 2 3 00 272. 544 _ 231 692 I a Max 476 plf 381 pif ,Static Tie Forces Tie -force into D 408 #. Upperleft Tie force into. E. 408 # Upper Right Tie force From F 408 # lower Left Tie force from H 408 q Lower Right. Element.Equilibrium . Tie force at top`of window;Irito D 572, q Upperteft Tie force at top of,window into E 572 # Upper Right Tie force at,bott°of window Into F. 572 # Lower left Tie force at:to.p of window,into.,H - 5724 lo.wei Right Max .57211 I a