Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File BLD-2018-0075 (2) 1506 Latitude Circle
Y a'`'�_ Cityof Anacortes • J�`r._ Invoice/Permit#: BLD-2018-0075 �.- �\ ,i 904 6th Street Applied date: 02/15/2018 P.O.Box 547 r Issue date: 03/14/2018 4;'' '0 s Anacortes, WA 98221-0547 Expire date: 09/10/2019 Cep . '' (360) 293-1901 Job Address: 1506 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License#: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,600.95 Basement Square Footage 827 Plan Review Fee 1,490.62 Lot Area 8054 Mechanical Permit Fees 123.00 1st Floor Square Footage 2109 Plumbing Permit Fee 174.00 Garage Square Footage 1001 State Building Code Fee 4.50 Deck Square Footage 375 Sewer Inspection Fee 50.00 Porch Square Footage 90 Storm Drain GFC-Residential 1,597.48 Building Valuation 386400 Sewer GFC-Residential 9,482.66 # Forced Air Furnace<=1,000 1 Park Impact Fee 615.00 #of Backflow Devices 1 Traffic Impact Fee 2,641.40 #of Bathtubs 3 Total Calculated: 18,979.61 #of Clothes Dryers 1 Deposits/Receipts: 200.00 #of Clothes Washers 1 #of Dishwashers 1 Total Due: 18,779.61 #of Gas Fireplace 1 #of Gas Piping 5 co �-. cp -CI #of Gas Water Heaters 1 -1 5 #of Water Piping 2 x in rt. ra n: 1-• #of Hose Bibbs 3 '" - C=� #of Kitchen Sinks 1 t a x_• a� r- µ ' #of Lavatories 4 {_4 `' `) o (A 1 r• f�l -r �1 Cu - #of Other Fixtures 1 #of Range Hoods 1 '2 •• �' .. Ill #of Showers 2 + L Z :77 #of Ventilation Fans 5 •" -4 ' #of Water Closets 3 m r � '; u — o � �, CO xi 1) 3 r 0 s rn ►' C. rr '- I .tip rt. l! r_n h? 4n C. N. ,-r I will pass along to Art about the certificates of occupancy. Thanks. Jack From: Fyrrce, Groc [mailto:gfyrrce@cityofanacortes.org] Sent: Monday, March 5, 2018 9:06 AM To:Jack Reinstra <jackr@landedgentry.com> Cc: Ingalls, Paul <pauli@cityofanacortes.org>; Diamond, David <davidd@cityofanacortes.org> Subject: Latitude Circle Hi Jack, 1506 Latitude Circle will require a fire flow test report and is still waiting on a Fire Plan Review. 1516 Latitude Circle is ready to issue,just let me know if you would like to pick that up and I will have it ready. The Certificate of Occupancy for 1419 and 1420 are ready to be picked up. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 toyxictde �rfe of,miiimittn;go,ou91 eciaeattcor aim n em#6.7.? My incoming and outgoing email messages are subject to public disclosure requirements per RCVV 42,56, 2 ,. 1 4 '` City of Anacortes Invoice/Permit#: BLD-2018-0075 904 6th Street Applied date: 02/15/2018 POBox 547 Issue date: 03/14/2018 �'• ''t ' . .Anacortes, WA 98221-0547 r_ -- (360) 293-1901 Expire date: 09/10/2019 Job Address: 1506 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360)755-9021 License#: LANDEGD062D4 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 2,600.95 Basement Square Footage 827 Plan Review Fee 1,490.62 Lot Area 8054 Mechanical Permit Fees 123.00 1st Floor Square Footage 2109 Plumbing Permit Fee 174.00 Garage Square Footage 1001 State Building Code Fee Resi 6.50 Deck Square Footage 375 Sewer Inspection Fee 50.00 Porch Square Footage 90 Storm Drain GFC-Residential 1,597.48 Building Valuation 386400 Sewer GFC-Residential 9,482.66 # Forced Air Furnace<=100k 1 Park Impact Fee 615.00 #of Backflow Devices 1 Traffic Impact Fee 2,641.40 #of Bathtubs 3 Total Calculated: 18,981.61 #of Clothes Dryers 1 Deposits/Receipts: 18,979.61 #of Clothes Washers 1 #of Dishwashers 1 Total Due: 2.00 #of Gas Fireplace 1 #of Gas Piping 5 I— 7.1 #of Gas Water Heaters 1 = -s ▪ r- �` ' Tv #of Water Piping 2 Ill e j cn 9 � � � + a. � #of Hose Bibbs 3 •• t ';' rt #of Kitchen Sinks 1 #of Lavatories 4 w 8 = �n -m. #of Other Fixtures 1 Tr ;▪ li m •-t #of Range Hoods 1 - ,-R e #of Showers 2 rn #of Ventilation Fans 5 = `+ + #of Water Closets 3 zinc 1 -" 3 ill y + rxs +r - _D 13 -13 tiJ + ,) _, ,0 1 rill = 0 •i1 --.1:o i —I r-n r .j , --I .•.1 I h -I jn N.:. 0 ,`,1 r•:i -.I 0 tt 13 -- City of Anacortes Invoice/Permit#: BLD-2018-0075 904 6th Street Applied date: 02/15/2018 P.O.Box 547 Issue date: 03/14/2018 „ Anacortes, WA 98221-0547 .` (360) 293-1901 Expire date: 09/10/2019 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT IS UED City of Anacortes " Invoice/Permit#: BLD-2018-0075 904 6th Street '4' Applied date: 02/15/2018 w P.O.Box 547 Issue date: 0 Anacortes, WA 98221-0547 Expire date: 08/14/2019 (360) 293-1901 Job Address: 1506 LATITUDE CIR Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: sfr Owner: 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC Address: 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: Phone: (360) 755-9021 License#: LANDEGD062D4 General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,597.48 Sewer GFC-Residential 9,482.66 Park Impact Fee 615.00 Traffic Impact Fee 2,641.40 Total Calculated: 14,591.04 Deposits/Receipts: 0.00 Total Due: 14,591.04 -, -� .7am ' _ - ►- fi m ! '�� ca i.n co -* ' i CO C' r••. Uti rt• h) 4% -J -. CD 0% .t n rr r I I 1.1, C' rT co C' '_4 r• 3> I r- '_' '1 I%) 0 3 O 3> C' _+ 4% =' 0 C' Z cI c- -,! -J ^ 1'0 Tr =' tom c.' ,t c! •' .. C4 F.-. 'm Jl t a^.''T7 ,i ,t .- d, 71 r- -n r THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS,RFel CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMM NC-D: P HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVR(ZM - OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR FVA11 ' GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER §T/ ZI LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. M cc' -4 'y rt' h: h.i ' r-' C' C' C' C1 CD R• CD C i h"j rl T T• SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY CD D r.• OD ANACORTES PUBLIC WORKS DEPARTMENT C.) °� Steven Lange, Project Manager J P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 1, rV E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 ICORtC Memo Date: February 26, 2018 To: Paul Ingalls, Plans Examiner From: Steven Lange �-o - Subject: Site Plan Review#1 for 1506 Latitude Circle cc: Eric Shjarback, Justin Symonds The submitted site plan for 1506 Latitude Circle was reviewed by the Public Works Engineering Department on February 26, 2018. • 02-15-18: Submittal to Public Works Engineering • 02-26-18: Public Works review and memo back to Building.Department The following comments are provided: • No frontage improvements required under this proposal. • Known subsurface flows in the area. Suggest installing perimeter drains along the easterly boundaries. e ' W' °I< • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation •Equipment • Capital Projects • Development Services q`J Fyrrce, Groc From: Fyrrce, Groc Sent: Wednesday, February 28, 2018 9:32 AM To: 'Jack Reinstra' Cc: Kennedy,Jack; Cricchio, Kevin; Nelson, Kait;Ingalls, Paul; Lange, Steve Subject: 1506 Latitude Circle Attachments: Current Plan Revision Additional Info Cover Sheet.pdf Hi Jack, For my building review, I need two sets of Engineering for the foundation. Stormwater and Fire plan reviews are still pending and any corrections from that will need to be addressed. All other plan reviews are approved as submitted. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s) stating the correction required, and how it was corrected,for each item,on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 .//jryry ie ,fofli/re raj-cc nn„ur ril/ 'aJr<u#,eckeal%ror. ecy/e,ulic.re My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 Hydrant Flow Test Report Test Date 4/26/2017 Test Time 12:30PM Location Tested by 1419 Latitude Circle Commercial Fire Protection, Inc. Anacortes, WA 98221 17199 Bennett Rd Mount Vernon, WA 98273 Mark Taitano Notes Read Hydrant New Hydrant, No Hydrant number yet. 86 psi static pressure 56 psi residual pressure hydrant elevation Flow Hvdrant(s) Pitot Outlet Elev Size C Pressure Flow #1 3.5 0.93 29 1831 gpm Flow Graph 100 2804.0 gpm at20 psi 80 60 psi 40 � 20 t.-i c t f t -i€ t i:� f -t i t �t t t t t I 7 i t -t � i t t I -1 0 750 1500 2250 3000 3750 9Pm Created with the free hydrant flow test program from www.icneusinc.com . ' --B 1,_ 0 -- ,zO I8- OD -7 5- PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT rc'‘� ° ' RESIDENTIAL BUILDING PERMIT APPLICATION I _�r , -' s 7 Anacortes, WA 98221 l i0 1 d �' :.' Mailing Address:P.O. Box 547, Office Location:904 6rh Street, Anacortes WA 98821 '�C OlR 7 —"- -i FEB 15 2°1 i Phone: (360)293-1901, Fax: (360)293-1938 c"'�TY OF ARAC 1 PLEASE REFE11 TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: 150,47 LAT(WPE C.1cLLe 1.644coP 1 ›i U `1 .2.1 / Subdivision/Lot#: Project Valuation: $ PC,c-rOr46 hlOI TI4 .1 LOT d1! '�O p QoD APPLICANT: Phone: Fax: LA IADEC> Geis t IC)E-QELc.2pHatzr I f.1C_. -?,fo--1 55-cioz 1 Address(Street,City,State,Zip): E-Mail Address: 504- E.. rAi-t?+- J&(-i P ORLJ I -ra411�14 9 3323- PROPERTY OWNER: Phone: Fax: _4S LIQR-tA-1 4 4AC RTES, (--i G 3t 2-155-gOZI Address(Street,City,State,Zip): E-Mail Address: 504-e.-EA i0-,I-4AVEr((naRLl1 ro►i 4 CR233 CONTACT PERSON: Phone: Fax: J �-�- c E I t� sib. O-7 -0,v21,et-I Address(Street,City,State,Zip): E-Mail Address: ram():;- G.-FNe}-LAVE WI Bc u I41 rQq,(1 A 9?9'3 LENDING AGENCY: Phone: Fax: 1OPC- 5 .4k Address(Street,City,State,Zip): E-Mail Address: ieot i4Nr toi; c. M r 2,004, LM c7SD CONTRACTOR:* Phone: Fax: LANAL 1 ) 4 i '-i DeN ieLD4t-►-11T,R4C- Soo- 15E-9 Address(Street,City,State,Zip): E-Mail Address: 04.E.-1,,l -,14kJE1-ii ovp,UtL(l` t2t4 WA q$Oss Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes 1 p' b business license prior to doing work in the City. Contact the City's G���� 2 5 - Finance Department at(360)299-1968. Business License#: Exp.Date: PROPOSED WORK: co 1,s-t--k uc o t «t 1,Irc1 �A -1�-f ► ,e-' t D—1.I GI-s PROPOSED NEW W SQUARE FOOTAGE: Basement SQ': gZ1 Finished Basement: CAI Unfinished Basement 0 1stFloor SQ': Garage/Carport SQ': C4C, / d Floor SQ': Deck/Covered Porch/Patio SQ': 2 3 S- 90 Fire Sprinkler: Yes 0 No ❑ Lot Area SQ': e Qom. I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: 'J k 4 II(`,S i Owner 0 Agent ' i,(specify): Signature: 6 �• • Date: 2. 1,2.- 1 e) Page 1of3 ,���x o� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT IAIIIIIIik RESIDENTIAL BUILDING PERMIT CHECKLIST I ' 4, Mailing Address:P.O. Box 547,Anacortes, WA 98221 N w' Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360)293-1938 Plans shall be of sufficient clarity to indicate the location,nature,and extent of the work proposed,and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE Xi •fo, '� n 0. id O' 8. SUBMITTAL REQUIREMENTS: �' ri. a '- IQ.1. P. The number indicates the number-of 2 la, 4 b co o i copies for submittal4(if applicable). : : x c 0 !a r4 p A y Residential Building Permit Application 1 1 1 1 1 Site Plan(Drawn to Scale & Surveyed— if applicable) 2 2 0 2 2 y, Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan(11"X 17") 2 2 0 1 1 k Reduced Floor Plan(11"X 17") 2 2 2 2 1 u Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance(shown on plans) Drainage Plan/Small Parcel Stormwater 2 2 2 Y Plan ' Landscape Plan 2 2 2 Grading Plan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 1 Geotechnical Report(if applicable) 1 1 1 1 SPlan Review Deposit(due upon 1 I' submittal) 1. Handouts and Standard Details may be found on the City's website at www.cityofanacortes.org or can be obtained at City Hall during normal business hours. 2. Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. Page 3 of 3 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: I Elec#: Other#: I �' Gas Water Heater: #: I Location(s): Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: Laundry#: 1 Other: - - Range Hood: #: t Location(s): (,/,t't-C a,jJ Fireplace: Gas#: 4 Elec#: Other:#: Location(s): La1Vlt4Cj (� Clothes Dryer:/Duct: Gas#: I Elec#: Other:#: Location(s): LAO A my 1 L.,-- Stove/Range/Oven: Gas#: I Elec#: Other:#: Location(s): IL,rctit-t&INI I Range Hood: Location(s): 4,1-VC G.Nl Gas Outlet(s): #: Location(s): LWItsiet tI4rt i 4 ,LA014:tJ,Gi, e, 5/r7 Other: #: Location(s): TOTAL I PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): -3 Refrigerator water supply(for water/ice dispenser): I(, Kitchen Sink: I -essure Reduction Valve/Pressure Regulator: k Utility Sink: W er Service Line: Ii.7 Tub: er Piping: Hand Sink: 4 vClothes Washer: I v Shower: - lectr'c Water Heater: Tank-less? Yes ❑ No ❑ Dishwasher: ( c w Prevention Device: Hose Bib: 3 TOTAL OUTLETS: 1 (o, TOTAL OUTLETS: 4. Page 2 of 3 0„, t,�2 Anacortes Planning & Community Development Dept. Permit Center '.1000V� P.O. Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 2012 Washington State Energy Code Simple Worksheet This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the Washington State Energy Code. After completing this form, please add all relevant information to your construction plans. PART1 Whole-House Ventilation: Select one of the following methods. A. Fresh air will be circulated by the central forced air furnace. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air a total of 8 hours daily. B. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen, living room and other habitable rooms along with a whole-house exhaust fan. The exhaust fan, which usually does double duty as a laundry or bathroom fan, and must be controlled by a timer set to operate according to the fan sizes and time schedules below. The table below assumes a residence of 3000 square feet or less. Continuous operation 12 hours per day 1 bedroom 45 cfm 90 cfm 2 - 3 bedrooms 60 cfm 120 cfm 4-5 bedrooms 75 cfm 150 cfm C. A heat-recovery ventilation system with minimum CFM flow rates as shown in option B. PART 2 Insulation and Windows: Framing Glazing % U-factor Ceiling Vaulted Walls Floor 51112 2x6 construction* unlimited 0.30 R-49** R-38 R-21 R-30 R-10 ** R-38 insulation may be used with advanced framing, meaning that elevated trusses or rafters must be used so that the full R-38 insulation will extend to the outside of the top plate of the wall. PART 3 Air Leakage: The building envelope must limit air leakage rate to not exceed 5 air changes per hour (ACH). A blower door test will be required. Calculate your maximum allowed rate by using the following: [Building volume(cubic ft.)X 5 (ACH)]/60 minutes= maximum cfm rate during blower door test [�1 cj ( . t(o cu. ft. X 5)/60]_ 2.t 333.O maximum cfm rate during blower door test ENERGY CODE CHECKLIST Section R402.4.1.2 of the Energy Code requires that the building envelope be tested (normally referred to as a"blower door test")to determine that air leakage is within acceptable levels. A leakage of.00030 SLA measured at 50 pascals is considered acceptable. Sealing of doors, windows, ducts or registers is not allowed during testing. Section R403.2.2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed. Testing may occur at rough-in or post-construction. Testing must comply with standard WS U RS-33. Section R404.1 requires that 75%of all luminaires(lights and lamps) be high efficiency. Section R403.1 requires that a certificate be posted within three feet of the electrical panel,completed by the builder or design professional, and include the following information. R-values for ceiling, walls, floors, foundation, U-factors for windows, the type and efficiency of heating/cooling equipment, duct leakage rates from the duct testing, and the air leakage rates from the blower door testing. Other Energy Code items to check or be aware of include the following. 6 mil black polyethylene covers the crawlspace area. Water lines in unheated areas are insulated. I Heat ducts are insulated to R-8 and exhaust ducts are insulated to R-4. ,/ Whole house fan,if required, with a sone rating of 1.5 or less is installed,with timer or dehumidistat. IExterior doors are weather stripped. f Baffles to maintain vent openings in attic are properly installed. Insulation is installed behind partitions and in corners; fitted around wiring and pipes. ,f Insulation is installed behind bathtubs and showers. J Openings around interior plumbing pipes in exterior walls are sealed. Furnace is the correct size. V Fresh air system is installed, connected to the cold air return within four feet of the air handling unit. Interior doors are undercut to allow air movement. Exhaust fans terminate outside the building. „! Showers and lavatories have 3 gpm flow limiters. SIGNATURE: l ' e,. • • For more information contact: City of Anacortes Building Department PO Box 547,904 6th Street Anacortes,WA 98221 360-293-1901 Hydrant Flow Test Report Test Date 4/26/17 Test Time 12:30PM Location Tested by 1419 Latitude Circle Mark Taitano Anacortes, WA 98221 Commercial Fire Protection, Inc. 17199 Bennett Rd Mount Vernon, WA 98273 (360) 848-9093 Notes Read Hydrant New Hydrant, Hydrant 915 (Update of a previous 86 psi static pressure report) 56 psi residual pressure hydrant elevation Flow Hydrant(s) Pitot Outlet Elev Size C Pressure Flow #1 3.5 0.93 29 1831 gpm Flow Graph 100 2804.0 gpm at 20 psi 80 60 psi _- 40 20 0 I I I I 1mi . , ' I I I I I I I 1 I I I I I I I 0 750 1500 2250 3000 3750 gpm Created with the free hydrant flow test program from www.igneusinc.com 1419 Latitude Circle, Anacortes, WA t.4. ---41411:,, --illivislti7---,-- , . $ •• r .. a ♦ A is1 y,r � t w •Lr fly " ., 1• 1n y'- tr • 4. I r ".. _ = ` /df ' ;S. f' ,, '', • `*a r r.1 - 1111S i{ �t*. Jr I r kf ► 48 North Development I .. , _ ern - hydrant 915 at 1419 Latitude Circle %/`� r r • f� .• Static: 86 psi Residual: 56 psi Flow: 1829 gpm I ' - # g Jr In accordance with 2015 IBC Table C102.1 this test - j i ,. • maybe used to calculate a maximum o� 1750 m. .4 ' " r Ilk -y� +�` • 4, , a • r �. • '�' s '•� E_#.•,,xe y L• Y.. ,ad .1 7 4yyy .�1w, li ram I♦ Y a• ! ' da • •'• `y Itiam .. .4V. �' 1 .-". 7All Y. ti{�.. rr4. NI y f .n . r r 4 j - 4: d 1T Y O PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT 4' RESUBMITTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET \7 r,, Mailing Address: P.O. Box 547, Anacortes, WA 98221 cod Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 299-1984, Fax: (360) 293-1938 MAR-6 2 2818 Please use this form to submit revisions or additi l i. ; t + 9;s, s R c 'a Permit/Project#: Date: '2 -2F -- 16 Project Name:4V I\toecrt4 La'r I Project Address: I S 067 l -r l T vp G.R� C�tity� C,��•tt'2.y Project Contact: Company Name:or-�f ra-tar)t— t—i,gi•3T t K1C Contact Phone: 10 Z 95 —9.021 �5 Contact Email:J cJ kr l cu�c�Sn-t Qrot.ccn Has the permit been issued yet? 0 Yes . No cJ All revisions must be either clouded or highlighted &wet stamped by an architect/engineer(if applicable). Has this been done? 0 Yes 0 No IVA What department(s) is this resubmittal/revision/additional information to go to? ❑ Planning Dept. Building Dept. ❑ Fire Dept. 0 Stormwater ❑ Public Works Dept. Is the plan revision or additional information, in response to a plan review letter? ,131 Yes. A copy of the plan review letter with itemized responses to each item is required. ❑ No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: pR OvtP e Are you submitting a full replacement? 0 Yes 1 No If not what page# is being replaced? 0-‘4C41C4 lti Two full sized copies of all revised/additional information is required. Has this been done? 0 Yes ❑ No Two 11"X 17" reduced copies of revised site or floor plan is required.Has this been done? 0 Yes 0 No (\0 Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. 0 Site Plan 0 Building Plans 0 Structural Plan ❑ Landscape Plan 0 Parking Plan 0 Tree Preservation Plan ❑ Arborist Report 0 SEPA checklist 0 Wetland Report ❑ Geotechnical Report 0 Storm Drainage Analysis 0 TESC Plan ❑ Civil Plan ❑ Lot Coverage Calculations 0 Impervious Surface Calculations ❑ FAR Calculations 0 Grading Plan 0 Survey(Boundary/Topo) O Mechanical Plan 0 Plumbing Plan Other: "ej..1 Cb�l� 11NtC1 February 28, 2018 Anacortes Planning&Community Development Dept. Attn: Groc Fyrrce RE: Plan review corrections for proposed home at 1506 Latitude Circle Please note the following item have been addressed as described: 1. Two sets of engineering for the foundation has been provided. Two sets of the engineering for the foundation has been provided for your approval Jack Reinstra Landed Gentry Jack Reinstra From: Fyrrce, Groc <gfyrrce@cityofanacortes.org> Sent: Wednesday, February 28, 2018 9:32 AM To: Jack Reinstra Cc: Kennedy,Jack; Cricchio, Kevin; Nelson, Kait; Ingalls, Paul; Lange, Steve Subject: 1506 Latitude Circle Attachments: Current Plan Revision Additional Info Cover Sheet.pdf Hi Jack, MAR.0 2 2018 For my building review, I need two sets of Engineering for the foundation. Stormwater and Fire plan reviews are still pending and any corrections from that will need to be addressed. All other plan reviews are approved as submitted. Please fill out the attached Plan Revision &Additional Cover Sheet along with a transmittal letter(s)stating the correction required, and how it was corrected,for each item,on each review, and address it to the appropriate party. You do not have to submit separate site plans, if all the items required in each review can be clearly and legibly shown on one site plan. Best regards, Groc Fyrrce Building Inspector/Permit Technician City of Anacortes (360)293-1901 Helping to provide safe communities through education and cooperation My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW: DATE: 7 PERMIT#: c:S\,__ Ai -- elis 1 . , VV SITE ADDRESS: \5Ap VS)--qm(V .Q'As PARCEL#: \ ,,11 n SURVEYED SITE PLAN: ayes ❑ o • Does site plan & dimensions match survees 0 no ZONING DISTRICT: \Z: - / • Is the land use permitted in zone -III yes ❑ no 1 CRITICAL AREAS: • Is any critical areas located either on the subject property or within 300 feet ❑ yes 01no 1 SHORELINE JURISDICTI N: • ❑ yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment 0 yes 0 no IMPERVIOUS SURFACE MAXIMUM: ,C) P / MINIMUM SETBACKS: \L. aci: ^ V.:-.5„ ' 5 5 ,J / i/ MINIMUM LANDSCAPING:4) ? O0 1 �R (c) (1) n J MINIMUM #OF TREES: p� MAX LOT COVERAGE: J S)._ V—T\-- MAX PERMITTED HEIGHT: OFF-STREET PARKING: "a EASEMENTS: I It - WW 3I44 , . f' . ° al A F �s. OF, OF IN r IF OAL IF IF 1 / f Pr WW IF � A 4 ' ! ° • �• IF jr � � � USN For IF IF W tr - IF Fri �, , ; AS 11 I IF IF , rr = �� - "- OAF IF � . . . _ IF _ t� --Fk t$ a� Fj IF IF 1 .. r...l. . '� .4 FIeF Adakt . rq IF I r IF . , Print Window Page 1 of 1 Details for Parcel : P133669 & . 4r Jurisdiction : ANACORTES Zoning Designation : Please contact the city of ANACORTES for ANACORTES zoning information . Excise Affidavits Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133669 6042-000-011 -0000 SE 22 35 01 Owner Information Site Address(es) Map Links 48 NORTH ANACORTES LLC 1506 LATITUDE CIRCLE Open in iMap 504 E FAIRHAVEN AVENUE Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: BURLINGTON , WA 98233 Zip Code Lookup Site Address Information PDF I DWF Current Legal Description Abbreviation Definitions (0. 1849 AC) LOT 11 , 48 NORTH PLAT AND PUD , RECORDED MAY 23 2017, UNDER SKAGIT COUNTY AUDITOR'S FILE NO , 201705020028 , 2017 Values for 2018 Taxes* Sale Information 2018 Property Tax Summary Building Market Value $ . 00 Deed Type WARRANTY DEED 2018 Taxable Value $ 108 , 000 . 00 Land Market Value +$ 1081000 . 00 Sale Date 2017-06-02 General Taxes $ 1 , 132, 00 Total Market Value $ 108 , 000 . 00 Sale Price $4 , 350, 000 . 00 Special Assessments/Fees Assessed Value $ 108 , 000 . 00 Total Taxes $ 1 , 132. 00 Taxable Value $ 108 , 000 . 00 * Effective date of value is January 1 of the assessment year (2017) Legal Description at time of Assessment *Land Use WAC 458-53-030 Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *SEW, WTR-P Acres 0 . 18 Improvement 1 Attributes Summary Building Style RESIDENTIAL HOMESITE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab * Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning . Please contact the appropriate planning department in your jurisdiction for land use questions . * Total living area includes above grade living area and finished basement area. * Garage square footage includes all garage areas; basement garages , attached garages, detached garages, etc. Assessment data for improvements is based on exterior inspections. Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. https ://www. skagitcounty . net/Search/Property/ 2/27/2018 Tim Garrison , f� P . E . 1500 E . College Way #515 T' im Ks Garrison , r Mount Vernon, WA 98273 Phone : (360) 708- 1865 Consulting Engineer timg@BuildersEngineer. com Structural Analysise Lowman Plan , Coastal 1 & 2 , at 48 North , Anacortes , WA Client: Landed Gentry Homes and Communities CCI Job Number . T17037-A Building Design . Jack Reinstra, Landed Gentry Date. May 8 , 2017 GA °fO i 'ti FEB 15 '2U� °t NAGORTEF OF A AR awym INDEX , Resign Sketches and Callouts SKI — SK5 , COI — CO3 Standard Specifications . B — G Calculations . C1 — C14 . (Certain items are per previous calcs for same building, CCI Job No . t14055 , 6/30/ 14) Total No . of pages excluding cover sheet: 28 Notes , Disclaimers , ConstructionCalc, Inc . (CCI) takes responsibility only for items specifically addressed within this report set . This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound . Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums) . S� l a P^d d 0 N iL �n I I HS OE > ' I 'rJ t OHS � ' Z� . " Z."1-d0 P, - -t 1. Al-d0 9xb I I - 1g C I 'Old O L(£1 OX O 09 - - - - 5 i i Inm i '� Z• t.l �a 9xY E Z o- �ix '1 � 1 O d tj IV I � m IN � Qlml N I V C NLL x m IIL LL m W 3 W rt ROMEO 1 � Q = 3 SI I 3 I Q Q S C OHS LA ' k m S -p f 4�r I.IN n IL V Q 8 - Eq a C U Q 01Al L 0 „Z-,OI .II J ; 11b-,E £ „ �S . „b-,E Z 7& Q 3 Na ,'�E-,5 bi01-,b ` I-, ' I-, „61L-,L L-,L in „O-,5 „S-,Z Q Q ° SeVolo'611 OIL U lssolo alod le „09 alod 1a „sb - - N isano = _ _ _ _ _ _ _ _ _ _ NSNIl I OOPJ r =1 13HS , 0r 2 1 „o-,L of r I I I J I I M o m r LL - 1 > [ LL rr I I ' L11 N \CO GI I LL 5 F � ?I= stall a n 'a o a d u o > 0 � ' > o- W. N . I I N I 1p I�y l K'I d ,SSL-,Z „SiL-,L „yi6-,9 I - „Sib-,51 14 X z (L 4 I m 0 � z u W IIs. 4 � , I N v apm � I J IP tt A ,Z- Wo I a' I I VIM O m I m T � ; J � O" " NX 1 1 • - -I - - Z Y Z = I I = Q Z C 17 x N W a wn am n a � z ' > z o 04 . � p JGO x x m .'J v 0 P r �' LL Oa lO a Q 1 ?� ' -n9V „Sb V la1NW ° " z I.) - 1 000H/oNOIW '^ 1 t HLJVaH HSnI� N p FLN ' ( 1 im RVNVa /M aOV"IdaMld sV9 - - - - - - - - - - - - - - - - �' I II L - I O �Zl t _ _ M ^, Z.l-dd 9xb 0 L.l-d0 9xq e 2 nx n9n4 nenc PA W ^� d N LID > na IF m SHOP Lw O 23'-4" x 10'-O" J2'-115" 4 or o " e " o " 5_xl8 OR 6,T5x16.5 GLBgig _ _ t- = P.T. 6x6 POST BELOW - - P BEAM END, OR POCKET FAMILY/MEDIA ROOM 1p BM, INTO CONC, WALL 26'-10" x 13'-II" =� (VERIFY W/ BUILDER) S N m 4xe F-L•7 r 71 -915 4 -6 I Zo 3'-415° 2' I" '-4" 9'-II 4' 8" '-II ' GARAGE p ry 11'-1" x 33'-IO" y x DF-L•7 x DF-L•2 � l.b ti x 5�P• ggr V _ SHELF 4 RO_D_ _ _ _ STOR. W Vm - CLOSET 5x18 OR 6.15x16,5 GLB LL oc 12" BY - m z m 4'-III5" G X % W ENTRY BEDROOM 44 _ P . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - 13'-1" x 13' 7" N 21 N BATH � x6 ZoFI -L•1 Z I IOSO 10 \5 -0„ TUB SEI . S/L EGLa 4xB F-L•1 4x DF-L•25050 XO 5050 XO 5 I/8xl4 DF/DF 3 �I w ILL i`S 16' x 8'-0" OVERHEAD GARAGE DOOR + � vj PO CH I 2 �VV 4" CON SLAB " VV i DECK LNE ABOVE FLOOR LINE ABOVE z w W m p m A LL. e e o - - - - - _ N X X C 'O O „ I e tj nyA JL A JL JL L JL JL A JL1L o r ZIXZ(Z) r u o � N a- e r v LL U ID LL J — LL LL Ji N m 0 V X id " J IA o � N o N u mm p - - - ' - - - - - - - - - - kq O - L. - _ 1 x o b W m X r n x � Q n ° LA O� N U J R, O M - U- � a N N 71 Z I • O 0 J Z TL m N , IL III3 IL J I �3 p Y SN I n a' X A p U w u 0' q N z w O .•: 0 Y O f LL Wlw " _ �{1 � O J � a�ip ~ m a o W a4 �o X a jr Ir IF it � r � r r r I I — LL Q r LL Y r Q 'O 91 "S1 f m N 3 r a N ry 9 L ICU If L sislor )m nemd dd)dO rn-dVZ 9"IV SOIXS 0 p Q3 � W = Zj W N ~ E m N J m Ym � z v � L m � U mp y+ mQm _S Z III m N W W m Ul O m 0 p ) k > 3 pJ /y L1� 33 � m a' W J Z am aF � 3 ui O \ a 03 (L ?n = m I = � 00 Sara s �4 (!.dIJ3n) „O-,OZ (AdIJ3/V „0-,41 (,UIJ3n) „O-,II „Lk9 i - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I low to v 4 I ' - - - - - - - - - - - - - ' 11VM Mad S3Zl9 VNllOOd NOd 1 ZZV 133H9 'Zle I Ile 911V13o .� 3S0 '3OVP1% 213d 'Ndi d314 \ I I I II I \/ I >' "NIW did „9/I 3dO1S I ' I I II I I 1 II 1 1 I 11 I I I I I I 1 I „OI',4E I I I LL V IF IF LL O _ _ _ _ _ _ 1 I I I I I I I u I 1 NIS I I I I I 1 ti I I 1 1310m,oEl 1i - 1 o0- S i ZOO dO I U a lO 1 I I 1 1 I I ,�{L-,5 I 1 „0-,4 I9 } - - - � 0 U _ I I I mifL I I 1 I QI Y Q v I \ © I I I 1 © I I ry WI Q F I I y I I 1 Z15 `}I 1 l I I I I 1 I I UI W Q I 1 I I I I V 0' N I I 1 I I I • � - - � Z I 1H913H 1 I I I I I ' 1117M ?J3d S3ZI5 9NIl0021 NOd I I I f t Z"ZV 133H9 'ZI• r IIe S1111134 1 IV, J41 I 1 3Sf1 '30V219 2L3d 'Nod d315 I ' I ' 1 I I • l0 I I I _ I I „rjjL-,E „LEI-,91 „%Z „+'i6-,6 CAdRi3n) „I-,41 C.IdRl3n) „II-,61 no-,ol „o-,4E � JCS Shear wall top connection - i Shear wall top connection - ® � framing parallel , D framing perpendicular.ill I T TRSS � O(L rRLCS9 on J�tT_ Af? t all, (GAFra2 .� a jIsT i D S RTl7 �t � i t NERD .— C tLty� fox �H12.5 Orl*a. gaAZi4i y Co �i7 s BLS qLr ; S:DW4, 15606o 2 } t I 12r� S5 0+� t2A7F.fL kiM 0R. Xoll � GjL .fZ? iS'� Ca + S $LKE( TotST LTP � . VLA f�t-T SN�A`i�4i c +t ,�+ c� wt Ai_TZ 51, I 5 ';D WC I 66o i 13 E}FrtG .V`o .) Sy r f I 1 i I C 1 t cot Piz o � b c CIO M Cd 0 Co U o 3 o € � pl 0 C) 3 ® O v Ow "C 4h r� + �" A W N 0 ® ® cd U Ow W ti p a M COO .� Ok �' N cC "O M" U 'C7 v, ^ b O y po •C N 00 wo U o 3 00 o F" a rA .a. 3 .. .. U N O V2 � •ty c� b O _� •� N .� p 3 � rn •� H � N � cd via$ ., PC U PC b0cd lima V V r id W Cl C40 � N� N- N- ee p, 0 z H �. PC a Z v1 " '�°� W v� v� Cn a y 4:1 O N p N �"' r✓t H . O 0bp 0 " i� O Uj "" � . N N N v� q=4 CUC O .� N � N- •N' i.i �+" ^ ci •O O PC N 00 b o `. d ° ; moomc Gn 00 N 0 i C�2 Structural Callouts° — Copyright ConstructionCalc, Inc (CCI) 13 TS Twisted Strap - Joist Holdown * Min., Capacity: Good for 1 ,215 lb. tension. * Twisted Strap : Use min., TS22 twisted strap applied vertically. - Attach to beam or floor joist above. Attach to double stud below. 14 TS ITwisted Strap - Joist Holdown * Min., Capacity: Good for 1 ,450 lb . tension. * Twisted Strap: Use min., HTS30 twisted strap applied vertically to outside of wall sheathing. Attach to cantilevered floor joist above. Wrap over top if necessary. Attach to double stud below. 15 FF Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. * Strap: Use CS16 vertical strap applied to outside of wall sheathing. Attach to 2 2x, 3x, or 4x studs lined up above and below rim joist. Fill all nail holes with 16d. If strap falls on rim, header or beam below, nail to rim, header or beam and wrap around bottom if necessary. * End Distance : 12" min. to each upper and lower studs. Approx. total length = 24" + depth of floors stem. 18 HD Alt 1 - Holdown - Embedded Strap Type. * Min. Capacity: Good for 3815 lb . uplift, wet set application only. * Holdown : Use STHD14 for no rim joist condition. For rim joist condition use STHDI4RJ. * Nails : Use 30, 16d to full-height stud as follows. * Stud : Use larger of: king stud as speed elsewhere; or choice of 2- 2x, 3x, or 4x. Alt 2 - Holdown - Bolt Type * Holdown: Use HDU5 . * Lags . Use 14 SDS 1 /4 x 2 . 5 to full-height stud per above. * Anchor Bolt: Use 5/8" diameter SSTB24, or 5/8 " all-thread with nut and 3 " washer on embedded end. Min embedment = 16 " . If too long to fit in footing, bend 90-degrees at bottom of footing, maintain 3 " cover at bottom of footing. If cripple wall below, use all-thread and CNW coupler nut or similar. 19 DS Drag Strap * Mn., Capacity: Good for 1 ,705 lb tension * Drag Strap : Connect beam end to exterior wall top plate beyond with CS 16 x 24", centered over beam / top plate intersection. Strap must be straight and horizontal. Strap may attach to either side or top or bottom of members connected. * I INails : Use 10d, all holes filled. CO3 20 1 Heaver * Header: use min: 2x6, tall dimension vertical in V' configuration. Or use min. , 2- 2x6, or 4x6 . For "L" configuration, connect vertical header member to flat 2x with 16d @ 4 " OC . * Trimmer: (a.k. a. , Jack Stud) Use min. , 1 - 2x, or concealed flange hanger, each end. As alternate, may use FC4 for 2x4 wall, FC6 for 2x6 wall . (FC4 good for 865 lb. , FC6 good for 1010 lb.) * King Stud: full height bottom plate to top plate: Openings wider than 5', use min. , 2- 2x, each end. Openings 5' wide and less, use min. , 1 - 2x, each end. 21 H Header * Header: use min: 2x10, tall dimension vertical in "L" configuration. Or use min., 2- 2x8, or 4x8 . For "L" configuration, connect vertical header member to flat 2x with 16d @ 4" OC . * Trimmer: (a.k.a. , Jack Stud) Use min. , I . 2x, or concealed flange hanger, each end. . As alternate, may use FC4 for 2x4 wall, FC6 for 2x6 wall. (FC4 good for 865 lb. , FC6 good for 1010 lb.) * King Stud : full height bottom plate to top plate: Openings wider than 5', use min. , 2- 2x, each end. Openings 5 ' wide and less, use min. , 1 - 2x, each end. 22 H Header * Header: use min: 2- 2x10; or 4x10 . * Trimmer: (a0k.a., Jack Stud) use min., 1 - 2x, or concealed flange hanger, each end. * King stud : full height bottom plate to top plate. Openings wider than 5 ', use min., 2- 2x, each end. Openings 5 ' wide and less, use min. , 1 - 2x, each end. 23 H IHeader * I Header : use min: 5x13 . 5 glulam, LVL, or PSL. * Trimmer: (a.k. a. , Jack Stud) use min., 2- 2x, each end. * King stud : Use min. , 3-.. 2x, each end, full height bottom plate to top plate . 301 R Rim * Use min. , 1 . 5 x 11 .25 LVL. 31 L Ledger - Deck Joists to Rim. * Ledger: Use min. , 2x, PT ledger, at least as tall as joists . Ledger Connecion: Connect to rim with SDS or LedgerLOK at max., 12 " OC and within 3 " of ends and splices. _ Where ledger cantilevers, use 4 SDS or LedgerLOK spaced 3 " apart . Center this cluster of connectors 6" from end of rim joist. Min. backspan of leger before a splice = 8 '. SDS or LedgerLOK to be of length necessary for full penetration in rim. * Joist Connection : Connect joist to ledger with U or LU hanger. 71 P Post * Post: Use min. , 3 - 2x4, or 2- 2x6, or 4x6 . * Floor-To-Floor Conditiono Where bearing on floor with post below, ensure solid blocking through floor cavity. 73 P Post * Post! Use min. , 4x6 PT * Connection at Base : Use PB , AB , ABU, ABW , CBSQ or similar. Standard Structural Specifications' — Copyright, Tim K. Garrison, P.E . BASIS OF DESIGN — APPLICABLE CODES : Code . The designs herein are prepared in accordance with the 2015 IBC . Construction shall conform with the most recent building code adopted by the approving jurisdiction . LIMITED SCOPE OF CONSULTANT ' S WORK : Consultant. The consultant in responsible charge of the work indicated herein is Tim K . Garrison, P .E . , doing business as ConstructionCalc, Inc . , hereafter indicated as "CCI. " Scope of Consultant ' s Work. The scope of work of CCI is limited to structural analysis of a new single. family residence as follows : * This model was analyzed previously by CCI. Certain foundations, beams and columns did not change and are approved herein by inspection . The previous analysis was CCI job no . t14055 , 6/30/ 14, sealed by Tim K. Garrison, PE. * This analysis is for the Lowman model, versions Coastal 1 and Coastal 2 . * This analysis may be used for any such models constructed in the Landed Gentry 48 North community in Anacortes , WA. * If any variation(s) to the above models is/are made, an addendum to these calculations is required. CCI takes responsibility only for items specifically addressed in our drawings and calculations . Constructed items not specifically addressed herein shall be built per minimum code . LOADS Following are the loads used for the subject design / analysis : O Roof live: 20 psf. O Exterior wall dead: 10 psf O Roof + ceiling dead : 15 psf o Interior wall dead: 7 psf O Roof snow : 25 psf O Seismic Factors : Ss= 1 . 10 , S1 = 0 .437 O Floor live : 40 psf O Seismic Des Category: "D" O Floor dead: 15 psf o Wind Exposure ` C ' , 3 -sec gust : 120 mph. O Deck live : 40 psf o Assumed allowable soil bearing pressure : O Deck dead : 10 psf. 1 , 500 psf. SINGLE PROJECT . The calculations, drawings, notes , specifications , and / or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any other project at any location other than 48 North, Anacortes . COMPETENT CONSTRUCTION PERSONNEL / SAFETY. Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards . Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems . c MATERIALS AND METHODS : Provide and install all materials in accordance with manufacturer' s requirements and recommendations . It is the contractor ' s responsibility to ensure all field personnel understand and adhere to this . TEMPORARY SUPPORT AND BRACING, General . Provide adequate temporary support to all walls, roofs , beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary. supporting devices with a qualified person . Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems . Retaining, Walls . Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this) . For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall . FOOTINGS, FOUNDATIONS, SLABS ON GRADE : Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects . Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to : allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind . Structural Fill : "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel . All structural fill must be compacted per the following section. Non- Structural Fill : "Non- Structural Fill" is soil (native or imported) without : organic materials; rocks and lumps greater than 3 " in any dimension; trash; and the like. If used as compacted fill, it must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 84nches . Compact using mechanical (vibratory or impact) methods . In paved areas and under structures, use structural backfill compacted to 95 % relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92% relative compaction . Where pipes enter and exit structures (distribution boxes, utility boxes, catch basins, manholes, etc .) use structural fill around the structure . Carefully place and compact to 95 % relative compaction under and around all pipes . When roots, rocks , or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations , Footings on Soil : All footings and foundations to bear on undisturbed existing soil or structural fill . All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill . Bottom of footings to be below locally prescribed frost zone, not less than 12 " . Foundations, Footings on Rock : Where footings bear on rock, clean the rock free of dirt, moss, debris, or other deleterious substances . Place concrete directly on cleaned rock. Where rock is sloped less than 3 : 1 ( I °rees), no dowels into rock are necessary. fl Where rock is sloped 3 : 1 ( 18 -degrees) or greater, use #4 x 16" long dowels rotohammered 6" into rock. Rotohammered holes to be '/2" diameter, perpendicular to face of rock. No epoxy is necessary . Dowels to be located as follows : O For continuous footings, use dowel within 6" of ends, corners, and intersections and at 48 " OC max spacing. Dowels to be centered on stemwall . O For pad footings, use two dowels spaced 8" apart, centered on footing . If dowel is too long to fit in footing, use 90-degree bend as necessary to provide 2 " cover at top of footing . Slabs on Grade . Subgrade below slabs shall be similar to the above . A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs . Footing Drains . Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE , Standard Concrete . Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc = 2 ,500 psi unless otherwise noted on Plans . Minimum cement content = 5 sacks per cubic yard. Maximum water/cement ratio shall be 0 . 45 . All materials shall be in accordance with ACI 318 , latest edition . Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures . Industry recognized and approved admixtures affecting set time, flowability, and / or waterproofing may be used provided the strength and durability of the concrete is not adversely affected . Air Entrainment. Provide 5 % air entraining in all concrete exposed to the earth or weather. Fly. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content . Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above . CONCRETE REINFORCING: Strength, Splicing, Bending. Reinforcing bars (rebar) shall be grade 60 (Fy = 60 ksi) or better, unless otherwise specified in the Plans . All reinforcing shall be spliced, detailed, bent, and supported in accordance with applicable ACI code. BOLTS AND DOWELS IN CURED CONCRETE : General . This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques . Minimum concrete embedment = 4-inches unless otherwise specified. Minimum distance to any edge or end of concrete = 3 " from hole centerline unless otherwise specified . Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations . Location of existing reinforcing bars may be by non-destructive methods (pachometer, radar, or similar) . Washers . Use 3x3 "x. 229" washers on all wood mud sill anchor bolts . Such washers may be slotted, with plate washer under the nut as allowed by the IBC . At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood . Non-Epoxy Systems . Use Simpson Titen HD where shown in the Plans . These anchors may be used to resist tension loads and shear loads . Install per manufacturer' s recommendations: Epoxy Systems . For bolts , use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated, A307 ` all-thread ' bolts as shown in the sketches . For dowels , use ET-HP or SET high e strength epoxy and rebar as specified on the Plans and Callouts . Drilling of holes and installation shall be in strict accordance with epoxy manufacturer ' s recommendation . CONVENTIONAL WOOD FRAMING: Material . All sawn framing lumber, not including beams, posts, and columns, shall be Spruce Pine Fir, Hem Fir, or Douglas Fir - Larch, Number 2 or better, unless otherwise shown. All sawn wood shall have moisture content less than 25 % . General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code . Where Structural Plans do not specifically address a structural element, construct said element per minimum building code . Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT (Pressure Treated) may be Hem Fir No . 2 or better. Glulams, PSLs , LVLs, etc . shall be per Prefabricated Wood Products section below . Multiple Ply Members , Trimmers, King Studs, Headers . Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4 " OC, staggered . Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2 , 16d at 4" spacing. Glue. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days . Use Liquid Nails LN-940 or equivalent. Prep and apply per manufacturer' s recommendations . Window and Door Openings , Header. Use header size shown on Structural Plans . May use larger of same material. All headers shall be installed with their tall dimension vertical . If header is less than 3 inches wide (I.E. a single 2x or single LVL) use a flat 2x nailed to the bottom of header in an "L" configuration with 16d at 4" max spacing . . If no header is specified, the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified in Structural Callouts . Discontinuous Top Plate . Where wall top plates are cut, omitted, or otherwise discontinuous at a header, the end of the header shall be connected to the remaining top plate beyond with a horizontal CS 18 strap with minimum 12" length on the header and 12" length on the top plate beyond . Strap may be on top, inside, or outside of wall . Trimmers, aka Jack Studs . Use size (or larger) per Structural Callouts . Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs . Use size (or larger) per Structural Callouts . These must be full-height, bottom plate to top plate, IE diaphragm to diaphragm . Anchor Bolts . Shear wall anchor bolts connecting mud sills, use 5 /8 " diameter x 8 " min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12 " of ends and corners, with 3 " x 3 " x .229" steel washers, wrench tight . Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in previous section . An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts . Non -shear wall anchor bolts shall be spaced a maximum of 724nches and within 124nches of ends and corners and shall be fitted with 2" steel plate washers . Use either 1 /2 " diameter x 8 " min embedment wet- set, or 1 /2 " Titen HD with 4" min embedment. Non -shear wall anchors may be 0 . 145 " diameter powder-actuated pins with 14 /2" min concrete embedment, at 16 " OC , unless otherwise shown . Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails, bolts , framing connectors, etc .) or structural steel members . In certain cases non-pressure treated lumber may butt against concrete . In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking / Bridging. Provide continuous blocking at all bearing locations . Provide full depth bridging or blocking at 8 ' OC max . in joist or rafters without continuous plywood diaphragm connection on theltop . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post, column, or other concentrated loads through the floor to the supports beneath. Bolts . Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in steel drill holes 1 / 16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts : 5/8 inch diameter bolts . . . . . . . . . . . . . . . . . . . 3 inches 3/4 inch diameter bolts . . . . . . . . . . . . . . . . . . . 3 .75 inches 1 inch diameter bolts . . . . . . . . . . . . . . . . . . . . . . 4 .75 inches Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc .) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above . Lag Bolts . All lag bolts greater in diameter than 1 /4 " shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) . Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PREFABRICATED FRAMING CONNECTORS : Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations . Installation : The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements . The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to . Nails and screws which will be exposed to weather shall be galvanized or stainless steel . If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. PREFABRICATED WOOD PRODUCTS : Prefabricated Trusses . Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc . Engineered Wood — General . These products must be provided, stored, and installed in accordance with manufacturer' s recommendations . Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable . I-beam Composite Web / Flange Joist Products . The contractor shall install the I-Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. PSL (Parallel Strand Lumber) and Versa-Lam. Where called for, use minimum 2 . OE, 2 , 900 psi minimum allowable bending stress . LVL (Laminated Veneer Lumber) . Where called for, use minimum 1 . 9E, 2,600 psi minimum allowable bending stress . LSL (Laminated Strand Lumber) . Where called for, use minimum 1 . 3E, 1 ,700 psi minimum allowable bending stress . Glue-Laminated Timbers . Unless otherwise noted, all glu4am beams shall be 24F-V4 DF/DF industrial appearance grade, manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations . If these span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. If visually exposed to interior living space, use Architectural Appearance Grade . Plywood or OSB Shear Walls . All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts . Wall sheathing may be either Oriented Strand Board (OSB) or plywood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall sheathing . 1500 E . College Way #515 Tiny K . Garrison , P . E . Mount Vernon, WA 98273 Phone : (360) 7084865 Consulting Engineer timg@BuildersEngineer. com dL 2lo 2 � -t L . 14o , ��c5 _ _ -4-0 � y a^ a E A ,c_ K; o � st - .- 4 ? tae7 �t L � bo .b . w. n�ue dw _ ® Q3 .ruwa cieeer II ', ° ALL �_, ✓ 440 e T.- IL 3 . - � a.aa woe. _ _ _ _ • 9 _ _ _ ^ qA ft =If za xLa U�n K s T C a • a Qa &aean e e ,e �. ..,. � . t (5 1 2 � Moog r... .. .e., .w.0o „ . e.. �.>go cLoon, . . , L Ago MLILAI Sim --- ....... — — -- - - - — 91 e�eem 04 T D n" n" ,e &LAgo n og- . t- i Structural Design Loads - IBC 2015 & ASCE 7= 10 Seismic Calculations - Per ASCE 7-10 Project Lowman model Job No t17037 Date 5/5/17 Location 48 North , Anacortes , Latitude Circle. USGS 0 .2 Second Response SS = 1 1 . 100 % of gravity USGS 1 . 0 Second Response St = 1 0 .437 % of gravity No . of stories above ground lev . ; Two Stories Site Class I Stiff Soil Profile, D (Typ.) Risk Factor Comm'I, Industrial, Residential - Med Hazard, II Eguiv Lateral Force Method Seis importance , IF = 1 .00 Structural System I Bearing wall - wood or light steel shear wall _ .2 sec response , Ss = 1 . 100 Ss use for Cs = 1 . 100 Is structure regular and 5 stories or less? ves Use Ss= 1 . 5 max for Cs calc 1 sec response, St = 0 .437 Site coef, Fa = 1 .060 Redundancy factor, p = Site coef, F = 1 .563 Period , long-period ( Map , ASCE7-10 , p . 224, fig 22- 12), TL = It] Response mod coef, R = 6.50 Height of top of building , hn = O - Str factor, 0. = 3,00 Defl Amplf, Cd = 4.00 EQUIVALENT FORCE METHOD, ASCE7- 10, 12. 8 Ht Limit 65. 0 ft Required Seismic Design Category D Spectral accel parameter, SMs = 1 . 166 Height Limit (feet) 65 Spectral accel parameter, SMt = 0 . 683 Max. Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter, SpS = 0 . 777 O - Str factor, Oo 3.00 Design spectral parameter, SDI = 0 .455 Seismic Base Shear, V 0. 120 * W I Building period coef, CTS = 0 .020 Horizontal Seismic Load Effect, Eh 0 . 120 * W Approx fundamental period , Ta = 0 .217 Vertical Seismic Load Effect, Ev 0. 155 * W Upper limit period coef, Cu = 1 .400 Seismic Load Effect E = Eh + - Ev 0 .2751) & -0.035D Building period , use , T = 0 .304 LRFD Comb 5 1 . 355D + Eh + . 5L + IS Csmax = 0 .323 LRFD Comb 7 0 . 7451) + Eh Csmin = 0 . 010 ASD Comb 5 1 . 109D + .7Eh Seis response coef, CS = 0, 120 ASD Comb 6b 1 .078D + . 525Eh + .75L + . 75S Min diaphragm force , Fpx min = 0 . 155D ASD Comb 8 0.491 D + .7Eh Max diaphragm force , Fpx max = 0 . 311 D Wind Loads Per ASCE 740 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10 , Chapter 27 Projecti Lowman model Job No 1:17037 Date 5/5/17 Building Wind Exposure Exp C - Where exp. B and D don't apply. Enclosure Classification Enclosed Building (Typical) 3-Sec Gust, Basic 120 mph • ASCE7-10 maps , Fig 26 . 5 , p247 Method ASD, Basic Combos. Stress increases allowed for wood only. Load Comb Factor 0 .6 Roof Pitch 1 1 4 . 00 /12 Slope 1 g = 18 .4 deg Roof Pitch 2 4. 00 /12 Slope 2 6 = 18 .4 deg 2012 IBC Loads Calcr 5/5/17 Hill Shape Topographic Factor Not Applicable L/B 1 .08 Building Width Perp. To Ridge B = 48 ft h/L 0 . 37 Building Length Parallel To Ridge I. = 52 ft Gust Effect Factor G = 0 .85 Mean Height Of Roof (ft) hin = 19.0 ft 3-Second Gust Power Law Exponent Cc = 9 .5 Eave Height (ft) heave = 16. 0 ft Normal Ht, Of Atmosp. Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press, Exposure Coefficient Kh = 0 .892 26.8 ASCE 7 Height of Hill or Escarpment (ft) Hh = IBC Load Factor for ASD Wind - 1605.3 .2 = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1 .000 Horiz, Distance From Crest To Bldg . Site (ft) x = Velocity Pressure @ mean roof ht. qh = 27 . 96 psf Windward Wall Pressures Internal Pressure Intermed , Windward Elev K Value o. Wall Internal Pressure 0- 15 feet 0.849 15. 96 psf 10.85 psf +/_ 5 .03 psf 15-20 feet 0.902 16. 96 psf 11 . 53 psf 20-25 feet 0 .945 17 . 77 psf 12 .08 psf Longitudinal (Parallel To Ridge ) 25-30 feet 0 . 982 18.47 psf 12 .56 psf 3040 feet 1 .044 19 .62 psf 13. 34 psf Leeward Wall Side Walls 40-50 feet 1 . 094 20. 56 psf 13. 98 psf -6 .89 psf 498 psf 50-60 feet 1 . 137 21 .37 psf 14.53 psf (Outward) (Outward ) 60-70 feet 1 . 174 22 . 07 psf 15. 01 psf Roof Pressures - 70-80 feet 1 .208 22 . 70 psf 15 .44 psf Based On Posn . Pressure Down Ridge 0 to h/2 - 12.83 psf Transverse (Perp . To Ridge) h/2 to h - 12.83 psf h to 2h -12.83 psf Leeward Wall Side Walls > 2h - 12.83 psf -7. 13 psf 9 . 98 psf (Outward ) (Outward ) Horiz groi 13 . 34 psf Slope 1 - 20.5 sf 4.00 / 12 p Q� -6.26 psf -8. 11 psf 0 .35 psf 12 .56 psf 19 .7 psf 12 . 08 pif +1- 5.03 psf 19 .2 psf 5. 03 F sf wmw 11 . 53 qsf �� +/- 5.03 psf - -7 . 13 psf 18 . 7 psf Ir i� !- 5.03 psf 10 .85 psf 18 .0 psf + r 48.00 ft Roof 1 slope : 4: 12 0 . 32 rads 18 .43 deg Roof 2 slope : 4: 12 0.32 rads 18 .43 deg Press, slope 1 , roof, horiz proj : 4.5 psf Press , slope 2 , roof, horiz proj : 4.5 psf 2012 IBC Loads Calcr 5/5117 ConstructionCalc , Inc `4 Lateral Load Calculator Job No . : t17037 Job Name : Lowman By: tkg Architect / Designer: Landed Gentry Date : 5/5/2017 Building : Lowman SMSMIG LOAD CALCULATok Seismic Factor: 0. 120 Roof Snow 25 sf Fir Storage LLO Gridline: Gridline: Gridline: Gridline : Gridline : Gridline : Gridline : Gridline: up n-s tot up tot a-w do tot e-w Dim 1 . 54.00 N Dim 2 49.00 Mul factor , 1 . 05 1 . 05 1 . 05 1 .05 1 . 05 1 .05 1 .05 1 .05 e Trib Area 2789. 1 0 . 0 0 . 0 0 . 0 0 . 0 0 .0 0 . 0 0.0 Or------------r------------r------------r---__'-------------------'r-----------r------------r------------I Dead weight, psf. 15 .0 t 15 . 0 ' 15 .0 i 15 . 0 ; 15 .0 i 15 . 0 ; 15 . 0 15 .0 y------------� -----------� - - -�- - - - A - -----•- -- Seismic factor. , 0 . 120 0 . 120 0 . 120 0 . 120 0 . 120 0 . 120 0 . 120 ? 0. 120 Calc'd seis load 5020 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 .0 0 .0 Dim 1 202 .00 202 .00 Dim 2 5, 00 12 .00 m Mul factor 1 .00 1 . 00 1 . 00 1 . 00 1 .00 1 . 00 1 .00 1 . 00 Trib Area 1010 .0 0 . 0 2424 . 0 0 .0 0 . 0 0 . 0 0 .0 0. 0 w Dead weight, psf. ' 10 . 0 10 . 0 10 . 0 10 . 0 i 10 . 0 i 10 . 0 10 .0 i 10 . 0 i Seismic factor. } 0 . 120 ¢ 0.120 I 0. 120 } 0. 120 i 0 . 120 f 0 . 120 * 0 . 120 + 0. 120 a - - -- - -i ----- --- -•------------- ----------- ------------- �- - --- - - - - ---- •- - Calc'd seis load 1212 .0 0 .0 2908 . 8 0 . 0 0. 0 0 . 0 0 . 0 0.0 Dim 1 51 . 00 Dim 2 47 .00 Mul factor 1 .00 1 . 00 1 . 00 1 .00 1 1 .00 1 . 00 1 . 00 1 .00 °o Trib Area 0 .0 0 . 0 2397 . 0 0 .0 0 . 0 0 .0 0 .0 0 .0 Dead weight, psf. ; 15 . 0 ; 15. 0 15 . 0 15 . 0 15 .0 15 . 0 15 . 0 15 .0 Seismic factor. ' 0 . 120 ' 0 . 120 i 0 . 120 0:120 0.120 0 . 120 ' 0 . 120 ' 0 . 120 Calc'd seis load 0 . 0 0 . 0 4314. E 0 . 0 0. 0 0 . 0 0 . 0 0. 0 Other GLs 6232 .4 6232A Seismic Applied VI 6232 .4 1 6232 .4 1 13455 . 8 1 0 . 0 1 0.0 1 0 . 0 1 0 .0 1 0. 0 WIND LoAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline : Gridline: up n-s tot up tot a-w do tot e-w 0 0 0 0 0 Dim 1 55 .00 23 . 00 N Dim 2 8.00 6 . 00 v Mul factor 1 .00 0. 50 1 . 00 1 . 00 1 .00 1 . 00 1 .00 1 .00 o Trib Area 356.0 69 . 0 0 . 0 0 . 0 0.0 0 . 0 0 . 0 0 .0 of : Wind psf load ', 4.5 4 . 5 4. 5 4. 5 4. 5 4.5 4. 5 4. 5 Calc'd wind load 1602 .0 310 . 5 0 .0 0 . 0 0 . 0 0 . 0 0 .0 0. 0 Dim 1 24.00 Dim 2 7.00 n Mul factor 0 . 50 1 . 00 1 1 . 00 1 . 00 1 . 00 1 1 . 00 1 1 . 00 1 .00 x Trib Area 84. 0 0 . 0 0 . 0 0 .0 0 .0 0 . 0 0. 0 0.0 Wind psf loads 19 .2- -mYmA__- 19.2 19 .02 ' 1902 f 19. 2 ' 19 .2 ' 19.2 ' 19.2 Calc'd wind load 1612 . 8 0 . 0m=Am�m 0 . 0 . 0 0 . 0 0 . 0 0. 0 0. 0 Dim 1 54. 00 374 . 50 40 . 00 Dim 2 4.50 1 . 00 12 . 00 v Mul factor 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 1 . 00 1 . 00 1 .00 X Trib Area 243 . 0 374. 5 480 .0 0 . 0 0 . 0 0. 0 0 . 0 0 .0 ----------------------------------------------------------------- -------------------- - --- - - w Wind psf load ; 18 , 0 18 . 0 18 . 0 18 . 0 18. 0 18 . 0 18 . 0 M0 Calc'd wind load 4374 . 0 6741 . 0 8640. 0 0 . 0 0 . 0 0 . 0 0 . 0 0.0 Other GLs 7051 . 5 Wind Applied VI 7588 . 8 1 7051 . 5 1 15691 . 5 I 0 . 0 I 0 . 0 1 0 . 0 0 . 0 0. 0 Gridline : Gridline: Gridline : Gridline : Gridline: Gridline: Gridline : Gridline: up n-s tot up tot a-w do tot a-w 0 0 0 0 0 Controlling V 71589 lb 71052 lb 15 , 692 lb 0 lb 0 lb 0 lb 0 lb 0lb Controlling Force Type wind wind wind - ' Gyi ConstructionCalc , ins Description : up n-s tot Distribution of Lateral Loads Total V, unfactored 7 , 589lb Wind or Seis control ? (w or e) wmd Building : Lowman Total V, factored 4553 lb Gridsl 21 1 22 1 23 Percentage V 50% 1 0% 1 50% 1 1 1 0% Leftover V / grid 29277 lb 0 lb 21277 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4 ,553 lb Sum check OK Min. Grid Pni 1 Pnl 2 Pnl 3 Pnl 4 PH 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pni 10 Sum Eh PW use % a 2 .51f 6 . 51f 15 .0If 24.0If 95p1f 1PW i2 O.OIf #DIV/O ! #DIV/O ! 23 2 .8 If 2.6 If 4 . 3 If 12 . 1 If 5.4 If 3. 8 41f 31 .0 If 73 plf 1PW Description : up tot e-w Total V, unfactored F7,052 lb Wind or Seis control ? (w ore) wmd Total V, factored 42231 lb Gridsl 2a I 2b I 2c Percentage V 50% 1 1 50% 1 1 1 1 1 1 0% Leftover V / grid 21115 lb 0 lb 2 , 115 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,231 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pni 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2a 5.5 If 14 .0 If 19.5 If 108 plf 1PW 2b 010If #DIV/O ! #DIV/O ! %c 2 .5 If 2.6 If 2 .2 If 2 .2 If 9.5 If 223 plf 213W Description : do tot e-w Total V, unfactored 15,692 Ib Wind or Seis control? (w or e) wind Total V, factored 9,415 lb Grids a b c Percentage V 25% 25% 50% 0% Leftover V / grid 21354 lb 21354 lb 4 , 707 lb 0 lb 0 Ib 0 lb 0 lb 0 lb 0 lb 9 ,415 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pni 3 Pni 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use O.OIf #DIV/O ! #DIV/O ! O .OIf #DIV/O! #DIV/O ! r 7.0 If 2 .5 If 3.0 If 3 . 0 If 15 .5 If 304 plf 2PW Uplift Calculator Panell. D. 2c 2c c _.................................... ............ ......................... ......................... .........................s......................... ..........................s...................ass...; Unit lateral load, factored, Eh, plf 223 plf 223 i 304 plf i UpliftRange Panel horiz, length, ft. 2.2 ft 2.5 ft 3.0 ft Panel ht. (mom-arm), ft. 9.0 ft 9'0 ft 9'0 ft Add'I uplift from upper story, Lt. end, lb 11358 lb Add'I uplift from upper story, Rt. end, lb 19568 lb Dead point load at Lt, end, lbs. 500 lb 500 lb 500 lb Dead point load at Rt. end, lbs. 150 lb 450 lb 33000 lb No. AB's to help keep Lt end down 0 .5 ea. 0. 5 ea. 2.0 ea. No. AB's to help keep Rt end down 0 .5 ea. 0 .5 ea. 1 .0 ea. Dead weight UDL, plf 150 plf 315 plf 375 plf Uplift Lt. end , ASD comb 7, 8 1 ,358 lb 1 ,221 lb 21457 lb #DIV/0! #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 19568 lb 11251 lb 11667lb #DIV/0 ! #DIV/0! #DIV/0! #DIV/01 #DIV/0 ! #DIV/0 ! ° C6 Tim Garrison, P.E. C ShRUCTIONCALC Proseam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional . Job t17037 Spans and Supports (Note, pitch and fixity, If any, not shown) Member I.D. 20h Other Info, 5/5/17 1 2 3 4 5 Type? Simple span, fully braced • j ....__._._...._.._._.._.._..............._....-- ............._ ..._._....._._..— Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6,00 ft 6.00 It Allowable Deflection, Main Spans Live Only, U Code Minimum Norrnak L/360 & U240 360 0.20 in Total , U 240 = 0.30 in N/A 0 .00 in Total , U NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 It ..... . ............._._.._..............._.. .. ... . ........ . . Add Self Weight? ' Yes , Set( weight will be added to applied DL 7 Loads: Uniform Loads Over Full Length of Member --- Loads From Continuous Member? I No .. V. Increase Roof DL for pitch? .YS= . .. � , Roof Pitch I 1 .5 :12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 It 45A lb/fit 75.0 Ib/ft Tot Unif Load 45A lb/ft 75.0 Ib/ft Loads Point loads are 1110 scale 150 100 50 0 1 2 3 4 5 -50 4x And Smaller (Lumber) Calc'd Member Results For 2 x 6 Solutions Using Self Weight of Sawn 2 x 6, 2.1 pif 2 x 6 q Load Duration snow. ms % Overdesign —_ 2 x 5 (4) 2 x 3 Moisture 1 Medium Dry 18% V Douglas Fir Larch v Repetitive Use? No � ' Pos Bending 53.8% l ) - ._.. 9 9 2 2 x 4 3 x 4 Press Treated ' No, Not PT No 2— Flat Use? No Neg Bending NA (3) 2 x 3 4 x 4 Temp Cond . [100 deg F & less V Fb Pos 1 ,345 psi J Fv 207 psi Shear 209.9% Fb Neg 1 ,345 psi Fcp 625 psi Span(s) Defl'n 621 .3% Allow Pos Mom 847 ft-lb 1 20.80 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -847 ft-Ib E 1 ,600 ksi Calc'd member OK by: 53.8% Allow Shear 1 , 139lb El 33 ,275 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Su000rt 2 Support 3 Support 4 Self Wt 2 , 11 pif Cond's Of Use: Load Duratlon :1 .15-Snow For 2 x 6 1 ,50 in 1 .50 in Reactions Support 1 Support 2 Supoort 3 Support 4 Moments Support 1 Support 2 Support 3 Su000rt 4 Max Total 3671b 367 Ib 0 ft4b 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 142 Ib 142 Ib 0 ft•Ib 0 ft-Ib 0 ft•lb 0 ft•lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in Allowed 0,300 in 0,300 in 0. 300 in Max Dn Dell -0.042 in - Allowed 0.300 in 0.300 in 0 .300 in ProBeam_v7_0_W C 67 Im CANS RUCTIONCALC ProBeam Tim Garrison, P.E . m rrtrr�7 v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional . Job it 7037 Spans and Supports (Note, pitch and fully, if any, not shown) Member I .D. 20h case 2 Other Info. 5/5/17 _.. ... ... . . ..__ d 1 2 3 4 5 6 7 POO Type? Simple span, fully braced j _....... - - ......_....-_.........._.._......_........... ..._.. -- Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal L/360 & 11240 ............................................ r..............6............................, :.......................I..................., ................................... 360 = 0,27 in Total , L/ 240 = 0.40 in N/A - 0.00 in Total, L/ N/A 1 = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8,00 It .. .. .................................. .............. .. Add Self Weight? yes - Self weight will be added to applied DIP Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? N4. .. _! Increase Roof DL for pitch? ve{ - . Roof Pitch = ------' Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 ft 45A Ib/ft 75.0 Wit Tot Unif Load 45.4 Wit 75.0 lb/ft Loads Point loads are 1110 scale 150 100 50 0 50 1 2 3 4 5 6 7 4x And Smaller (Lumber) L�� Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x 8 V Load Duration Snow. 1,15 _ % Overdesign 2 x 8 (4) 2 x 4 Moisture Medium Dry _ 18% �► Douglas Fir Larch � � Repetitive Uses No Pos Bending 36.0 ... . . O _..__. . ------ ---- (2) 9 9 2 2 x 5 3 x 5 Press Treated? No, Not PT No. 2 I Flat Use? ° No V Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. ji10odeg F & less V Fb Pos 1 ,241 psi J Fv 207 psi J Shear 204.7 Fb Neg 1 ,241 psi Fcp 625. psi Span(s) Defl'n 587.3% Allow Pos Mom 1 ,359 ft-lb 1 47.63 in44 Cantilever(s) Defl'n NA Allow Neg Mom -1 ,359 ft-Ib E 1 ,600 ksi Calc'd member OK by: 38.0% Allow Shear 1 ,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2, 78 plf For 2 x 8 1 .50 in 1 .50 in Cond's Of Use: Load Duration:1 .15-Snow - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 493 lb 493 lb NO - 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Total 193 lb 193 lb - - 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Dell - -0.058 in - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7_0_WC 0 Tim Garrison, P.E. C�IS RUCTIONGALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional . .lob 117037 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. E 21h Other Info, E5/5/17 0.5 1 1 .5 2 2.5 3 3.5 415 Type? Simple span. fully braced . .. _. . .__. .__ . .. . . ..__ _ . - I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4,00 ft 4,00 ft Allowable Deflection, Main Spans Live Only, U Code_ Minimum NomiaLt/360 & t/240 _ , . .... .......... ........... ..I .. ..... - .................. ......... .... ........., ............................................ ,....................................... 360 0. 13 in Total , U 240 = 0.20 in N/A = 0.00 in Total, Lift = 0.00 in Pitch if Member Being Designed is Sloped: 0 .0 :12 Merin True Len: 4 .00 ft 9 Yes • Self wet t will be added to a tied DL Add Self Weight? gh Pp Loads: Uniform Loads Over Full Length of Member - --Lr _. 1 p I ; Loads From Continuous Member? �O_ . itch? Roof Pitch 1 1 .5 :12. !. Increase Roof DL for Yes V Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psi 25 psf 22 .00 ft 332.6 lb/ft 550.0 lb/ft Tot Unif Load 332.6 Ib/ft 550.0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 0.5 1 1 .5 2 2.5 3 3.5 45 -500 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Soluti sing Self Weight of Sawn 2 x 8, 2.8 pif : 2 x 8 Load Duration ' Snow. m5 7 % Overdesign 2 x 10 (4) 2 x 5 Moisture Medium Dry - 18% VJ Douglas Fr -Larch Repetitive Use? No V : Pos Bending -30.3% (2) 2 x 8 3 x 8 Press Treated? No, Not PT •_ No. 2 _V : Flat Use? No V . Neg Bending NA (3) 2 x 5 4 x 6 Temp Cond. 100 deg f & less Fb Pos 1 ,241 psi Fv 207 psi J Shear =18.0% Fb Neg 1 ,241 psi Fcp 625 psi Span(s) Deft'n 689.1 % Allow Pos Mom 1 ,359 ft-lb 1 47,63 in64 Cantilever(s) Defl'n NA Allow Neg Mom -10359 ft-lb E 1 ,600 ksi Calc'd member FAILS by: -30.3% Allow Shear 1 , 501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2. 78 plf Cond's Of Use: Load Duration : 1 .15 Snow For 2 x 8 1 .89 in 1 ,89 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Su000rt 1 Support 2 Support 3 Support 4 Max Total 11771 lb 19771 lb 0 ft-lb 0 ft-lb 0 ft4b 0 ft-lb Min Total 671 lb 671 lb 0 ft-ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0.000 in Allowed 0.200 in 0.200 in 0.200 in Max Din Defl -0.025 in Allowed 0,200 in 0.200 in 0.200 in ProBeam v7 0 WC e Tim Garrison, P.E. CASRUCTIONCALC ProBeam ff v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2015 - 2003 IBC . All designs should be checked by a competent professional. Job 117037 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 21 h case Other Info, 5/5/17 1 2 3 4 Type? Simple span, fully braced -r - - .......__.............._._...-_....... ......._....-_.. .. __...__..... Left Cantilever Span 1 Span 2 San 3 Right Cantilever Tot Member Lenoth Lenth of Spans: 5.00 ft 5,00 ft Allowable Deflection, Main Spans Live Only, IN Code Minimum Normal. L/360 & U240 W ......................................"... ,........................................... . . . ........ ...................... . 360 0. 17 in Total , L 240 = 0,25 in N/A 0.00 in Total, I N/A = 0.00 in .......................................II., :............................................ ..........................................: Pitch if Member Being Designed is Sloped : 0.0 : 12 Mem True Len: 5.00 it . ..... Add Self Weight? Yes , Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ; No Member? • r" - ._ Increase Roof DL for pitch? Yes V1 Roof Pitch I 1 .512 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf IN IN IN Uniform Ld , 2 40 psf 15 psf 13.00 ft 520.0 lb/ft 195.0 Wit Uniform IN 5 IN 10 psf NIIIN Tot Unif Load 520.0 lb/ft 195.0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 1 2 3 4 -500 4x And Smaller (Lumber) Calc'd Member Results For (2) 2 x 8 Solutions Using Self Weight of Sawn (2) 2 x 8, 5.6 pit , (2) 2x a - W . Load Duration Live: i.00 • % Overdesign 2 x 12 (4) 2 x 6 Moisture ': Medium Dry _im V Douglas Fir-larch • Repetitive Use? No i Pos Bendin 5.0% -- -- 9 (2) 2 x 8 3 x 10 Press Treated? No, Not p,T. V No. 2 V Flat Use? No V Neg Bending NA ----- ---- (3) 2 x 8 4 x 8 Temp Cond. 100deg F & less `W Fb Pos 1 ,080 psi Fv 180 psi Shear 44.9% Fb Neg 1 ,080 psi Fcp 625 psi Span(s) Defl'n 247.4% Allow Pos Mom 2, 365 ft-lb 1 95.27 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -2,365 ft-lb E 1 ,600 ksi Calc'd member OK by: 5.0% Allow Shear 2,610 lb El 152,431 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 5, 56 plf For (2) 2 x 8 1 .50 in 1 .50 in Cond's Of Use: Load Duration:l .0-Live - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1 ,801 lb 1 ,801 lb IN 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Total 501 Ib 501 Ib 0 ft-lb 0 ft-lb 0 ft-ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell IN 0.000 in - - - Allowed 0.250 in 0,250 in 0,250 in Max On Dell - N0.066 in - - Allowed 0,250 in 0.250 in 0. 250 in ProBeam_v7_0_W C r, C (O � IN Ad Tim Garrison, P.E. CC:]11V UCTIONCALC ProBeam 4 v6,D Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 AN 2003 IBC. All designs should be checked by a competent professional. .lob t17037 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 21 IN case 2 Other Info. 5/5/17 1 2 3 4 Type? Simple span, fully braced ......_. AN_.._....___�.i Left Cantilever Soan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 It 5,00 ft Allowable Deflection, Main Spans Live Only, Id code Minimum A Normal: V360 & t/240 ................. ........ ....... 360 . : ................. 0 . 17 in Total , U240 ................ ........... ................ i = 0.25 in .................NIA . = 0.00 in Total, U . ............N/A = 0.00 in Ad..................................... :.................NA'dA"A,.............: :..........................................A t...........................6............... s Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 5.00 ft Add Self Weight? yes - Self weight will be added to appUed DL V ._._.__._._ --- __... ._ Loads: Uniform Loads Over Full Length of Member rA- - -- t - Loads From Continuous Member? 1 No _� Increase Roof DL for pitch? Ye _ . _�J Roof Pitch f 1 .5 : 12 II Live Dead Snow III Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 18,00 ft - 272. 1 lb/ft 450.0 lb/ft Tot Unif Load 272.1 lb/ft 450.0 lb/ft Loads Point loads are 1/10 scale - 1000 500 0 Ad 1 2 3 4 -500 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 ---------- - -.. . .__, AN Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 4 x 8 Load Duration Snow, 1.15 % Overdesign -- - — 2 x 12 (4) 2 x 5 Moisture I Medium Dry 16% V Douglas Fr Larch t Repetitive Uses No i i Pos Bending 51 .0% 9 (2) 2 x 8 3 x 10 Press Treated No, Not PAT, AN No. z • ' Flat Use? No __V / NegBending NA (3) 2 x 6 4 x 8 Temp Cond. ; 100deg f_& less V_ Fb Pos 1 ,345 psi Fv 207 psi Shear 92.2% Fb Neg 1 ,345 psi Fcp 625 psi Span(s) Defl'n 103498% Allow Pos Mom 3,437 ft,N 1 111 . 15 in44 Cantilever(s) Defl'n NA Allow Neg Mom -3,437 ft-Ib E 11600 ksi Calc'd member OK by: 51 .0% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration:1 .15-Snow For 4 x 8 1 .50 in 1 ,50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Suoport 2 Support 3 Sid 4 Max Total 1 ,821 lb 11821 lb 0 ft4b 0 ft-Ib 0 ft-Ib 0 ft,d Min Total 696 lb 696 lb 0 ft-lb O ft-Ib 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Soan 2 Span 3 Rt Cantivr Max Up Dell IN 0.000 in - - Allowed 0.250 in 0 ,250 in 0. 250 in Max On Deft - -0.022 in - - Allowed 0.250 in 0.250 in 0,250 in ProBeam v7 0 WC F C l ( OFF Tim Garrison, P.E. S RUC�TI�ONA ProBeam LC v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 IF 2003 IBC. All designs should be checked by a competent professional . .lob 117037 Spans and Supports (Note, pitch and fodty, if any, not shown) Member I.D. 21 h case 3 Other Info, 5/5/17 Type? Simple span. fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5,50 It 5,50 It Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & t/240 4� ........................I..................., ,...........................................I ,........................................... 360 0. 18 in Total, U 240 : = 0.28 in j IF ' = 0.00 in Total, U N/A = 0,00 in . ... .... ...................................o :...........................................: -......IF..................................a :........................................._: Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 5, 50 It ..........._. ... .. . .. .. Add Self Weight? [ Yes - Self weight will be added to applied DL IV i Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? i No 'Increase Roof DL for pitch? Yes „ V i Roof Pitch 1 .5 : 12 , Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 18,00 ft 272.1 Ib/ft 450.0 Ib/ft Tot Unif Load 272.1 Ib/ft 450.0 Iblft Loads Point loads are 1/10 scale 1000 500 0 1 2 3 4 5 -500 4x And Smaller (Lumber! Calc'd Member Results For 12) 2 x 8 Solutions Using Self Weight of Sawn (2) 2 x 8, 5.6 plf (2) 2 x 8 Load Duration Snow. 1.15 r i % Overdesign _ ------- 2 x 14 (4) 2 x 6 Moisture 1 Medium Dry 18% V Douglas Fir Larch �� Repetitive Use? No Pos Bending 1 .2% (2) 2 x 10 3 x 10 Press Treated? t No, Not PT V No. 2 _ Flat Use? No — ♦ Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. i tap deg F & less Fb Pos 1 ,242 psi Fv 207 psi Shear 50.0% Fb Neg 1 ,242 psi Fcp 625 psi Span(s) Defl'n 633.3% Allow Pos Mom 2, 720 ft-Ib 1 95.27 inA4 Cantilever(s) Defl'n NA Allow IF Mom -2, 720 ft-Ib E 1 ,600 ksi Calc'd member FAILS by: -1 .2% Allow Shear 3,002 lb El 152 ,431 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wl 5.56 plf Cond's Of Use: Load Duration : f .15-Snow For (2) 2 x 8 1 ,50 in 1 ,50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Su000rt 1 Support 2 Support 3 Support 4 Max Total 21001 Ib 2,001 lb 0 ft4b 0 ft4b 0 ft-Ib 0 ft4b Min Total 764 Ib 764 Ito 0 ft4b 0 ft-Ib 0 ft-Ib 0 ft-!b Min Load Case Deflections Lt Cantivr Soan 1 Span 2 San 3 Rt Cantivr Max Up Defl 0, 000 in IF - - Allowed 0 .275 in 0.275 in 0.275 in Max Dn Dell -0 .038 in IF IF - Allowed 0.275 in 0.275 in 0, 275 in ProBeam v7 0 WC G LZ ProBeam Tim Garrison, P.E.Emma MOM C(3NSRUCTIONCALC cm , M v6.0 Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional . .lob t17037 Spans and Supports (Note, pitch and fairy, if any, not shown) Member I.D. 22h Other Info, 5/5117 1 2 3 4 5 Type? . Simple span, fully braced _.. ......._ __..__..._�.� Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6,00 ft A 6,00 It Allowable Deflection, Main Spans Live Only, L/ Code Minimum Normal• U360 & U240 r............................................ - ..........................................., r.NAME......................................I r.......................AAA.......... 360 0.20 in Total , U 240 = 0.30 in N/A = 0,00 in Total , L/ N/A = 0,00 in AM . . . . . . . . . . . . :.... :... ... .... ..................... .... ... .. . ....... ..... ............... ... :...........................................: :...........................................I Pitch if Member Being Designed is Sloped: 0.0 : 12 Meton True Len: 6.00 ft . _ ... Add Self Weight? Yes , Self weight will be added to applied DL r Loads : Uniform Loads Over Full Length of Member - — - r ....... Loads From Continuous Member? LN4_ . _ Increase Roof DL for pitch? Yes , A ,, Roof Pitch t 1 ,512 t Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 AN Roof 20 psf 15 psf 25 psf 22.00It - 332.6lb/ft 550.0 lb/ft Tot IN Load or 332.6 lb/ft 550.0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 1 2 3 4 5 -500 4x And Smaller (Lumber) Calc'd Member Results For 12) 2 x 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 plf ; (2) 2 x 10 V Load Duration Snow. 1 .1s % Overdesign 111 (4) 2 x 8 Moisture j Medium Dry i6% w Douglas Fir-Larch I j Repetitive Use? No Pos Bending 1.4% O l .. s s 2 2 x 10 3 x 12 Press Treated? No, Not pT. w No. 2 _ — j Flat Uses No A� Ne Bending NA - - - - - . ? (3) 2 x 8 4 x 10 Temp Cond. �100deg F & less • Fb Pos 1 , 138 psi Fv 207 psi Shear 43.5% Fb Neg 1 , 138 psi Fcp 625 psi Span(s) Defl'n 858.9% Allow Pos Mom 4,058 ft,N 1 197.86 irN Cantilever(s) Defl'n NA Allow Neg Mom -4,058 f1,N E 1 ,600 ksi Calc'd member OK by: 1 .4% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1 .15-Snow For (2) 2 x 10 1 .50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Su000rt 1 Support 2 Support 3 Support 4 Max Total 29669 lb 21669 lb - 0 f to 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1 ,019 lb 1 ,019 lb AN - 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0.000 in AN - - Aliowed 0.300 in 0.300 in 0,300 in Max On Dell - -0.031 in AN - - Allowed 0.300 in 0.300 in 0.300 in ProBea m_v7_0_W C Tim Garrison, P.E. CAS ' R C Bm UCTIONALC Proea Pi11i �Tllnrerxrrr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional . Job t17037 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I. D. gar hdr Other Info. 5/5/17 2 4 6 8 10 12 14 1 Type? Simple span, fatly braced _ - ............-_....._..._....._..._...._....._....-....-..--"_.._.. ...._....._...._t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16,00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normah U360 & t1240 .................... .................. ...............4...... ..4......... 360 = 0,53 in Total , L/ 240 . - 0,80 in N/A = 0.00 in Total , UI N/A = 0.00 in :..........................................: ........I.......I...I.....I.........; ;...................4.......................: i Pitch if Member Being Designed is Sloped: 00 :12 Main True Len: 16.00 ft Add Self Weight? Yes Self weight will be added to applied DL V_ Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !.No Increase Roof DL for pitch? Yes . - Roof Pitch t 1 .512 t Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 3.00 ft 45A Ib/ft 75.0 Ib/ft Uniform Ld, 2 40 psf 15 psf 12.00 ft 480.0lb/ft 180.0 lb/ft Uniform Ld . 5 10 psf 11 .00 ft 110,0 lb/ft Tot Unif Load 480.0 lb/ft 335A lb/ft 75.0 lb/ft Loads Point loads are 1110 scale 1000 500 0 2 4 6 8 10 12 14 1 •500 Glu Lam Calc'd Member Results For 5 x 13.5 Solutions Using Self Weight of Glulam 5 x 13.5, 17.3 plf Misc manufacturers V Load Duration % Overdesign 2.5 x 18 #5.125 3.5 8.75 x 12 Moisture Medlum Dry m V 1 ( 5 x 135 snow: 1.1 S V Pos Bending 31 . 1 % 3 x 16.513.5 Press Treated? I No, Not PT V ( 24F v4 DF/DF Neg Bending NA 3.125 x 15 12 Temp Cond . 100 deg F & less V Fb Pos 2,760 psi Fv 305 psi Shear 105.9% Fb Neg 20127 psi Fcp 650 psi Span(s) Defl 'n 20 .2% Allow Pos Mom 34,926 ft-lb 1 1025. 16 1nA4 Cantilever(s) Defl'n NA Allow Neg Mom -26,922 ft-lb E 1 ,800 ksi Calc'd member OK by: 20.2% Allow Shear 13, 714 lb El 19845,281 ksi Controlling criteria is: Deft • Span Req'd Bearing Support 1 Support 2 Support 3 Su000rt 4 Self Wt 17.26 plf Cond's Of Use: Load Duralion:1 .15•Snow For 5 x 13.5 2.05 in 2.05 in - - Reactions Support 1 Su000rt 2 Support 3 Support 4 Moments Support 1 Support 2 Su000rt 3 Su000rt 4 Max Total 6,661 lb 61661 lb 0 ft4b 0 ft•lb 0 ft-lb 0 ft-lb Min Total 2,821 lb 2,821 lb 0 ft•lb 0 ft-lb 0 ft•Ib 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 San 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0 ,800 in 0.800 in 0.800 in Max On Dell -0 .665 in - Allowed 0.800 in 0 .800 in 0.800 in ProBeam_v7_0_W C o rr_1� [ C, rh o Il � 18579 W . Lakeview Lane U ' i Ll o c C J I1� lJ sa D i o o Mount Vernon , WA 98274 C ® nsM dh o vnns f e (ev Phone : ( 360 ) 708 - 1865 timg@BuildersEngineer . com Si)ruct11J1rcaE nOyn' so Refthr>lhmg Wz Rs At Vafiou Louff' oi01s Rn WA For Lzndled1 Gentry Homes znd1 C ® rr1f11m11J1Tft1 ' des (Cliento Landed Gentry Homes and Communities CCII Job Alvi abet a T15076 Bmilding Design e Landed Gentry Homes and Date.0 July 21 , 2015 Communities G AR 1 MAR .0 2 2018 2%73 <_ ►AL. INDEX . Design Sketches and Callouts SKI — SK2, COI Standard Specifications . B — D Calculations . Cl — C20 Total No . of pages excluding cover sheet. 26 Notes, Disclaimers $ ConstructionCalc, Inc. (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums) . o � � 3 o 41 �CQ I _ ► 1! \4/ 7 I � L- \LT 4 LILI J - PIL 19 � , r li-- E J LA Ny J c1 LZ I J � l0 Q Q a LP W JLL _ 1 , LM c- b cfl ;I ALM W1 J � J 75 I� F I � \ , �A s` C© ( � c4 �o C) ri ri v co �LO o bq qt 0o 00 N tw d 0 M Q y N te aa\\ r N o0 00 0 00 m kr) o0 0o co qtl- 00 00 00 o 0 x x xRtt 4r '� CO 00 CV co q�t 00 00 M jLn co UJ M (D CD co 0o N ® O � � eN— Con y tL 0O N (M et CO W M 0o c 4� .� ° - - - o o x LM a co d cz � bA � �t ifl Oo - _ _ _ N ++ Q V ' � b x (O o N M O 3 _ 0 3 � q �Q O N N 3 . oLn N o U fW x z o 6 i o �t U U A C ) Standard Structural Specifications° — Copyright, Tim K. Garrison , P .E . BASIS OF DESIGN — APPLICABLE CODES . Code . The designs herein are prepared in accordance with the 2012 IBC . Construction shall conform with the most recent building code adopted by the approving jurisdiction . LIMITED SCOPE OF CONSULTANT ' S WORK: Consultant . The consultant in responsible charge of this work is Tim K . Garrison, P . E. , doing business as ConstructionCalc, Inc . , hereafter indicated as "CCI . " Scope of Consultant ' s Work. The scope of work of CCI is limited to structural analysis of: 0 Braced retaining walls of various heights . 0 Cantilever retaining walls of various heights . 0 Assumptions are listed in these Specifications and on SKI and SK2 . The retaining walls designed herein may be used on any Landed Gentry project in WA where the assumptions listed herein are adhered to . CCI takes responsibility only for items specifically addressed in our drawings and calculations . CCI has not analyzed any other portion of any building, including but not limited to : foundations , beams , columns , walls , floors, floor framing systems , roof framing system, connections, etc . LOADS Following are the loads used for the subject design / analysis : O Roof live : 20 psf. 0 Deck dead : 0 psf 0 Roof + ceiling dead: 15 psf 0 Exterior wall dead : 10 psf 0 Roof snow : 25 psf 0 Interior wall dead : 0 psf 0 Roof tributary width : 20 ft . O Adjacent surcharge load : 0 lb . 0 Floor live : 40 psf 0 Assumed allowable soil bearing pressure : 0 Floor dead: 15 psf 1 , 500 psf. 0 Floor tributary width: 2 floors at 7 . 5 ft. 0 Load Summary : Live = 1000 plf. Dead = each; or 1 floor at 15 ft . 705 plf. Snow = 500 plf. 0 Deck live : 0 psf SINGLE CLIENT : The calculations , drawings, notes , specifications , and / or tables prepared by CCI are valid only for Landed Gentry Homes and Communities in WA. These documents are not valid, are not applicable to, and shall not be used for any other client . INSPECTIONS . CCI recommends that the Contractor, Builder, or Owner retains a qualified structural specialist to inspect the items analyzed / designed herein . Note, this is not a requirement for "special inspection" per the building code . COMPETENT CONSTRUCTION PERSONNEL / SAFETY : Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. G Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards . Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems . TEMPORARY SUPPORT AND BRACING , Retaining Walls . Do not backfill against retaining walls until concrete has cured to at least 2 ,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this) . For retaining walls that are to be connected at their top to horizontal floor diaphragms , do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall . FOOTINGS, FOUNDATIONS, SLABS ON GRADE : Geotechnical Report : CCI is not aware of a geotechnical report for this project . CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects . Soils analysis and geotechnical engineering are not a specialty of CCI . CCI depends on others for the provision of soils data, which includes but is not limited to : allowable bearing capacity, liquefaction potential , slope stability, active and passive lateral pressures , internal friction angle, and cohesion . In the absence of a geotechnical report CCI will make assumptions regarding soil parameters , however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind . Structural Fill : " Structural Fill " shall be granular material conforming to local or state highway specifications for imported road base or sub base ; or use sand or other clean granular materials no larger than pea gravel . All structural fill must be compacted per the following section . Compaction : Place all fill materials in lifts not exceeding 8 -inches . Compact using mechanical (vibratory or impact) methods . In paved areas and under structures , use structural backfill compacted to 95 % relative compaction . When roots , rocks , or other undesirable materials cause over-excavation, fill over-excavation and compact per the above . Foundations, Footings on Soil : All footings and foundations to bear on undisturbed existing soil or structural fill . All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill . Bottom of footings to be below locally prescribed frost zone, not less than 12 " . Footing Drains . Footing drains , with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them . Footing drains shall be 4 " perforated pipe routed downgradient to daylight, unless otherwise specified . MATERIALS AND METHODS : Provide and install all materials in accordance with manufacturer ' s requirements and recommendations . It is the contractor ' s responsibility to ensure all field personnel understand and adhere to this . STANDARD CONCRETE : Standard Concrete . Concrete for footings, slabs , and walls shall attain a minimum 28 day strength of fc = 2 , 500 psi unless otherwise noted on Plans . Maximum water/cement ratio shall be 0 . 45 . All materials shall be in accordance with ACI 318 , latest edition . Mixing and placing of all concrete to be in accordance with IBC and ACI 304 , latest edition . Admixtures . Industry recognized and approved admixtures affecting set time, flowability, and / or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment . Provide 5 % air entraining in all concrete exposed to the earth or weather. Fly Ash . High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content . Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above . CONCRETE REINFORCING . Strength, Splicing, Bending . Reinforcing bars (rebar) shall be grade 60 (Fy = 60 ksi) or better, unless otherwise specified in the Plans . All reinforcing shall be spliced, detailed , bent , and supported in accordance with applicable ACI code . CONVENTIONAL WOOD FRAMING . General Construction : Predrill all nail holes where required to avoid splitting . Connect all wood members per the Plans and applicable building code . Anchor Bolts . Shear wall anchor bolts connecting mud sills , use 5/8 " diameter x 8 " min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12" of ends and corners, with 3 " x 3 " x .229" steel washers, wrench tight . Wet set anchor bolts shall have a hook or head on the embedded end . Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in previous section . An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts . Non -shear wall anchor bolts shall be spaced a maximum of 724nches and within 124nches of ends and corners and shall be fitted with 2" steel plate washers . Use either 1 /2 " diameter x 8 " min embedment wet- set, or 1 /2" Titen HD with 4 " min embedment . Non -shear wall anchors may be 0 . 145 " diameter powder-actuated pins with 1 - 1 /2" min concrete embedment, at 16 " OC , unless otherwise shown . Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails , bolts , framing connectors , etc . ) or structural steel members . In certain cases non-pressure treated lumber may butt against concrete . In these cases use a layer of heavy, asphaltic -treated construction paper between wood and concrete . Floors . All wood floor diaphragms shall be nailed or screwed and glued. Use thickness as required to support the intended loads, never less than 5/8 " . Contractor to verify all span ratings of plywood . Where otherwise not shown on Plans , connect floor diaphragm with 8d (ring shank or screw shank nails , or similar sized screws) at 6" on edges, 12 " in field , non-blocked, per IBC Case 1 pattern. Install in accordance with APA guidelines . PREFABRICATED FRAMING CONNECTORS . Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations . Installation : The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements . The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to . Nails and screws which will be exposed to weather shall be galvanized or stainless steel . If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. _ ConstructionCalc, Inc. Cogs I�uCTl0NQALc v�. oa Job Name Wall I.D. 4' max cantilever Other Info 7/20/2015 Soil Under Footing Soil Type rClass 5: Clay, sandy clay, silty clay, clayey silt, slit and sandy silt I Soil bearing capacity, unfactored I 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI . 5 only. 130 psf j Retained Soil Behind Wall Retained height, It 4.00 ft Tot, wall ht. Vertical distance from retained soil to top of wall, It 0,50 ft 4,50 It Soil Type mnlualr / clay mhc, dense Moisture Content Mots[ IVI Can top of wall move slightly? yes -----------------I Unit weight, pCf! 130 pcf I I Angle of internal friction, degrees j 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity; unfactored, psflft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf Depth of resisting soil, Dbf, inches. 0.0 in If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Top Of Wall Gravity loads : All gravity loads applied to top of wan If ledger, what is its width (eccentricity, horiz dim), in . Live. vs f Dead. vs f Trio Width, ft Live Dead Snow Roof (no snow) 20.0 psf 15. 0 psf 20.00 It TOP 400.0 pif 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads Top t 0.0 pif 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 pif 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top V 300.0 pif 112,5 plf Wall Dead Load 10,0 psf 18.00 ft Top qW 180.0 pif Olher 'psf load and lrib width Top 0.0 plf 0.0 pif Other gravity loads, plf Descrip'n, opt'i: rap 0.0 plf Other gravity loads, pit Descrip'n, opt'I: Top Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pif 500 plf Additional Moments, ft4b Clockwise: opposite of ledger-applied moment. Subtotals, moments, unfactored: 0 It4b 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall, b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? Use 1 /3 increase to allowable soil bearing? No Include wall weight in seismic force? No 711111F RelainCalcV2_02.xls 7/20/2015 GZ Horizontal seismic soil coefficient, kh ' 0,00 , Vertical seismic soil coefficient, kv ' 0.00 t Wall Two �� Wall Type: Cantilever (not iestralned at top) qr1 I Wall and Footing Construction - Cantilever and Braced � Stability Eccentricity, "e" 0.0 in Wall : Concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi, fc = 2500 Toe Soil press 1 ,457 psf F.S.. Load Comb Okav? Compressive strength to use, psi 21500 psi Heel soil press 1 ,485 psf 1 .03 D+L+S Okay Wall thickness, in. F6 Overturning 683 ft-Ib Wall thickness to use, in. 6.00 in Resisting 31440 ft-Ib 5.04 D+S Okay Footing: Footing width, ft. 2,33 ft 28.0 in Sliding Force 436 Ib Footing height, in. 9.00 in Resisting NA NA D+L Okay Location of wall on fooling Input your own wall lownon Heel projn Wall Design Unity Load Comb Okay? Wall location to use, in . 12.0 in 1 10.0 in Max mom apld 659 ft-Ib Footing compressive strength, fc 12g5OO psi Moment allow 2,610 ft"Ib 0.25 .9D+lE+1 ,6H Okay Key height, in. 0.00 in Key width, in 0.00 in Shear appl'd 494 Ib Shear allow 4,O181b 0.02 .9D+1E+1 .6H Okay Wall Reinforcement Provided Required unity Wall rebar grade G ade eo Vert steel, min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size s 4 4W Horiz stl, spcg 18.0 in O.C. 11 .1 in O.C. 1 .62 N.G. Number of rebar layers (mats) FIT I Min Reo'd Length Layer 1 , vertical rebar location (depth) Edge, earth side V Measured from Stub vertical embed in wall 24 .0 in Layer 1 , cover to use, in. 2.00 in Earth face Stub 90-degree bend in footing 6.0 in Layer 1 , vertical rebar center-(ocenter spacing, in. 18,00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer Toe Unity Load Comb Okay? Layer 2, cover to use, in. Tension on Bottom / Layer 2, vertical rebar center-to-center spacing, in. Moment appl'd 964 ft4b acr-' % k 4914 L ✓ Horizontal rebar size t 4 V Moment allow 31357 ft-Ib 0.29 !D+1 ,6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, In. 18,00 in Shear appl'd 1 ,8891b Footing Reinforcement Shear allowed 51175 Ib 0,36 !D+1 .6H+1 .6L+. Okay Footing rebar grade G ade 60 Hook req'd? No Transverse rebar size x 4 Heel Number of rebar layers (mats) I qw Tension on Bottom Layer 1 , transverse rebar location Bottom, minimum cover, 3" IV Moment appl'd 182 ft4b Layer 1 , cover to use, in. 3.00 in Moment allow 3,362 ft-Ib 0,05 .9D+ 1 E+1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 18.00 in Shear appl'd 360 Ib Layer 2, transverse rebar location N/A, no 2nd layer Shear allowed 511751b 0,07 .9D+ 1 E+1 .6H Okay Layer 2, cover to use, in. Hook req'd? No Layer 2, transverse rebar center-locenter spacing, in. Longitud'1 Stee Provided Required Unity Okay? Longitudinal rebar size # 4 V Equiv. No of Bars : Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing, max, in. 10,00 in 3 Ea . Spacing 10.0 in O.C. 13.3 in O.C. 0.75 Okay Wall Shear Forces F_S. Load Comb Top wall V 0 Ib NA Base wall V 494 Ib 1 .2D+1 .6H+1 .6L+,5S Max V 494 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from lop 4,00 ft Wall Moments F_S. Load Comb Max pos. 659 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 4.00 ft Max neg. 0 ft-Ib NA Loc'n from top NA Base wall M 659 ft-Ib 1 .2D+1 .6H+1 .6L+.5S RelainCalcV2 02.x1s 7/20/2015 C � ConstructionCa➢ c Inc . �.O'Is RuCTI ®119CALC G3c 4 1ur� � ➢ s V 3.01 Job Name Wall I.D. 6' max cantilever Other Info 7/20/2016 Soil Under Footing Soil Type Gass 5: Clay, sandy clay, silty clay, clayey silt, slit and sandy slit --- _- Soil bearing capacity, unfactored 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, Cl , 5 only. 130 psf Retained Soil Behind Wall Retained height, ft 6,00 ft Tot . wall IT, Vertical distance from retained soil to lop of wall, ft 0,50 ft 6.50 ft Soil Type Granlualr / claymba dense Moisture Content Moist Can top of wall move slightly? yes Unit weight, pcf. 130 pcf ------------- Angle of internal friction, degrees 3 30 deg t Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf Depth of of resisting soil, Dbf, inches. 0.0 in If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gnavity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead. psf Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psi 20,00 ft rpv 400.0 pif 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 pif uous Members? No Floor 3 Loads rop 0.0 pif 0.0 pif Floor 2 Loads 40 .0 psf 15.0 psf 7.50 ft rop 300.0 plf 112.5 plf Floor 1 Loads 40 .0 psf 15.0 psf 7,50 ft Top 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top 180.0 plf Other 'psf load and trib width rov 0.0 pif 0.0 plf Other gravity loads, pill Descdp'n, opt'I: rop 0.0 pif Other gravity loads, pit Descrip'n, opt'I: rop Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pif 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. t Subtotals, moments, unfactored : 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall, V, ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthouake Loading Seismic load? Zero seismic bad Reduce seismic loads? Use 1 /3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCalcV2_02.x1s 7/20/2015 Horizontal seismic soil coefficient, kh ' 0 .00 , Vertical seismic soil coefficient, kv ' 0.00 Wall Tvue Wall Type: Cantilever (not restrained at top) Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "e" 0.2 in Wall: Concrete, normal weight V - Allow soil presf 1 ,500 psf Wall compressive strength , psi , fc = 2sq Toe Soil press 1 ,445 psi F .S .. Load Comb Okav? Compressive strength to use, psi 2 ,500 psi Heel soil press 1 ,344 psf 1 ,04 D+L+S Okay Wall thickness , in . Overturning 1 ,960 ft-lb Wall thickness to use, in . 6 .00 in Resisting 61409 ft-lb 3,27 D+S Okay Footing : Fooling width, ft. 3.00 ft 36.0 in Sliding Force 880 lb Footing height, in . 9 .00 in Resisting NA NA D+L Okay Location of wall on footing Input your own wall location v Heel prof n Wall Design Unity Load Comb Okav? Wall location to use, in . 18.0 in 12.0 in Max mom apld 2,223 ft-lb Footing compressive strength, fc z,soo psi n 1 Moment allow 2,296 ft-lb 0 ,97 y 9D+1E+ 1 .6H Oka Key height, in. 0 .00 in Key width, in 0.00 in Shear appl'd 1 ,113 III Shearallow 4,076111 0,18 .9D+ lE+1 .6H Okay Wall Reinforcement Provided Required unity Wall rebar grade trade 6q Vert steel , min 0.13 sq-in 0.09 sq-in 0,65 Okay Vertical rebar size u a Horiz stl , spcg 18.0 in O.C . 11 .1 in O.C. 1 ,62 N.G . Number of rebar layers (mats) t V Min Redd Length Layer 1 , vertical rebar location (depth) Edge, earth sde Measured from Stub vertical embed in wall 24.0 in Layer 1 , cover to use, in . 2.00 in Earth face Stub 90-degree bend in fooling 6.0 in Layer 1 , vertical rebar center-to-center spacing, in . 18.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer I I Toe Unity Load Comb Okav? Layer 2, cover to use, in . Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in . Moment appl'd 2,234 ft-lb Horizontal rebar size x 4 qw Moment allow 3,356 it-lb 0,67 !D+1 .6H+1 .6L+ . Okay Horizontal rebar center-to-center spacing, in. 18 .00 in Shear appl'd 2,835 lb Footing Reinforcement Shear allowed 51175lb 0,55 !D+1 .6H+1 .6L+. Okay Footing rebar grade G2tle 60 Hook req'd? Yes 6-in, min. Transverse rebar size x 4 V Heel Number of rebar layers (mats) t V Tension on Bottom Layer 1 , transverse rebar location Bottom, minlmum Myer, 3•4 Moment appl'd 630 fi-Ib Layer 1 , cover to use, in . 3 .00 in Moment allow 30358 ft-lb 0,19 .90 +1 E+ 1 .6H Okay Layer 1 , transverse rebar center-to-center spacing , in . 18,00 in Shear appl'd 1 ,223 Ib Layer 2 , transverse rebar location N/A no znd layer Shear allowed 51175 Ib 0 .24 .9D+1 E+1 .6H Okay Layer 2, cover to use, in . Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in . Longitud'I Stee Provided Required Unity Okav? Longitudinal rebar size * a qW Equiv. No of Bars : Area of steel 0.24 sq-in 0,22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing , max, in . 10 .00 in 3 Ea . Spacing 10.0 in O.C . 13.3 in O .C. 0,75 Okay Wall Shear Forces F.S.. Load Comb Top wall V 0 Ib NA Base wall V 11113 Ib 1 .2D+1 .6H+1 .6L+ .5S Max V 11113 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from lop 6.00 ft Wall Moments F .S.. Load Comb Max pos . 21223 ft-lb 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 6.00 ft Max neg. 0 ft4b NA Loc'n from top NA Base wall M 2,223 ft-lb 1 .2D+ 1 .6H+1 .6L+.5S RetainCalcV2 02 .xis 7/20/2015 G � ConstructionCalc Inc. TM C6 4s RUCTI ®(1a9CALC v2.01 Job Name d p /0 Walt I.D. 8' max cantilever, case 1 full gray. other info 7/20/2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey silt, silt and sandy silt c Soil bearing capacity, unfactored 1 ,500 psf xi Soil coefficient of friction NA Soil lateral sliding resistance, CI. 5 only. 130 psf Retained Soil Behind Wall Retained height, It 8,00 ft Tot, wall ht. Vertical distance from retained soil to top of wall, ft 0.50 ft 8,50 ft Soil Type Granlualr / day mix, dense V Moisture Content moist I V Can top of wall move slightly? Kiil Unit weight, pcf 130 pcf Angle of internal friction, degrees ' 30 deg I Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf I Depth of resisting soil, Dbf, inches. 0.0 in If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wan If ledger, what is its width (eccentricity, horiz dim), in. Live. psi Dead. osf Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft Top 400.0 pif 300.0 pif . Loads From Contin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads Top 0.0 pif 0.0 pif Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 pif 112,5 plf Floor 1 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 pif 112.5 plf Wall Dead Load 10.0 psf, 18.00 ft Top 180.0 plf Other 'psf load and trib width ToD 0.0 pif 0.0 pif Other gravity loads, plf Descrip'n, opt1: Top 0.0 pif Other gravity loads, pit Descrip'n, opt1: Top Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pif 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. qW Subtotals, moments, unfactored : 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall, b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthouake Loading Seismic load? Zem seismic bad Reduce seismic loads? Use 1/3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetalnCaICV2 02.xis 7/20/2015 Horizontal seismic soil coefficient, kh ' 0,00 , Vertical seismic soil coefficient, kv ; 0,00 Wall Type Wall Type : Cantilever (not restrained at top) Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, we" 0A in Wall : Concrete, normal weight F7 Allow soil press 1 ,500 psf Wall compressive strength , psi , fc = z5oo Toe Soil press 1 ,430 psf F_S . Load Comb Okav? Compressive strength to use, psi1 2,500 psi Heel soil press 11279 psf 1 .05 D+L+S Okay I Wall thickness , in . Ira � Overturning 4,647 ft•Ib Wall thickness to use, in . 8.00 in Resisting 10,123 ft•lb 2 ,18 D+S Okay Footing : Footing width, ft. 3,50 ft 42 .0 in Sliding Force 11565 Ib Footing height, in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing Ilnput your own wall lomtion gW Heel profn Wall Design Unity Load Comb Okav? Wall location to use, in . ' 28.0 in I6 .0 in Max mom apld 51269 ft•Ib (----- Footing compressive strength, fc 2s0o psi Moment allow 5,333 ft•lb 0,99 .9D+1 E+ 1 .6H Okay Key height, in . 0,00 in Key width, in 0 .00 in Shear appl'd 11978 Ib Shear allow 6,1981b 0,24 .9D+lE+ 1 .6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade eq Vert steel , min 0.21 sq•in 0.14 sq•in 0,70 Okay Vertical rebar size x s V Horiz st1, spcg 18.0 in O.C , 10 .3 in O .C. 1 ,74 N.G. t/ Number of rebar layers (mats) t Min Reg'd Length fl )r Layer 1 , vertical rebar location (depth) edge, earth sde Measured from Stub vertical embed in wall 30.0 in Layer 1 , cover to use, in. 2 .00 in Earth face Stub 90-degree bend in fooling 7.5 in Layer 1 , vertical rebar center-to-center spacing, in. 18.00 in Footing Design Layer 2, vertical rebar location (depth) N/a, no end layer Toe Unity Load Comb Okay? Layer 2 , cover to use, in . Tension on Bottom Layer 2 , vertical rebar center-to-center spacing , in . Moment appl'd 51572 ft•lb Horizontal rebar size ;r s V Moment allow 61749 ft4b 0,83 !D+1 .6H +1 .6L+. Okay Horizontal rebar center-to-center spacing , in . 18 .00 in Shear appl'd 41271 Ib Footing Reinforcement Shear allowed 61750 Ib 0,63 !D+ 1 .6H+ 1 .6L+ Okay Footing rebar grade trade 60 Hook req'd? No Transverse rebar size r s v Heel Number of rebar layers (mats ) t v Tension on Bottom Layer 1 , transverse rebar location Centered In tooting Moment appl'd 125 ft•lb Layer 1 , cover to use, in . 4 . 19 in Moment allow 6,772 ft•lb 0,02 !D+1 .6H +1 .6L+. Okay Layer 1 , transverse rebar center-to-center spacing, in. 18.00 in Shear appl'd 421 Ib Layer 2, transverse rebar location N/A, no end layer Shear allowed 6,750 Ib 0.06 !D+1 .6H+1 .6L+ . Okay Layer 2, cover to use , in . Hook req'd? No Layer 2 , transverse rebar center-to-center spacing, in. Lonclitud'I Stee Provided Required Unity Okay? Longitudinal rebar size a s Equiv. No of Bars : Area of steel 0,37 sq•in 0.36 sq•in 0,97 Okay Longitudinal rebar center-to-center spacing, max, in. 10.00 in 4 Ea . Spacing 10.0 in O.C . 12.4 in O.C . 0.81 Okay Wall Shear Forces F .S.. Load Comb Top wall V 0 Ib NA Base wall V 1 ,9781b 1 .2D+1 ,6H+1 .6L+.5S Max V 10978 Ib 1 .2D+1 .6H+1 .6L+ .5S Loc'n from top 8.00 ft Wall Moments F.S.. Load Comb Max pos . 5,269 ft•Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 8,00 ft Max neg . 0 ft•lb NA Loc'n from lop NA Base wall M 5,269 ft•lb 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2 02 .xls 7/20/2015 --�� G j TM COIFSIIRUCTIOI� GALL ConstructionCalc, Inc. �a,® 1 Job Name t O (p Wall I. D. 8' max cantilever, case 2, no gray. Other Info 7/20/2016 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey silo silt and sandy slit ------------------ Soil bearing capacity, unfactored I 1 ,500 psf j Soil coefficient of friction NA Soil lateral sliding resistance, Cl . 5 only. 130 psf • 130 psf l Retained Soil Behind Wall Retained height, ft 8.00 ft Tot, wall ht. Vertical distance from retained soil to top of wall, ft 0.50 ft 8,50 ft Soil Type Granlualr / clay mix, dense Moisture Content Moist Can top of wall move slightly? ves Unit weight, pcf l 130 pcf ' Angle of internal friction, degrees , 30 deg j Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf Depth of resisting soil, Dbf, inches. 0.0 in If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Top Of Wall _ Gravity loads: All gravity loads applied to top or wall If ledger, what is its width (eccentricity, horiz dim), in. Live. osf Dead. psf Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0.00 ft 7W 0.0 plf 0.0 plf Loads From Conlin- uous Members . Roof Snow (only) 25.0 psf 0.0 pif No Floor 3 Loads lop 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0,00 ft 7op 0.0 plf 0.0 plf Floor 1 Loads 40.0 psf 15.0 psf 0,00 ft Top 0.0 pif 0.0 plf Wall Dead Load 10.0 psf 0,00 ft Top V 0.0 plf Other 'psf load and Trib width Top 0.0 pif 0.0 plf Other gravity loads, plf Descrip'n, opt'l: Top 0.0 plf Other gravity loads, pll Descrip'n, opt'I: lop Subtotals, gravity loads, unfactored : 0 pif 0 pif 0 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. Subtotals, moments, unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall , b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? - Use 113 increase to allowable soil bearing? No V Include wall weight in seismic force? No RelainCalcV2_02.xis 7/20/2015 Horizontal seismic soil coefficient, kh , 0.00 j Vertical seismic soil coefficient, kv ' 0,00 Wall Tyne Wall Type: Cantilever (not restrained at top) Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "e" 7 .7 in Wall: Concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi, f c = zsoo Toe Soil press 1 ,535 psf F_S. Load Comb Okav? Compressive strength to use, psi j 2,500 psi Heel soil press (24 psi) 0.98 ✓ D+L+S N .G . ✓D 1� Wall thickness, in. a Overturning 4,647 ft-Ib Wall thickness to use, in. 8,00 in Resisting 81133 ft-lb 115 D+L Okay Footing: Footing width, It, 3,75 ft 45.0 in Sliding Force 19565 lb Footing height, in. 12.00 in Resisting NA NA D+L Okay Location of wall on footing input your own wall kxatan Heel propn Wall Design Unity Load Comb Okay? Wall location to use, in . 28.0 in 9.0 in Max mom apld 5,269 ft4b Footing compressive strength, fc 12,5DO psi Moment allow 5,206 ft4b 1 .01 .gD+1 E+1 ,6H N,G, ✓D y Key height, in. 0,00 in Key width, in 0.00 in Shear appl'd 1 ,978 lb t e Shear allow 519131b 0.29 .9D+lE+1 ,6H Okay Wall Reinforcement Provided Reouired Unity Wall rebar grade t ade so Vert steel, min 0.21 sg4n 0,14 sq-in 0,70 Okay Vertical rebar size t 5 v Horiz stl, spcg 18.0 in O.C. 10.3 in O.C. 1 ,74 N.G . �D Number of rebar layers (mats) t V Min Reg'd Length Layer 1 , vertical rebar location (depth) edge, earth side V Measured from Stub vertical embed in wall 30.0 In Layer 1 , cover to use, in. 2.00 in Earth face Stub 90-degree bend in footing 7.5 in Layer 1 , vertical rebar center-to-center spacing, in . 18,00In Footing Design Layer 2, vertical rebar location (depth) NIA, no 2nd layer V Toe Unity Load Comb Okay? Layer 2, cover to use, in . Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in. Moment appl'd 49850 ft-lb Horizontal rebar size ;t 5 Moment allow 69749 ft-Ib 0,72 !D+ 1 .6H+1 .6L+ . Okay Horizontal rebar center-to-center spacing, in . 18,00 in Shear appl'd 3,324 Ib Footing Reinforcement Shearallowed 697501b 0,49 !D+1 ,6H+1 .6L+. Okay Footing rebar grade G atle 60 Hook req'd? No Transverse rebar size a 5 v Heel Number of rebar layers (mats) 1 w Tension on Bottom Layer T, transverse rebar location cents ed in footing 4F I Moment appl'd 455 ft4b Layer 1 , cover to use, in. 4,19 in Moment allow 6,755 ft-Ib 0.07 !D+ 1 .6H+1 .6L+ Okay Layer 1 , transverse rebar center-to-center spacing, in. 18.00 in Shear appl'd 13211 lb Layer 2, transverse rebar location I N/A, no 2nd layer Shear allowed 60750lb 0018 !D+1 .6H+1 .6L+ Okay Layer 2, cover to use, in. Hook req'd? No Layer 2, transverse rebar center-tocenter spacing, in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size Y 5 V Equiv. No of Bars : Area of steel 0.37 sq-in 0.36 sq-in 0 ,97 Okay Longitudinal rebar center-to-center spacing, max, in . 10.00 in 4 Ea. Spacing 10.0 In O.C. 12A in O.C. 0081 Okay Wall Shear Forces F_S. Load Comb Top wall V 0 lb NA Base wall V 11978lb 1 ,2D+1 ,6H+1 .6L+.5S Max V 1 ,978 lb 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 8.00 ft Wall Moments F_S. Load Comb Max pos. 51269 ft-lb 1 .2D+1 .6H+1 ,6L+,5S Loc'n from top 8.00 ft Max neg. 0 ft-lb NA Loc'n from top NA Base wall M 5,269 ft-lb 1 .2D+1 ,6H+1 ,6L+.5S RetainCalcV2 02.xis 7/20/2015 c �-�r � 1h CCX'1IS RUCTIONC� ALC G�3&t�� DHC2k ConstructionCalc, Inc. o�. u Job Name Ott Wall I.D. 10' max cantilever, case 1 full gray. Other info 7/20/2015 Soil Under Footina Soil Type Class 5: Clay, sandy clay, silty clay, clayey silt' silt and sandy slit Soil bearing capacity, unfactored 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI. 5 only. 130 psf I • 130 psf Retained Soil Behind Wall Retained height, ft 10,00 ft Tot. wall ht. Vertical distance from retained soil to top of wall , ft 0,50 ft 10.50 ft Soil Type Granlualr / clay mix, dense Moisture Content Mots[ Can top of wall move slightly? yes Unit weight, pcf! 130 pcf -----------------I Angle of internal friction, degrees ' 30 deg Depth to groundwater, if any, ft Backfll angle, degrees to horiz. 5 deg Resistinq Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf Depth of resisting soil , Dbf. Inches. 0.0 in If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Ton Of Wall Gravity loads: All gravity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead. osf Trib Width, ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft ToD 400.0 plf 300.0 pif Loads From Contin- Roof Snow (only) 25.0 psf 500.0 pif uous Members? No Floor 3 Loads rop 0.0 pif 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 pif 112.5 pif Floor 1 Loads 40.0 psf 15.0 psf 7,50 it Top 300.0 pif 112.5 plf Wall Dead Load 10.0 psf 18.00 ft ToD 180.0 pit Other 'psf load and trib width Top 0.0 plf 0.0 plf Other gravity loads, plf Descrip'n, opt'I: Top 0.0 pif Other gravity loads, pil Descrip'n, oprl: Top t Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pif 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. IV Subtotals, moments, unfactored: 0 ft-Ib 0 ft-lb 0 ft-Ib Surcharge Load Horiz distance from wall, b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? Zem seismic bad Reduce seismic loads? 7 Use 1 /3 increase to allowable soil bearing? No Include wall weight in seismic force? No RetainCalcV2_02.x1s 7/20/2015 i Horizontal seismic soil coefficient, kh ' 0,00 Vertical seismic soil coefficient, kv' 0.00 Wall Type Wall Type : Cantilever (not restrained at top) _Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "a" 0.2 in Wall : Concrete, normal weight Allow soil presc 1 ,500 psi Wall compressive strength, psi, fc = 2500 Toe Soil press 1 ,280 psf F_S. Load Comb Dkav? Compressive strength to use, psi 2,500 psi I Heel soil press 1 ,227 psf 1 .17 D+L+S Okay Wall thickness, in. Overturning 81484 ft-Ib Wall thickness to use, in. 8,00 in Resisting 20,374 ft4b 2.40 D+S Okay Footing : Footing width, ft. 5.00 ft 60.0 in Sliding Force 21337 lb Footing height, in. 12,00 in Resisting NA NA D+L Okay Location of wall on footing input your own wall location Heel prof n Wall Design Unity Load Comb Okay? Wall location to use, in . 40.0 in 12.0 in Max mom apld 10,291 ft4b Fooling compressive strength, fc 12,500 psi Moment allow 10,338 ft4b 1 .00 .9D+lE+1 ,6H Okay Key height, in. 0,00 in Key width, in 0.00 in Shear appl'd 31090lb Shear allow 12,5771b 0.20 .9D+lE+1 ,6H Okay Wall Reinforcement Provided Reouired Unity Wall rebar grade Grade so Vert steel, min 0.44 sq-in 0.14 sq-in 0.33 Okay Vertical rebar size # e Horiz sit, spcg 18.0 in O.C. 10.3 in O.C. 1 .74 KG, Number of rebar layers (mats) IF Min Rec'd Length bl� Layer 1 , vertical rebar location (depth) edge, earth side V Measured from Stub vertical embed in wall 36.0 in Layer 1 , cover to use, in. 2.00 in Earth face Stub 90-degree bend in footing 9.0 in Layer 1 , vertical rebar center-to-center spacing, in. 12.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer V Toe Unity Load Comb Okay? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical rebar center-to-center spacing , in. Moment appl'd 9,902 ft-lb Horizontal rebar size e s qw Moment allow 9,954 ft"Ib o.99 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in. 18.00 in Shear appl'd 5,327 lb Footing Reinforcement Shear allowed 6,750lb 0.79 !D+1 .6H+1 .6L+, Okay Footing rebar grade Grade 60 Hook req'd? No Transverse rebar size # s IW Heel Number of rebar layers (mats) t qw Tension on Bottom Layer 1 , transverse rebar location cen�e ed in footing Moment appl'd 1 ,284 ft-lb Layer 1 , cover to use, in. 4.19 in Moment allow 91957 f1i 0.13 .9D+lE+1 ,6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 12.00 in Shear appl'd 2,554 lb Layer 2, transverse rebar location I N/A, no end layer77 Shear. allowed 60750 lb 0.38 .9D+1 E+1 .6H Okay Layer 2, cover to use, in . Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in. Lonoitud'I Stee Provided Reouired Unity Okav? Equiv. No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0,97 Okay Longitudinal rebar size F# s Longitudinal rebar center-to-center spacing, max, in. 10.00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C . 0,81 Okay Wall Shear Forces F_S. Load Comb Top wall V 0 lb NA Base wall V 32090 lb 1 .2D+1 .6H+1 .6L+.5S r Max V 31090 lb 1 .2D+1 .6H+1 .6L+.5S Loen from top 10,00 ft Wall Moments F_S. Load Comb Max pos. 10,291 ft4b 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10.00 ft Max neg. 0 ft-Ib NA Loc'n from top NA Base wall M 10,291 ft-lb 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2 02.xls 7/20/2015 Lll TM ConstructionCalc, Inc. e �315 P�obDCT& ®I� �oo RetainCalc v2.01 Job Name Wall I.D. 10' max cantilever, case 2 , no gray. Other Info 7/20/2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, slily day, clayey slit, slit and sandy silt V Soil bearing capacity, unfactored ! 1 ,500 psf Soil coefficient of friction NA Soil lateral sliding resistance, CI. 5 only. ! 130 psf ! Retained Soil Behind Wall Retained height, it 10,00 ft Tot. wall ht. Vertical distance from retained soil to top of wall , ft 0,50 It 10.50 ft Soil Type Granlualr / day mix, dense Moisture Content Moist �— Can top of wall move slightly? yes Unit weight, pcf' 130 pcf t -------------t Angie of internal friction, degrees ! 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall qW Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf ! 145 pcf Depth of resisting soil , Dbf, inches . 0.0 in If asphalt or concrete on top of ftg, thickness, inches 4.0 in Loads at Top Of Wall Gravity loads : All gravity bads applied to top of wall qW If ledger, what is its width (eccentricity, horiz dim), in. Live sf Dead. Ins f Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 0,00 ft ToP 0.0 plf 0 .0 pif Loads From Contin- Roof Snow (only) 25.0 psf 0.0 plf uous Members? No Floor 3 Loads Top 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 0,00 ft Top 0 .0 pif 0.0 pif Floor 1 Loads 40.0 psf 15.0 psf 0,00 ft Top 0 .0 pif 0.0 pif Wall Dead Load 10,0 psf 0,00 ft Top 0.0 plf Other 'psf load and trib width ToP 0 .0 plf 0.0 plf Other gravity loads, plf Descrip'n, opt]: Top 0.0 plf Other gravity loads, pll Descdp'n, opt'I: Top Subtotals, gravity loads, unfactored : 0 pif 0 plf 0 plf Additional Moments, ft-lb Cbdcwise: opposite of ledger-applled moment. Subtotals, moments, unfactored : 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wail , b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? IW Use 1 /3 increase to allowable soil bearing? Mo Include wall weight in seismic farce? No RetainCalcV2 02.xis 7/20/2015 Horizontal seismic soil coefficient, kh ; 0 .00 , Vertical seismic soil coefficient, kv ' 0 ,00 Wall Type Wall Type : cantilever (not restrained at top) - I Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, Me" 7 .9 In Wall : I Concrete, normal weight V Allow soil presf 1 ,500 psf Wall compressive strength, psi , fc = zsgo Toe Soil press 1 ,456 psi F .S.. Load Comb Okay? Compressive strength to use, psi I2 ,500 psi Heel soil press 168 psi 1 ,03 D+L+S Okay Wall thickness, in . ��� Overturning 81484 ft-Ib Wall thickness to use, in . 8.00 in Resisting 15,956 ft4b 1 ,88 D+L Okay Footing : Footing width, ft. 5 ,00 ft 60 .0 in Sliding Force 21337 lb Fooling height, in . 12 .00 in Resisting NA NA D+L Okay Location of wall on fooling input your own wall location V Heel prof n Wall Design Unity Load Comb Okav? Wall location to use, in . ' 40.0 in 12 .0 in Max mom apld 10,291 ft-lb Footing compressive strength, fc z,soo psi Moment allow 10,246 ft-Ib 1 .00 .9D+1 E+ 1 .6H N.G . Key height, in . 0.00 in Key width , in 0 .00 in Shear appl'd 3,090 lb 61= t/ Shear allow 1292911b 0,23 .9D+1E+1 .6H Okay Wall Reinforcement Provided Required unity Wall rebar grade G ade 60 Vert steel , min 0.44 sq•in 0.14 sq-in 0.33 Okay Vertical rebar size a 6 V Horiz stl , spcg 18.0 in O.C. 10.3 in O.C . 1 .74 N.G . Number of rebar layers (mats) 1 V Min Req'd Length 0 G Layer 1 , vertical rebar location (depth) Edge, earth side IV Measured from Stub vertical embed in wall 36.0 in Layer 1 , cover to use , in . 2 .00 in Earth face Stub 90-degree bend in footing 9.0 in Layer 1 , vertical rebar center-to-center spacing , in . 12.00 in Footing Design Layer 2 , vertical rebar location (depth) N/A, no 2nd layer Toe Unity Load Comb Okay? Layer 2, cover to use, in . Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in . Moment appl'd 9,233 ft•Ib Horizontal rebar size a s Moment allow 9,954 ft-lb 0,93 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in . 18 .00 in Shear appl'd 49369lb Footing Reinforcement Shear allowed 15J50 Ito 0,65 0+ 1 .61-1+1 .61,+. Okay Footing rebar grade Grade 6q Hook req'd? No Transverse rebar size x s V Heel Number of rebar layers (mats ) t V Tension on Bottom Layer 1 , transverse rebar location [ In fooling qw Moment appl'd 11296 ft•lb Layer 1 , cover to use, in . 4 . 19 in Moment allow 9,957 ft-lb 0.13 !D+1 .6H+1 .6L+. Okay Layer 1 , transverse rebar center-to-center spacing, in . 12.00 in Shear appl'd 2,5931b Layer 2, transverse rebar location N/A, no 2nd layer Shear allowed 6,750 Ib 0.30 !D+1 ,6H+1 .6L+, Okay Layer 2, cover to use, in . Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in. Longilud'I Stee Provided Required Unity Okay? Longitudinal rebar size a s s Equiv. No of Bars : Area of steel 0.37 sq•in 0.36 sq-in 0,97 Okay Longitudinal rebar center-to-center spacing, max, in . 10.00 in 6 Ea . Spacing 10.0 in O.C . 12.4 in O.C . 0.81 Okay Wall Shear Forces F .S . Load Comb Top wall V 0 lb NA Base wall V 3,090 lb 1 .2D+1 .6H+1 .6L+.5S Max V 3,090 lb 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10,00 ft Wall Moments F .S.. Load Comb Max pos. 100291 ft•lb 1 .2D+1 .6H+1 .6L+.5S Loc'n from lop 10,00 ft Max neg . 0 ft-lb NA Loc'n from top NA Base wall M 10,291 ft•lb 1 .2D+1 .6H+1 .6L+ .5S RetainCalcV2 02 .xis 7/20/2015 TM _ ConstructionCalc, Inc. ���, _ , � o �� � • ���� „B,®9 Job Name ( � ® Wall I.D. 4' max braced . Other Info 7/21 /2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey slit, silt and sandy silt t s Soil bearing capacity, unfactored i 1 ,500 psf T; Soil coefficient of friction NA Soil lateral sliding resistance, CI . 5 only. 130 psf I Retained Soil Behind Wall Retained height, ft 4,00 ft Tot. wall ht. Vertical distance from retained soil to top of wall , ft 0.50 ft 4,50 ft Soil Type Granlualr / clay mix, dense Moisture Content Mote Can top of wall move slightly? ves Unit weight, pcf ' 130 pcf Angle of internal friction, degrees ' 30 deg Depth to groundwater, if any, It Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 1 145 pcf , Depth of resisting soil , Dbf, inches. 0.0 in If asphalt or concrete 6n top of ftg, thickness, inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity loads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), In. Live. osf Dead . psf Trib Width, ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 It Top 400.0 plf 300.0 plf Loads From Contin- uous Members? P Roof Snow (only) 25.0 psf 500.0 If No Floor 3 Loads Top 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7,50 it Top 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft Top 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18.00 ft Top 180.0 plf Other 'psf load and trib width Top 0.0 plf 0.0 plf Other gravity loads, plf Descrip'n, opri: Top 0.0 pif Other gravity loads, pit Descrip'n, optT Top Subtotals, gravity loads, unfactored: 12000 pif 705 plf 500 pif Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. Subtotals, moments, unfactored: 0 ft-Ib 0 ft•lb 0 ft•lb Surcharge Load Horiz distance from wall, b% ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? zero seismic wad � Reduce seismic loads? - Use 1 /3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RelainCalcV2_02.xis 712112015 Horizontal seismic soil coefficient, kh ' 0,00 Vertical seismic soil coefficient, kv ' 0,00 Wall Type Wall Type : Braced, rued (moment-resisting) at base Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "e" 0.0 in Wall : Concrete, normal weight VI Allow soil pros: 1 ,500 psf Wall compressive strength, psi , fc = z3oq Toe Soil press 11491 psf F .S.. Load Comb Okav? Compressive strength to use, psi I2,500 psi IHeel soil press 11496 psf 1 .00 D+L+S Okay Wall thickness, in . Overturning NA Wall thickness to use, in . 6 .00 in Resisting NA NA NA Okay Footing : Fooling width, ft. 2.30 ft 27.6 in Sliding Force 383 Ib Footing height, in . 9 .00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location Heel proj'n Wall Design Unity Load Comb Okav Wall location to use, in . ; 11 .4 in 10. 3 in Max mom apld =175 ft-Ib -- -- Footing compressive strength, fc 2,500 psi Moment allow -3,817 ft-Ib 0,05 .9D+ 1E+1 .6H Okay Key height, in. 0 .00 in Key width , in 0.00 in Shear appl'd 437 Ib Shearallow 3, 1181b 0.01 .9D+lE+1 .6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade G ode 60 Vert steel , min 0.10 sq-in 0.09 sq-in 0,86 Okay Vertical rebar size a 4 V Horiz stl , spcg 18.0 in O.C . 11 .1 in O.C. 1 .62 N•G . Number of rebar layers (mats ) I V Min Rea'd Length Layer 1 , vertical rebar location (depth) cente ed In wall Measured from Stub vertical embed in wall 24.0 in Layer 1 , cover to use, in . 3.63 in Toe face Stub 90-degree bend in footing 6.0 in Layer 1 , vertical rebar center-to-center spacing, in . 24 .00 in Max allowed per Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer per ACI =18" Toe Unity Load Comb Okay? Layer 2, cover to use , in. Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in . Moment appl'd 10021 ft-Ib Horizontal rebar size t 4 RIF Moment allow 21535 ft-Ib 0 ,40 !D+1 .6H+1 .6L+ . Okay Horizontal rebar center-to-center spacing , in . 18.00 in Shear appl'd 2,449 Ib Footing Reinforcement Shear allowed 51175 Ib 0,47 !D+1 .6H+ 1 .6L+. Okay Footing rebar grade G ode co Hook req'd? Yes 6-in, min. Transverse rebar size x 4 V Heel Number of rebar layers (mats) I V Tension on Top Layer 1 , transverse rebar location Bottom, minimum myer, 3" Moment appl'd 415 ft-Ib Layer 1 , cover to use, in . 3.00 in Moment allow 1 ,410 ft-Ib 0.29 !D+1 .6H+1 .6L+. Okay Layer 1 , transverse rebar center-to-center spacing , in . 24.00 in Shear appl'd 964 Ib Layer 2, transverse rebar location I N/A, no znd layer Shear allowed 2,925 Ib 0,33 !D+1 .6H+1 ,6L+ Okay Layer 2, cover to use, in . Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in . Longilud'I Stee Provided Required Unity Okev? Longitudinal rebar size z 4 Equiv. No of Bars : Area of steel 0.22 sq-in 0.22 sq-in 0,99 Okay Longitudinal rebar center-to-center spacing, max, in . 11 .00 in 2 Ea . Spacing 11 .0 in O.C. 12A in O.C . 0.91 Okay Wall Shear Forces F.S. Load Comb Top wall V 58 lb 1 .2D+1 .6H+1 .6L+,5S Base wall V 437 Ib 1 .2D+ 1 .6H+1 .6L+.5S Max V 437 Ib 1 .2D+1 .6H+1 .6L+ .5S Loc'n from top 3.20 ft Wall Moments F .S.. Load Comb Max pos . 178 ft-Ib 1 .2D+1 .6H+ 1 .6L+ .5S Loc'n from top 3.10 ft Max neg . -175 ft-tb 1 .2D+1 .6H+1 .6L+,5S Loc'n from lop 4.00 ft Base wall M -175 ft-Ib 1 .2D+1 .6H+ 1 .6L+.5S Retai nCalcV2_02.xls 7/21 /2015 C' ConstructionCalc, Inc. �- < <, J Job Name Wall I.D. 6' max braced . Other Info 7/21 /2015 Soil Under Footing Soil Type Class 5: clay, sandy clay, silty clay, clayey slit, slit and sandy slit —� ------------------ Soil bearing capacity, unfactored I 1 t500 psf Soil coefficient of friction NA Soil lateral sliding resistance, C1 . 5 only. , 130 psf Retained Soil Behind Wall Retained height, ft 6,00 ft Tot . wall ht. Vertical distance from retained soil to top of wall, ft 0.50 ft 6,50 It Soil Type Granlualr / day mix, dense Moisture Content Molst t Can top of wall move slightly? ves Unit weight, pcf, 130 pot Angle of internal friction, degrees , 30 deg t Depth to groundwater, if any, It Backfill angle, degrees to horiz. 5 deg Resisting Conditions In Front Of Wall Condition I Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf j 145 pcf t Depth of resisting soil, Dbf, inches . 0.0 in If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Top Of Wall Gravity loads: All gravity bads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), In . Live. psf Dead . psf Trib Width. it Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft ToP 400.0 pit 300.0 plf Loads From Conlin- Roof Snow (only) 25.0 psf 500.0 pit uous Members? No Floor 3 Loads Top 0.0 plf 0.0 pit Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft Top 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft Top jwj 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18,00 ft Top IVI180.0 pit Other 'psf load and trib width ToP 0.0 plf 0.0 plf Other gravity loads, plf Descrip'n, opri: Top 0 .0 plf Other gravity loads, pit Descrip'n, opri: Top Subtotals, gravity loads, unfactored: 1 ,000 pif 705 pill 500 plf Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. t Subtotals, moments, unfactored: 0 ft-lb 0 ft-Ib 0 ft-lb Surcharge Load Horiz distance from wall, b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q% psf Earthquake Loading Seismic load? Zero seismk loatl Reduce seismic loads? Use 1 /3 increase to allowable soil bearing? No qw Include wall weight in seismic force? No W RetainCalcV2_02.x1s 7/21 /2015 i Horizontal seismic soil coefficient, kh ? 0,00 Vertical seismic soil coefficient, kv? 0.00 Wall Tvoe Wall Type: Braced, fined (moment-resisting) at base Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "a" 0.1 in Wall : IConcrete, normal weight IVI Allow soil press 19500 psf Wall compressive strength, psi, Irc = 2soo Toe Soil press 1 ,491 psf F_S. Load Comb Okav? Compressive strength to use, psi 2,500 psi Heel soil press 1 ,"5 psf 1 .01 D+L+S Okay Wall thickness, in. s IVIOverturning NA Wall thickness to use, in. 6 .00 in Resisting NA NA NA Okay Footing: Footing width, ft. 2,83 ft 34 .0 in Sliding Force 768 Ito Fooling height, in . 9.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall location v Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use, In . 16.0 in 12.0 in Max mom apld 626 ft-lb Footing compressive strength, fc 12,500 psi Moment allow 1 ,310 ft-Ib 0.48 .9D+1 E+1 .6H Okay Key height, in. 0.00 in Key width, in 0,00 in Shear appl'd 973 Ito Shear allow 41076lb 0.14 .9D+lE+1 ,6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Grade so Vert steel, min 0.13 sq-in 0.09 sq-in 0.65 Okay Vertical rebar size e a V Horiz sit, spcg 18.0 in O.C. 11 .1 in O.C. 1 .62 N.G. Number of rebar layers (mats) tV1 Min Read Length Layer 1 , vertical rebar location (depth) centered In wall Measured from Stub vertical embed in wall 24.0 in Layer 1 , cover to use, in . 3,63 in Toe face Stub 90-degree bend in fooling 6.0 in Layer 1 , vertical rebar center-to-center spacing, in. 18.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer Toe Unity Load Comb Okay? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical rebar centerActcenter spacing, in. Moment appl'd 1 ,993 ft-lb Horizontal rebar size x 4 V Moment allow 3,356 ft-lb 0.59 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in. 18.00 in Shear appl'd 31391 lb Footing Reinforcement Shear allowed 51175lb Us !D+1 .6H+1 .6L+. Okay Footing rebar grade G age 60 Hook req'd? Yes 6-in, min. Transverse rebar size # 4 v Heel Number of rebar layers (mats) i qw Tension on Bottom Layer 1 , transverse rebar location Bottom, minlmum cover, 3" V Moment appl'd 544 ft-lb Layer 1 , cover to use, in. 3.00 in Moment allow 3,358 ft-Ib 0,16 .9D+1 E+1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 18.00 in Shear appl'd 973 Ib Layer 2, transverse rebar location N/A, no 2nd layer Shear allowed 50176 lb 0.19 gD+1 E+1 ,6H Okay Layer 2, cover to use, in. Hook req'd? No Layer 2, transverse rebar center-to-center spacing, In. Lonaitud'I Stee Provided Required Unity Okay? Longitudinal rebar size x 4 qw Equiv. No of Bars: Area of steel 0.24 sq-in 0.22 sq-in 0.90 Okay Longitudinal rebar center-to-center spacing, max, in. 10.00 in 3 Ea. Spacing 10.0 in O.C. 13.3 in O.C . 0,75 Okay Wall Shear Forces F_S. Load Comb Top wall V 139 Ib 1 .20+1 .6H+1 .6L+.5S Base wall V 973 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 973 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 4,65 ft Wall Moments F_S. Load Comb Max pos. 626 ft-lb 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 4,50 it Max neg. -812 ft-tb 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 6 ,00 it Base wall M -812 ft-lb 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2_02.xis 7/21 /2015 C 17 ConstructionCalc, Inc. � �S��RUCTIONICALIC RetainCalc v2 01 Job Name i Wall I.D. 8' max braced . Other Info 7/21 /2015 Soil Under Footing Soil Type Class 5: Clay, sandy clay, silty clay, clayey silt, sift and sandy slit Soil bearing capacity, unfactored 11500 psf ----------- -- -- Soil coefficient of friction NA .......--......---r Soil lateral sliding resistance, CI . 5 only. ! 130 psf Retained Soil Behind Wall Retained height, ft 8,00 it Tot. wall ht. Vertical distance from retained soil to top of wall, ft 0,50 ft 8,50 ft Soil Type Granlualr / clay mix, dense Moisture Content Moist I V 1 Can top of wall move slightly? ves Unit weight, pcf' 130 pcf Angle of internal friction, degrees ' 30 deg , Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf I 145 pcf Depth of resisting soil, Dbf, inches. 0.0 In If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity loads applied to top of wall If ledger, what is its width (eccentricity, horiz dim), in. Live. psf Dead . osf Trib Width. ft Live Dead Snow Roof (no snow) 20.0 psf 15 .0 psf 20,00 ft ToD 400.0 plf 300.0 plf Loads From Contin- Roof Snow (only) 25.0 psf 500.0 pif uous Members? No Floor 3 Loads Top 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7,50 ft rop 300.0 plf 112.5 pif Floor 1 Loads 40.0 psf 15.0 pal 7,50 ft Top 300.0 pif 112.5 pif Wall Dead Load 10.0 psf 18.00 ft Top 180.0 pit Other 'psf load and trib width Top 0.0 plf 0.0 pif Other gravity loads, pif Descdp'n, optT ToD 0.0 plf Other gravity loads, pll Descrip'n, opri: Top Subtotals, gravity loads, unfactored: . 11000 pif 705 pif 500 plf Additional Moments, ft-lb Cbckwise: opposite of ledger-applied moment. t Subtotals, moments, unfactored: 0 ft-lb 0 ft-lb 0 ft-lb Surcharge Load Horiz distance from wall , b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? Zero seismic load Reduce seismic loads? Use 1 /3 increase to allowable soil bearing? No V Include wall weight in seismic force? No RetainCalcV2_02.xis 7121 /2015 Lie Horizontal seismic soil coefficient, kh ? 0,00 Vertical seismic soil coefficient, kv1 0,00 Wall Type Wall Type : Braced, fixed (moment-resisting) at base Wall and Footing Construction • Cantilever and Braced Stability Eccentricity, "a" 0.1 in Wall: Concrete, normal weigkt FV1 Allow soil pres.c 1 ,500 psf Wall compressive strength, psi, fc = 2500 Toe Soil press 1 ,497 psf F_S. Load Comb Okav? Compressive strength to use, psi 21500 psi Heel soil press 1 ,438 psf 1 .00 D+L+S Okay Wall thickness, in. e 1qr Overturning NA Wall thickness to use, in . 8.00 in Resisting NA NA NA Okay Footing : Footing width, ft. 3.50 ft 42.0 in Sliding Force 1 ,310 lb Footing height, in . 10,00 in Resisting NA NA D+L+S Okay Location of wall on footing Inputyour own wall location v Heel profn Wall Design Unity Load Comb Okay? Wall location to use, inA 22.0 in ' 12.0 in Max mom apid -2,180 ft-Ib Footing compressive strength, fc 12,500 psi Moment allow •20434 ft-lb 0,90 gD+lE+1 ,6H Okay Key height, in. 0,00 in Key width, in 0.00 in Shear appl'd 1 ,721 lb Shear allow 4,218lb 0.31 .9D+ 1E+1 .6H Okay Wall Reinforcement Provided Required Unity Wall rebar grade Graae 60 Vert steel, min 0.13 sg4n 0.12 sq-in 0,86 Okay Vertical rebar size R q V Horiz stl , spcg 18.0 in O.C. 8.3 in O.C. 2,16 N.G. Number of rebar layers (mats) t v Min Read Length Layer 1 , vertical rebar location (depth) Centered In wall V Measured from Stub vertical embed in wall 24.0 in Layer 1 , cover to use, in. 3,63 in Toe face Stub 90-degree bend in footing 6.0 in Layer 1 , vertical rebar center-to-center spacing, in. 18.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no 2na layer V Toe Unity Load Comb Okav? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in. Moment appl'd 3,712 ft-lb Horizontal rebar size x 4 V Moment allow 31956 ft-Ib 0.94 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in. 18.00 in Shear appl'd 4,603 lb Footing Reinforcement Shear allowed 610751b 0.76 !D+1 .6H+1 .6L+. Okay Footing rebar grade G2de 60 Hook req'd? Yes 64n, min. Transverse rebar size s 4 v Heel Number of rebar layers (mats) t v Tension on Bottom Layer 1 , transverse rebar location Bottom, minimum cover, 3" Moment appl'd 857 ft-lb Layer 1 , cover to use, in . 3.00 in Moment allow 3,958 ft-lb 0,22 .9D+ 1 E+ 1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in . 18.00 in Shear appl'd 1 ,610 lb Layer 2, transverse rebar location I N/A. no 2na layer -� Shear allowed 6,075 lb 0.26 .9D+1 E+ 1 .6H Okay Layer 2, cover to use, in. Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in. Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size s s w Equiv. No of Bars : Area of steel 0.31 sq-in 0.30 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing, max, in. 12,00 in 3 Ea . Spacing 12.0 in O.C. 12.4 in O.C. 0.97 Okay .Qre4 Wall Shear Forces F_S. Load Comb Top wall V 2571b 1 .2D+1 .6H+1 .6L+.5S Base wall V 1 ,721 lb 1 .2D+1 .6H+1 .8L+.5S Max V 11721 Ito 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 6.00 ft Wall Moments F_S. Load Comb Max pos . 19488 ft-lb 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 5.80 ft Max neg. -21180 ft-lb 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 11I ft Base wall M =21180 it-Ib 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2 02.x1s 7/21 /2015 C& S RUCTIOi� s� LC RetainCaic ComslttuctlonCalc, ®C. su �� iva . , ; ' • c v2.01 Job Name ( 50 Wall I.D. 10' max braced . Other Info 7/21 /2015 Soil Under Footing Soil Type Class 5: Gay, sandy clay, silty clay, clayey silt, silt and sandy slit z Soil bearing capacity, unfactored 1 ,500 psf i Soil coefficient of friction NA Soil lateral sliding resistance, CI . 5 only. 130 lost t Retained Soil Behind Wall Retained height, ft 10,00 ft Tot. wall ht. Vertical distance from retained soil to top of wall , ft 0,50 ft 10,50 ft Soil Type Granlualr / clay mix, dense Moisture Content Moist Can top of wall move slightly? ves Unit weight, pcf t 130 pcf t ------------ t Angle of internal friction, degrees ; g 30 deg Depth to groundwater, if any, ft Backfill angle, degrees to horiz. 5 deg Resistino Conditions In Front Of Wall Condition Concrete slab or asphalt on top of footing, against wall Soil lateral (passive) capacity, unfactored, psf/ft depth 0 psf Unit weight of material over top of toe, pcf 145 pcf I Depth of resisting soil, Dbf, inches. 0.0 in If asphalt or concrete on top of fig, thickness, inches 4.0 in Loads at Too Of Wall Gravity loads: All gravity loads applied to top of wall If ledger, what is its width (eccentricity, hodz dim), in. Live. osf Dead. psf Trib Width ft Live Dead Snow Roof (no snow) 20.0 psf 15.0 psf 20,00 ft . ToP 400.0 plf 300.0 plf Loads From Conlin- Roof Snow (only) 25.0 psf 500.0 plf uous Members? No Floor 3 Loads Top 0.0 plf 0.0 plf Floor 2 Loads 40.0 psf 15.0 psf 7.50 ft Top 300.0 plf 112.5 plf Floor 1 Loads 40.0 psf 15.0 psf 7,50 ft Top 300.0 plf 112.5 plf Wall Dead Load 10.0 psf 18,00 ft ToD 180.0 pit Other 'psf load and Trib width Top 0 . 0 plf 6.0 plf Other gravity loads, plf Descrip'n, opfl: Top 0 . 0 plf Other gravity loads, pit Descrip'n, opt'l: Top Subtotals, gravity loads, unfactored: 1 ,000 pif 705 plf 500 pN Additional Moments, ft-lb Clockwise: opposite of ledger-applied moment. Subtotals, moments, unfactored: 0 ft-Ib 0 IMb 0 ft-lb Surcharge Load Horiz distance from wall , b', ft. Horiz width of applied load, a', ft. Pressure of applied load, q', psf Earthquake Loading Seismic load? zero seismic load � Reduce seismic loads? I - Use 1 /3 increase to allowable soil bearing? No Include wall weight in seismic force? No RelainCalcV2_02.x1s 7/21 /2015 Horizontal seismic soil coefficient, kh 1 0.00 Vertical seismic soil coefficient, kvf 0,00 Wall Type Wall Type : Braced, Posed (moment-resisting) at base Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "e" -0.1 in Wall : concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi, fc = 2500 Toe Soil press 1 ,435 psf F_S. Load Comb Okav? Compressive strength to use, psi 2.500 psi Heel soil press 1 ,452 psf 1 .03 D+L+S Okay Wall thickness, in. B Overturning NA Wall thickness to use, in. 8,00 in Resisting NA NA NA Okay Footing : Footing width, it, 5.00 ft 60.0 in Sliding Force 2,025 Ib Footing height, in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on fooling Input your own wall Imtion V Heel profn Wall Design unity Load Comb Okay? Wall location to use, in, 31 .0 in 21 .0 in Max mom apid 4,554 ft-Ib Fooling compressive strength, fc 12j500 psi Moment allow 4,808 ft-Ib 0.95 . .9D+tE+1 .6H Okay Key height, in. 0.00 in Key width, in 0.00 in Shear appl'd 296801b Shear allow 894231b 0.26 .9D+lE+1 .6H Okay Wall Reinforcement Provided Reouired Unity Wall rebar grade Grade so Vert steel, min 0.29 sq-in 0.14 sgAn 0.50 Okay Vertical rebar size x s V Horiz at], spcg 18.0 in O.C. 10.3 in O.C. 1 .74 N.G. Number of rebar layers (mats) 1 v Min Rea'd Length Layer 1 , vertical rebar location (depth) centered In wall VP I Measured from Stub vertical embed in wall 30.0 in Layer 1 , cover to use, in. 3,63 in Toe face Stub 90-degree bend in footing 7.5 in Layer 1 , vertical rebar center-to-center spacing, in. 13.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no 2nd layer y Toe Unity Load Comb Okay? Layer 2, cover to use, In. Tension on Bottom Layer 2, vertical rebar center-to-center spacing, in. Moment appl'd 6,702 ft-Ib Horizontal rebar size a s v Moment allow 9,225 ft-lb 0.73 !D+1 .6H+1 .6L+. Okay Horizontal rebar center4o-center spacing, in. 18.00 in Shear appl'd 5,956 Ib Footing Reinforcement Shear allowed 62750 Ib 0.88 !D+1 .6H+1 .6L+, Okay Footing rebar grade Grade 60 Hook req'd? No Transverse rebar size x 5 W Heel Number of rebar layers (mats) 1 v Tension on Bottom Layer 1 , transverse rebar location centered in rooting Moment appl'd 5,338 ft-Ib Layer 1 , cover to use, in. 4. 19 in Moment allow 9,225 ft-Ib 0.58 .9D+ 1 E+1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 13.00 in Shear appl'd 5,838 Ib Layer 2, transverse rebar location N/A, no 2nd layer7771 Shear allowed %7501b 0 ,86 .9D+ 1 E+ 1 .6H Okay Layer 2, cover to use, in . Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in. Lonnitud'I Stee Provided Reouired Unity Okay? Longitudinal rebar size s s -]'vl Equiv. No of Bars: Area of steel 0.37 sq-in 0.36 sq-in 0.97 Okay Longitudinal rebar center-to-center spacing, max, in. 10,00 in 6 Ea. Spacing 10.0 in O.C. 12.4 in O.C. 0.81 Okay Wall Shear Forces F_S. Load comb Top wall V 410 Ib 1 .2D+1 .6H+1 .6L+.5S Base wall V 2,680 Ib 1 .2D+1 .6H+1 .6L+.5S Max V 21680 Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 7,25 H Wall Moments F.S.. Load Comb Max pos. 21869 ft-Ib 1 .2D+1 .6H+1 .6L+,5S Loc'n from top 7.00 ft Max neg. 41554 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10.00 ft Base wall M 4,554 ft-Ib 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2_02.xis 7/21 /2015 n Horizontal seismic soil coefficient, kh ; 0,00 ! Vertical seismic soil coefficient, kv ' 0,00 Wall Type Wall Type : Braced, fixed (moment-resBOng) at base Wall and Footing Construction - Cantilever and Braced Stability Eccentricity, "a" -0.1 in Wall : concrete, normal weight Allow soil press 1 ,500 psf Wall compressive strength, psi, fc = 2sgo Toe Soil press 1 ,435 psf F_S. Load Comb Okav? Compressive strength to use, psi 21500 psi Heel soil press 1 ,452 psi 1 .03 D+L+S Okay Wall thickness, in. B Overturning NA Wall thickness to use, in . 8.00 in Resisting NA NA NA Okay Footing: Footing width, ft. 5,00 ft 60.0 in Sliding Force 2,0251b Footing height, in. 12.00 in Resisting NA NA D+L+S Okay Location of wall on footing Input your own wall kxauon Heel proj'n Wall Design Unity Load Comb Okay? Wall location to use, in. j 31 .0 in 21 .0 in Max mom apld 4,554 ft•lb Footing compressive strength, fc 12,500 psi Moment allow -4,808 ft-Ib 0,95 y .9D+1E+1 .6H Oka Key height, in . 0.00 in Key width, in 0.00 In Shear appl'd 2,680 Ib Shear allow 8,4231b 0.26 .9D+1E+1 .6H Okay Wall Reinforcement Provided Required gn!ly Wall rebar grade G ode 60 Vert steel, min 0.29 sq•in 0.14 sq-in 0.50 Okay Vertical rebar size * s v Horiz stl, spcg 18.0 in O.C. 10.3 in O.C. 1 .74 N.G . Number of rebar layers (mats) I V Min Reo'd Length Layer 1 , vertical rebar location (depth) centered In wall qW Measured from Stub vertical embed in wall 30.0 in Layer 1 , cover to use, in. 3.63 In Toe face Stub 90-degree bend in footing 7.5 in Layer 1 , vertical rebar center-to-center spacing, in, 13.00 in Footing Design Layer 2, vertical rebar location (depth) N/A, no end layer V Toe Unity Load Comb Okay? Layer 2, cover to use, in. Tension on Bottom Layer 2, vertical rebar center-to-center spacing, In. Moment appl'd 61702 ft-Ib Horizontal rebar size ;r s v Moment allow 91225 ft-lb 0.73 !D+1 .6H+1 .6L+. Okay Horizontal rebar center-to-center spacing, in . 18.00 in Shear appl'd 5,956 Ib Footing Reinforcement Shearallowed 61750lb 0 .88 !D+ 1 .6H + 1 .6L+ . Okay Footing rebar grade Grade 60 Hook req'd? No Transverse rebar size ;r s v Heel Number of rebar layers (mats) I V Tension on Bottom Layer 1 , transverse rebar location centered In fwting V I Moment appl'd 5,338 ft-ib Layer 1 , cover to use, in . 4,19 in Moment allow 9,225 ft-Ib 0.58 .9D+1 E+1 .6H Okay Layer 1 , transverse rebar center-to-center spacing, in. 13.00 in Shear appl'd 51838 Ib Layer 2, transverse rebar location N/A, no end layer V Shear allowed 6,750 Ib 0.66 .9D+ 1 E+ 1 .6H Okay Layer 2, cover to use, in. Hook req'd? No Layer 2, transverse rebar center-to-center spacing, in . Longitud'I Stee Provided Required Unity Okay? Longitudinal rebar size a 5 v Equiv. No of Bars: Area of steel 0.37 sq•in 0,36 sq•in 0 ,97 Okay Longitudinal rebar center-to-center spacing, max, in . 10,00 in 6 Ea, Spacing 10.0 in O.C . 12.4 in O.C. 0.81 Okay Wall Shear Forces F_S. Load Comb Top wall V 410 Ib 1 .2D+1 .6H+1 .6L+.5S Base wall V 20680 lb 1 .2D+1 .6H+1 .6L+.5S Max V 21680 Ib 1 .21)+1 .6H+1 .6L+.5S Loc'n from top 7.25 ft Wall Moments F-S, Load Comb Max pos. 21869 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 7A0 ft Max neg . 41554 ft-Ib 1 .2D+1 .6H+1 .6L+.5S Loc'n from top 10.00 ft Base wall M -4,554 ft•lb 1 .2D+1 .6H+1 .6L+.5S RetainCalcV2 02.xis 7/21 /2015 Site Addressroject N � � Building Permit # �1 l- � :2� 0 18 — 00 �7 � - F-M� EM11 ME B u i I d i n 7 O j cJ , �1 (J j 'Neva-i cv777 7 Ig� u is W�o�rks �.(p / ✓1 r _ G� .� 1 � l �-✓ �O �/ a /�Sa ning I . - � � L �$ C1 v �- �. OC Ll i kat& RzomsJt4Orm4wqater i.*ll� I i I I 1 I Jr "' ) Fi T � Ar%eC4L i Project Inter- Departmental Plan Review Tracking / r LOT 26 9` // 9a" LOT 10 r LANDED GENTRY HOMES AND COMMUNITIES Ai r /r GENERAL NOTES OWNER: CONCRETE LANDED GENTRY CURB &GUTTER / 504 E. FAIRHAVEN f / BURLINGTON, WA �(/ CONCRETE BACK OF SIDEWALK / BMP C233: SILT FENCE 98233 (w SIDEWALK FRIMETER SILT 1—(360�-755-9021 / FENCING TO PROTECT / DOWNSTREAM BUILDING: INLET PROTECTION / PROPERTIES LOWER LEVEL AREA 827 SF LEVEL AREA-- Z109 SF PER C220 BLOCK& GRAVEL FILTER TOTAL LIVING AREA— 2,936 SF TYPE �4 16.65' / 10 56' GARAGEISHOP — 1,003 SF PROPOSED 4"SCH 220.9 / 49 00' SiTE: 40 PVC DRAIN LINE EXIST / 43.91' TYPICAL GRADE / 219.9 ZONING: BMP EXIST R2 — RESIDENTIAL LOW DINSITY GRACE CONSTRUCTIONSTAB x®x-�x.x®x7—x�x�.. x®x SETBACKS: CONSTRUCTION x�x®x� 220.77 x HECK AM PER BIMP . ALL SETBACKS IN COMPLIANCE (SIZE TO PENTRANCET) BOW Yy�� �' // x--x�x-� -- CHECK DAM PER BMP x x x�x"x�x WITH CITY GU1DLlNES 1� 0 Qqi� 'r♦ / o . PROPOSED 4"SGH C207:CHECK DAMS, `• �h' ry��P �/� cy 40 PVC DRAIN LINE AS NEEDED. SIDEYARDS MIN 5, 15' COMBINED �!r �a / ♦ 4.00' 10.29 19.46' o LOT LINE REAR YARD MIN 30' i LOT LINE& �� / �► 15,25' ---_ o - FRONT YARD MIN 10; 20 GARAGE RIGHT-OF-WAY LINE Q�J a - � Qp / ♦ DOWNSPOUT � � � DOWNSPOUT "—� — PROPOSED UNDER � HEIGHT. — EXIST. SANITARY � °• � 6� 3`��` � -- MAX. ALLOWED: 35' SEWER LINE l 9 , 9p � 1' to OVERHANG Q PARKING: C, -p O ABOVE Q 2 IN GARAGE, 2 IN DRIVEWAY EXIST SS O Q " " CONNECTION �' DRIVEWAY,,, �; vN vN ss (LOT B�� ��Sc���<r �Lu Lo � LOT CO I/ERA GE p�v0 Cp`A��� I 4i o BUILDING AREA: 0, \N WM / tx , N wm 221.10GFF GARAGEISHOP Ps (Lot 11) I / �'' N ¢ 1 T ? 2,291 S.F. \N NS p S r �•. O o YARD LOT AREA: ER (t GRAIN �;• r `4o M2) / Z 41 8,054 S.F. �^ PLACE CONSTRUCTION FENCING PERCENT COVERAGE.' EXIST.SD AROUND EXISTING TREE AT DRIP 2,291 / 8,054 = 28.5% CONNECTION 2.5% �" LINE PLUS 6''11TYPCCAL). (LOT 11) �— �° BMP C233: SILT FENCE MAXIMUM ALLOWED: 37.5% PENCEIILTFEN�ON i �16� WAL x�x�x DOWN STREAM SIDE OF p / CO � p /� \ d0 c ,:'' 221.40 GFF ix� STOCK PILE IlV/PER �l QUS l� VEl V A GE •s 219,7 411 EXIST. \ / �Q O� r— �• �x �+ GRADE \ i 9-�� SOIL STOCKPILE LOCATON INLET PROTECTION BUILDING: 1,935 S.F. PER C220 BLOCK& �" r s 2 LANDING o I 221.90 FF °��-°+ — BMP C123:PLASTIC COVERING �t S7FPS/WALKWAY 57 S.F. 0 :GRAVEL FILTERS �pG h ro ; PORCH p OVER WITH PLASTIC DURING STORM ' PORCH: 96 S.F. ° TYPE i O�,Gt� y x ) EVENTS AND WHEN NOT BEING PAT70: 284 S.F. EXISTING i "\ y Aj LOT 11u� WORKED FOR MORE THAN TWO DAYS :` + o DRIVEWAY.• 617 S.F. STORMDRAIN �� \ ♦ ' ��ti ` l ��,� �` � o TOTAL: 2,989 S.F. LINE (TYPICAL) ^o EAST 30' REAR YARD LOT AREA: 7,682 S.F. BUILDING SETBACK L1NE30.00' PERCENT COVERAGE: 2,989 / 8,054 = 37.1% ; PROPOSED4" DIA. 0�Q 34�PA �y. cl MAXIMUM ALLOWED: 48.0% SANITARY SEWER I 5p\\ PLACE CONSTRUCTION FENCING \ 6' I AROUND EXISTING TREE AT DRIP \ COVERED LINE PLUS 6' (TYPICAL). \ s� ♦ PATIO o r Lu P:. \0. p¢ Q Z LOT LINE&PLAT BOUNDARY Z � �� 2018 \ I �, v ?,T Y OF ANACOR L - — Z I ITY OF ANACORTES LA �I n ® � w ® r ® ® ® � ® � ® � . . •.. . ., .< , . i � � J r .• / rT s�s1�, pace t= °� - - - - - - - - \ � l p LOT 13 D wNSPo�r_ I m pt WHIT AP " �t �� �£ > , -- .� —L - — --- — GRAPHIC SCALE 5.0011 34.00' \ 10.00' 6MQ C1Lo\: — --- —ri, 6 O 8 6 12 O ABOVE G PROPOSED 4"SCH p UVED BY \ s 40 PVC DRAIN LINE �'1"'� 6S t � C7 TO FI �� 60 Erosion Control Notes for Residential Construction-City of \ EXIST C10 A L ) SPf C-If' '6. Apt v cU PLAN$ '~ ( IN FEET \ 07 ,.,�1 Horaz. Scale: 1 Inch = 6 Feet Anacortes GRADE W1TF1 A THQRIZATyOtJ 221.3 LOT LINE \_ A. Erosion Control Best Management Practices shall be in place per the EXIST j�O, accepted site plan prior to an construction start. GRADE NORTH P P P Y � � � 49.00' I B. The erosion control shall be inspected once a day and modified to \ " meet the surrounding conditions as needed. A 43.91' o CAMPBELL (PLUS 4 ) C. The storm drain system shall be cleaned daily(Section 7-07.3).All CHECK DAM PER BMP 94.50' _ 2—CAR GARAGE LEFT drainage systems shall be cleaned to the acceptance of the City of I C207: CHECK DAMS, AS NEEDED. BMP C103: HIGH VISIBILITY eoM Anacortes prior to acceptance of the project. I _— D. Stabilized construction entrances and roads shall be installed at the I TEAK OF PUBLIC 'fa la x(y�l C)CC pi beginning of construction and maintained during the duration of the I ENTRY INTO CONSTRUCTION EROSION CONTROL PLAN project. Additional measures may be required such as wash pads to I SITE a, ensure that all paved areas are kept clean. No mud is allowed to I C Y-i Ft v- � �' LOT 11 (P 133669) enter onto City streets. I p p E. Any soils exposed that will not be disturbed for two(2)days during the I I 1506 LATITUDE CIRCLE wet season or seven (7)days in the dry season shall be immediately stabilized with the approved ESC methods(seeding, mulching, plastic i ( LOT 12 t I . p /� N A COpTES tp//\ covering, etc.) I /I t1 tlli E"\ �7� VV/"l F. Two (2)weeks prior to the beginning of the wet season(October 1), I I n / all disturbed areas shall be reviewed to identify which ones can be I I �(/W seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1)week of the beginning of the wet season.A JOB NO: PLAT OF "48 NORTH" sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. The Project ABBREVIATED LEGAL DESCRIPTION: DESIGNED: LG Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities. LOT 11, 48 NORTH PLAT & PUD, SECTION 22, TOWNSHIP 35 DRAWN: G. Penalties for an Erosion Control violation are subject to a$300 to NORTH, RANGE 1 EAST, W.M., CITY OF ANACORTES, SKAGIT DATE: 02/09/2017 $1000 fine under Chapter 17.66- Penalties for Violation. Each day is COUNTY, STATE OF WASHINGTON. considered a different violation. SHEET I LANDED GENTRY HOMES AND COMMUNITIES v v # , A'c Cr a , 4.: , 3 M a.. G +ir'x t' '+4`` s>"... � ,-.: �'•a: <.,; ^'' �i�-s�,a sin N1= � ... ... �. w , • esm 'Jae ,, ma a „e , as w,a , — s t ? S C r , v- ,� r k t b. li � A v '1 � 1 d r ' r < r � t v, xy K *�'.�v'�.�•-� f � L •' a s x'k:.i•+,-`Y9 ,Y"y,is „„, 4?tie G wno �Za �'h t �'S � �a�- y�' ''7, � rta ',a'Y, `.,vaC' w GRAPHIC SCALE : _•,�"°1' ,m� v;;.,_. i-,,..'. P _,a, ro .",a,: E 'w':",{`,^9 f '..x. ., M12. '$. , # .:, . a,r,,w a, +, k. ut u�J _ .,,,., •g.,... ,. . _^�S"`' >< , ,` r ., v t<t'.�"- h. 3 T< ,:: s_ i` '.. ,,�'� r .,e:.ew .s.. dk . .. .,-. -., ._.,...: r ..,... m."°.vr .'3i:..-. i .. ,• 5. ry ab .<....n6 ,F 6.. < ..S.w" $ i,e. .. , Old�. a?ai�%a.,o-..F..F. Y Al-aa.. ° � r d s Y W I„ IN .FEET ' k 1. e s 7Inchs Feet ,. .. _ Cro,.. .:.. ,7?'.,,,,.., ..: .,•. _.. _...& m , .�,u _..1.. ._ _.,. ., ,..: .:.,. �E,�: HOTZL. SCCLZB 1 I e im 48 NORTH < . COWMAN ,,:m,,.,a, ". a. .. .,s., .o-,.:.r. .,.,..,,re•' ..n.°...d.,a msa re.,, ter....-. ..... "si .,<._.. w. .,. :v... ...-e. ,� r :, _v. <- - :i -e r r Y. ^.k rv:. , ..p RAGE RI T r ,.�.. Y✓;^ , .v ...:1 ,.e..._< a .,a ._.. rd.. ,. ..,,. 5 „ .<.r sc.. <, s, '.. .fit. -♦ .r. r },.<. .Y. .,! x. :. r <.. •^.. ..< °k . . . _ ER OSION CONTROL PLAN s t LOT 11 (P133669 s p47V��Q. w���w�wwwwaw *-da fx.• " ag� ..�iv 3r �` ,,_�' 4 },asxy tativ3 t fiaa' 4 :'s ry,St{' "r`' fi' 150 LATITUDE CIRCLE to © o 000rt VICINITY MAP AACORTES WA :x-<$�' i ',, .. �-a. ,=iti•.i" 't^ . `.tj"„�v y 1-.`; 'T W% a y- a: 4 s �J.� .s i't`Xrti :i•' RWaa� ..§ y 4'n: $' Y.? .. .. . LOT 11 (P133669) ma rr rr 1506 LATITUDE CIRCLE f,.� (''�S ,� JOB $ NORTH � PLAT OF 4 r J ANACORTES, WA DESIGNED: LG FEB 5 2018 DRAWN: - DATE: 02109/201$ <^,!TY OF ANACORT SHEET f x° -.;�* fie 3�=..'L .�fk-d^.`.?.'v'4#4,:�3Af•� ,.. ,.'."3' $�r.S szk,1+"�:�5=>at7r�'�'_,�,• ,...:: 4� 4� 4� LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2 - 9 - I6 JR 24'-6" 21'-�" NOTES: 1. COORDINATE W/MECH. &ELEC. 8'-111/4 244" FOR LOCATIONS&SIZES OF E J FOUNDATION/SLAB BLOCKOUTS. 2. 30x24 CRAWL SPACE ACCESS PANEL(24x30 MIN)-PROVIDE METAL OR P.T. 6x6 POST FIBERGLASS WELL AS NECESSARY. INSTALL (3 TYPICAL) SOLID COVER SLOPED AWAY FROM BUILDING- ' I�I�^� J� �I I DECK LINE ABOVE INSTALL 4x8 MIN. BEAM SET ON WALL PLATE OU1 `t�Jl�tTION RIOTS % a °° a p a ° � p ° ° p ° ° ' p �° e ' ° - - - - - - - - - - - - -i -- - J �J - - - - - - - - - - i-� TO SUPPORT WALL ABOVE(OR INSTALL a a INTERIOR CRAWL SPACE ACCESS-VERIFY W/ oa O O Oi w BUILDER&SEE PLAN) 3. 16x8 POUR L FOUNDATION VENTS(OR I, INSTALL PRESSURE-TREATED 2x6 IN 16x6 VENTS N FLOOOO SILL (MINIMUM) W/ 1/2" DIAMETER x 10" 0 I � I I R DIAPHRAGM (VERIFY W/ ANCHOR BOLT 4 3"x3"xl/4" PLATE WASHER 4'-0" O.C. ATOP I - - - - - - - - - - - - - - - - - - - O BUILDER). NUMBER PER PLAN. 1 FOR DECK 4 FOUNDATION WALL, MINIMUM 2 BOLTS PER PIECE 3,5" TO 12" FROM END NOTE: SEE SHT. A4, . 12"WIDE THICKENED SLAB EDGE. EXTEND FRAMING MATERIALS �a 8" BELOW GRADE. TYPICAL THROUGHOUT I 1 5. VENTS TO BE LOCATED WITHIN 2'-0"OF CORNERS. 2, INSTALL 4" PVC DRAIN PIPE BELOW FOOTING w LOW POINT FOR o` m POSITIVE DRAINAGE DURING CONSTRUCTION. VERIFY PLACEMENT OF 4 T FLOOR JOISTS: PERFORATED FOOTING DRAIN PIPE IN FREE-DRAINING GRAVEL BASE F I LAYOUT SHOWN HERE IS FOR 2x FRAMING. IF L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � ENGINEERED JOISTS ARE USED, MANU- 3. FOOTING SIZES CALCULATED USING ASSUMED MAXIMUM SOIL BEARING FACTURER SHALL PROVIDE AND SUBMIT PER SQUARE FOOT W r ° ENGINEERED DESIGN TO THE BUILDING OF 1,500 POUNDS 0 0 - IJ DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. 4, INSTALL R-10 RIGID INSULATION m SLAB PERIMETER (VERIFY INSULATION VALUE W/ FLOOR PLAN NOTES ON SHT, A3,1 4 GENERAL NOTE ON SHT. A1,1) g O I o° I FLOOR SHEATHING: ® 1'-4" x 8" CONCRETE MONOLITHIC FOOTING W/ (2)04 REBAR CONTINUOUS a _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1. USE 3/4"CDX OR OSB STURDI-FLOOR T&G, J -A a I GLUE AND NAIL W/RING SHANK 8d's AT 6" x S" CONIC. FTG. W/ (2)04 REBAR CONT. D �t I (�y` .4 P, 1 EDGES& 12" L THE FIELD. FACE GRAIN = 1y� � � cp cv � I 1 -, PERPENDICULAR TO SUPPORTS. (J l cvlt d � `i � � 2. PROVIDE SOLID BLOCKING IN THE JOIST OG 2'-4" x 9" CONC. FTG, (VERIFY WALL HGT,) W/ REBAR PER DETAIL 011, I �/ fir ui = ���� Q W a CAVITY BENEATH ALL POST LOCATIONS SHEET A2,2 I Q W 0. I n > AND BETWEEN UPPER AND LOWER STUDS (Y 2 I o I AT FLOOR TO FLOOR HOEDOWN LOCATIONS. `_ N -t - 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT 9"D 3'-0" x CONC. FTG, (VERIFY WALL HGT,) W/ REBAR PER DETAIL #11, a K+ ° ' O a p c0 It INTERIOR BEARING LOCATIONS WHERE THERE SHEET A2,2 IS A LOAD BEARING WALL ABOVE. O O 4. IF ENGINEERED FLOOR JOISTS ARE USED, 5'-0" x 12" CONC. FTG, (VERIFY W/ WALL HGT.) W/ REBAR PER DETAIL Z O t PROVIDE •11, SHEET A2,2 ~ - L LL Q -I O JOISTS BEAR AT EXTERIOR WALLS. FLOOR . W Q J 5. CONNECTIONS: SIMPSON COMPANY OR EQ. FO Fi" GONG. FOUNDATION WALL W/ REBAR PER R404,L3,2 4 IRC TABLE 4 W t~il Oa W 4 6. FIELD CUT ENDS, NOTCHES,AND DRILLED a -A I ° ® N Q IL S HOLES OF PERSCRIPTIVE TREATED WOOD 404,1,2(ll - 404.1,2(8) d W -4 V _ a L _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ J I SHALL BE TREATED IN THE FIELD IN ACCORDANCE N — - -_ - WITH AWPAM4. O 6" CONC. FOUNDATION WALL (4'-0" MAIX, WALL HGT.) W/ REBAR PER Q W M _ - _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ r r J DETAIL •12, SHEET A2.2 R I a 1 p W a F 4 _� FOUNDATION NOTES: Q I r - THESE DETAILS REFLECT O ff Fi" CONC, FOUNDATION WALL (4'-0" - &i'-0" MAIX, WALL HG=T ) W/ REBAR } 1 %5 N N - _ _ _ _ _ _ _ _ _ A GENERAL HIGHER STANDARD THAN THAT PER DETAIL "12, SHEET A2,2 I I Q — _ _ <t ALLOWED BY THE IRC. THESE DETAILS W d e Z m p INDICATE THE FOUNDATION AND REIN- IL 8" CONC, FOUNDATION WALL (0'-0" TO 10'-O" MAX, WALL HGT,) W/ REBAR - _ Z r - FORCEMENT REQUIREMENTS FOR THIS PROJECT. THE CONTRACTOR MAY NOT PER DETAIL 012, SHEET A2.2 Q to O u O USE THE IRC MINIMUMS WITHOUT WRITTEN LL -1W Q u- z PERMISSION OF THE DESIGNER. OK 1'-4" x 114" x 8" CONC, PAD FTG, W/ SIMPSON C5SQ66-6D82 (OR EQUAL) 11 I W ril a0 W/ (2)04 REBAR EACH WAY (USE HOT DIPPED GALVANIZED POST FASTENERS: CONNECTORS, OR EQ,) O� Lu ® W METAL ELEMENTS INCLUDING, © CONNECTORS, MUST USE HOT-DIPPED 4" CONIC, SLAB W/ NICON FIBER OR FIBERMESH THROUGHOUT (VERIFY O _ _ _ _ _ _ _ _ _ _ _ _ } r GALVANIZED METAL WHEN IN CONTACT W/ BUILDER) a 0 ---- 1 a J = WITH ACZA PRESSURE TREATED MATERIALS. r - - - - - - - - - [R319.31-SEE 37/SP1 OM 4" CONIC. SLAB W/ NICON FIBER OR FIBERMESH THROUGHOUT (VERIFY - ;°� I W/ BUILDER) SLOPE 1/5" PLF MINIMUM TOWARD GARAGE DOOR ^ - - ° ` NO 4" CON(. SLAB/STEPS (VERIFY FINISH W/ BUILD LL ER) W/ NICON FIBER OR _ 1 I I FIBERMESH THROUGHOUT (VERIFY W/ BUILDER) ` - - - - - - - - - - - © OPTIONAL (VERIFY W/ BUILDER): STUB 12" LONG •4 REBAR 4" INTO GONG, SLAB FROM FOUNDATION WALL a 24" O.C. TYPICAL. THICKEN SLAB EDGE1- (IF NECESSARY) - I F T__ L _ _ - -POUR SLAB THROUGH DOOR OPENINGS TYPICAL -I- 1THICKEN SLAB TO 6" AT GARACaE DOOR OPENING 4 INSTALL "4 REBAR - - - - - - - - - - - - - - - - - - - CONTINUOUS L - - - - - - - - - - - - - - - - - - - - - FEB 15 2018 L 'O - - - - - - --i L a �a CITY OF ANACORTES CONC, STEPS TO GRADE LOWMAN 21'-0h" 22'-0" 8'-°" 20'-0° FOUNDATION PLAN COASTAL 1 & 2 FOI Il.FNE)ATION f=J_o4N JOB NO: LOWMAN �11.� DESIGNED: LG SCALE: 1/4" = 1'-0" DRAWN: JR DATE: 5/11/2017 NOTE: SEE "S SHEETS" FOR ENGINEER'S BUILDER TO VERIFY ALL DIMENSIONS, CONSTRUCTION TO SHEET NOTES AND DETAIL FOR SHEAR WALLS, COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE, BEAMS, HEADERS, JACK 4 KING STUD 2015 UNIFORM PLUMBING CODE, 2015 WASHINGTON STATE ENERGY ■ CALLOUTS D AND HOLD-DOWNS CODE 4 ALL APPLICABLE LOCAL, STATE 8 FEDERALD COES. WA 112" G.W.B R-21 INSULATION 0 2"x6" STUDS @ 16"O.C. 2"W' TREATED PLATE L A N D E D GENTRY HOMES AND COMMUNITIES R-21 INSULATION z 5/8"TYPE X G.W.B. — — BLOCK OUT GARAGE SLAB LAB TO REVISIONS BY: BACK OF FNDN WALL SIDES ° III—III=III= FULL WIDTH OF GAR. DR. R.O. SO f— --- 1/2"GWB 2"x6" STUDS @ 16"O.C. —III=III=1 DRIVEWAY SLAB CAN RUN INTO 2 _ g Ig JR 1/2"X10"ANCHOR BOLTS, EMBEDED 7" INTO 2"x4" STUDS 16"o.c. — SPACE R-21 BATT CONCRETE,AT 4'-0"o/c,AND SET BETWEEN 3 2"x6" TREATED PLATE . I — .I 2X6 STUD WALL 1/2"AND 12" FROM BOARD ENDS WITH 3"X 3"X 1"AIR SPACE III= — 4" CONCRETE SLAB I' SLOPE GARAGE SLAB P.T. 2X6 SILL CONT. 1/4"THICK WASHERS. MIN. (2)A.B.'S PER III , 1-#4 BAR IN THE UPPER 12" OF WALL CONTINUOUS FOR POSITIVE BOARD[R403.1.6.11 6 MIL VISQUEEN NOTE: OR USE P.T. a, III 4"CONCRETE SLAB ON 2" 2x6 STUDS @ 16" Q.C. DRAINAGE AWAY FROM GRAVEL BED FINISHED GRADE AW/ NO AIR SPACE III SLOPE STRUCTURE R-10 INSULATION (2') :.. - 2"x4" TREATED PLAT _ _ Z o.. POWERED NAILED 24„ a III—III = g ° ° a • 1-#4 BAR IN THE UPPER 12' OF WALL BAR 1 c. HORIZ. coMPACTeD FI _ —_� ° ° ° — °° L GRADE _ FINAL 4" MIN. PERF. PIPE — e. (TYPICAL) — — — _ — —1 z = SE X 10"ANCHOR BOLT W/PERVIOUS � COMPACTED SAND/GRAVEL - #4 BAR HOOKED 48"o.c. 1 — — — I � " � • � SEE DETAIL 1 BACKFILL ' .a (TYPICAL) pa o ; FILL TO BE GRANULAR I �_ ; FILL TO BE GRANULAR MATERIAL �- MATERIAL COMPACTED TO 95% — I I=III .a 1-#4 BAR HORIZ. (TYPICAL) ° a ° .` V. ' #4 BAR 18"o.c. HORZ. (TYPICAL) d . . COMPACTED TO R R-10 INSULATION 6"MIN. SEE DETAIL 1 FOR SEE DETAIL 1 FOR g^ • COMPACTED SAND/GRAVEL 4" MIN. PERF. PIPE FOUNDATION CALL-OUTS NOTE: DETAIL IS DRAWN FOUNDATION CALL-OUTS -#4 BARS HORZ. (TYPICAL) 18" W/PERVIOUS LLAB 16" 1 GH POINT OF THE BACKFILL DETAIL AT BASEMENT FLOOR 2 DETAIL BASEMENT 3 GARAGE O . H . DOOR 4 GARAGE WALL SCALE: 3/4" = 1'-0" 3/4 — 1 -0 3/4"T&G SHEATHING GLUE SHEATHING 1/2"OR 7/16" &NAIL TO SUPPORT MEMBERS SIDING SEE ELEVATIONS 1/2" GWB GALVANIZED FLASHING 2X6 SILL P.T.6X6 HF P.T.2X10 LEDGER w/SIMPSON CB66(HOT DIPPED (2)SDS 1/4"X3"HDG @ 12"O.C. CONT. RIM GALVANIZED OR EQ.) 4" CONC. SLAB W/ w/ 1/8" PILOT HOLE MAX. (2)#4 BARS AS SHOWN SIMPSON HANGER TYPICAL(HOT P.T. 2X6 MUD SILL ° 12"ID SONG TUBE 1/2"x4"TITAN HD 2 1/2" MIN. COMPACTED FILL DIPPED GALVANIZED OR EQ.) ° @ 5'-0"O.C. VAPOR BARRIER HOLDOWN OR SIMILAR TENSION DEVICE PER IRC 507.2.4 1/2" EXPANSION BOARD GRADE o ATTACH LEDGER TO END T. 2X10 P.T.JOIST OC W/ 1/2" DIA. LAG SCREWS @ 23" LO ) Ld — S @16" °•. ° SLOPE GRADE(SEE GRADE NOTE BE W ° O.C. (2 ROWS STAGGERED)& .•f a:• y 1/2"(MAX.)SHTG. SEE R507.2 &TABLES R507.2&R507.2.1 & z 2#4 BAR CONT. FIGURES R507.2.1(1)& R507.2.1(2) I — o"° ° a Q\ao ro NOTE: 8" 16" 8" FOOTING TO REST {. ��� 6 1'-0" 6" 1, 24 "THICK ON SOLID BEARING SOIL SEE DETAIL 1 FOR 2-0„ w/FOOTING EACH WAY FOUNDATION CALL-OUTS DETAIL AT INTERIOR FOOTING RESIDENCE / DECK GARAGE RESIDENCE COLUMI<� DETAIL_ 5 6 3/4" = 1'-0" ( 7 3/4" = 1'-0" PERPENDICULAR JOISTS SCALE: 3/4" = 1'-0" IF FLR. SHEATHING CONNECTED DIRECTLY TO P.T. 2x PLT. INSTALL NAILS OR SCREWS @ 2" O.C. SIMPSON A35 FLOOR SHEATHING NO SURCHARGE OR WHEEL STAGGERED @ 48"O.C. NO FLOOR FOR "E" LOADS WITHIN 5'-0" NO SURCHARGE OR WHEEL 2x F.J. (PARALLEL AT LEAST 12" LOADS WITHIN 5'-O" „E„ TO FDN.) PER FLR. 2 X TREADS 10"MIN 3/4"PLYWOOD RISERS FRAMING PLAN WITH (2) 16d RING-SHANK ° a 5 DEGREE MAX. SLOPE WHERE FLOOR JOISTS ARE NAILS AT EACH STAIR 6" MIN. ° • PERPENDICULAR INSTALL 2x FLOOR JOIST 3/4" PLYWOOD RISERS STRINGER ° pOQIll�lli=III-111-111=111 A35EACHJOISTTYPICAL (PERPENDICULAR WITH (2)16d RING- f c= 2500 psi o WHEN "A" EXCEEDS 4'-0"; TO FDN.) PER FLR. SHANK NAILS @ EACH (A FRAMING PLAN STAIR STRINGER v fy = 60 ksi, grade 60 ° 000 MIRA DRAIN 2,000 OR WHERE F.J. ARE PARALLEL WOOD BEAM W D WASHED GRAVEL (OR SIM.) INSTALL ML26 W/ SIDS 1/4x1 1/2 MIN. SOIL BEARING °° ' m Ooo EACH BLOCKTYP. ' IIII i ' Illl 2"x12"STRINGER g 2X TREADS = 1,500 PSF ° o� 2" CLR. III ' III Ill D SEE FOUNDATION NOTE#1 ul ' uu uu MAX. NO. OF STORIES „ „ °, SUPPORTED = 2 STICK X ° oog a WHERE F.J. PARALLEL TO FRAMED RESIDENTIAL (SJo 6" MIN. FDN. INSTALL 2x BLOCKING 2 X STRINGERS A" FLOORS + ROOF W/ o, D o0 3-16d NAILS 25 PSF SNOW MAX. Oo B ) a i _ _III�I)I �� o (MATCH JST. DEPTH) FIRST pQ, „ ° og ,° 32" &SCREW OR NAIL SHTH'G SIMPSON H5'S AT 32" O oo ° �' INTO BLKG. @ 3" O.C. TYPICAL NOTE: SEE FLOOR PLAN FOR RISER HEIGHT 7 3/4"MAX. 2"x4" 16"o.c.STUDS O.C.,STUD TO STRINGER Opp IF STUB BARS, MIN. O , D "F" AND TREAD WIDTH 10"MIN. LENGTH(TYPICAL). (MIN.) ° LAP SPLICE - 24" oa (SEE COLUMN "G" IN BRACED 4' MIN. CONC. U = Q , a NOSING PROJECTION SHALL NOT BE LESS SLAB 12'-0" WIDE (MIN.) o- D Oop 0 RETAINING WALL SPECS. THAN 3/4"&NOT MORE THAN 1 1/4" 0 ° FOR O.C. SPACING PE BLKG) CONC. FDN. DAMP-PROOFING oa - _ ° a 0 4" DIA. PERF. o o D aL% 4 00DRAIN LINE TO BE WATERPROOFED, FDN. 00 °.a Sl AIR DETAIL STAIRDETAIL 0 0 0n po WALLS THAT RETAIN EARTH & 0� n aD`o aOm an`o aD'o a9 o O0o o `d ENCLOSE INTERIOR SPACES o P `� N,T•S. �� N.T.S. Uy $ 00 000 AND FLOORS BELOW GRADE 0 D D . o D . n D . o D D . A D �� 001 d ° • ° ° ° Oo0 00 SHALL BE DAMPPROOFEDih ° ° ~° ° ��OOp 000 FROM THE TOP OF THE FTG. 0,o , D . NOTE: III:111=III-111=111:Iil:ill-Ill-111= 1 =111 TO THE FINISHED GRADE 0a°° ° Q DO NOT BACKFILL FOUNDATION "Z" o°p ° ' UNTIL FLOOR DIAPHRAGM IS MIRA DRAIN 2,000 OR _$�, D WASHED GRAVEL (OR SIM.) 0�°° °•a CONNECTED TO WALL — — "c" "A" o� ° ' BRACED RETAINING WALL SPECIFICATIONS LOWMAN TOE HEEL o0 D f c= 2500 psi Do a - fy= 60 ksi, grade 60 00 ,° „W„ A B C D E F G W X Y Z CANTILEVERED RETAINING WALL DETAIL MIN. SOIL BEARING EQUAL 0 RETAINED WALL FTG. FTG. WALL MASA BLOCK VERTICAL HORIZONTAL FOOTING FOOTING 1 = 1,500 PSF 00 HEIGHT POSITION WIDTH HGT. THICKNESS SPACING SPACING REBAR REBAR TRANSVERSE CONTINUOUS SCALE. 3 1 /4„ = -0 I MAX. NO. OF STORIES o� "X" NOT FOUNDATION DETAILS 00 a, ^ 0'-4' 10" 28" 9" 6" 72" REQ'D @ 24" #4 @ 24" #4 @ 24" (3)#4 SUPPORTED = 2 STICK 0po ° a CANTILEVER RETAINING WALL SPECIFICATIONS FRAME RESIDENTIAL 0 IF STUB BARS MINIMUM FLOORS + ROOF W/ 0pa LAP SPLICE = 24" 4'-6' 12" 34" 9" 6" 72" 72" #4 @ 18" #4 @ 18" #4 @ 18" (3j#4 A B C D E W X Y Z 25 PSF SNOW MAX. Opp°° ' 4 13111 0 n 4"(MIN.) CONC. 6-8' 12" 42" 10" 8" 42" 46" #4 @ 18" #4 @ 18" #4 @ 18" (4#4 RETAINED WALL FTG. FTG. WALL VERTICAL HORIZONTAL FOOTING FOOTING Ooo a° e� ' SLAB 12'-0"WIDE (MIN.) "" JOB NO: LOWMAN HEIGHT POSITION WIDTH HGT. THICKNESS REBAR REBAR TRANSVERSE CONTINUOUS 0� ,° a 8'- 10' 21" 60" 12" 8" 26" 29" #5 @ 13" #5 @ 18" #5 @ 13" (6)#5 0'-4' 10" 28" LG 9" 6" #4 @ 24" #4 @ 24" #4 @ 24" (3}#4 0 ovv o u DESIGNED' go °0O a a ° 'oo ,° D'° DRAWN: JR 4'-6' 12" 36" 9" 6" #4 @ 18" #4 @ 18" #4 @ 18" (3}#4 „D„ 8" , U 0� a D . °, ° ° „ „ DATE: 4/21/2017 @ @ @ O# Z BRACED RETAINING WALL DETAIL I' 6'-8' 9" 45" 12" 8" #5 18" #4 18" #5 18" 4 5 M o ' SHEET �III_111=Ii1_111= IIII 12 A�22 8'- 10' 12" 60" 12" 8" #6 @ 12" #4 18" #5 12" (6�k5 4" DIA. PERF. PIPE "Y" SCALE: 3/4" = 1'-0" @ IN FREE-DRAINING _. GRAVEL BASE „C„ WA HEEL TOE GENMR AL NOTE5 : - 1. ALL DIMENSIONS ARE TO FACE OF STUD WALL UNLESS NOTED OTHERWISE, 21. TO COMPLY W/ 2015 WSEC SECTION R406.2, THIS HOUSE (3,041 SQ. FT.) VERIFY DIMENSIONS SHOWN ON PLANS, DO NOT SCALE OFF DRAWINGS, WILL NEED 3,5 ENERGY CREDITS, TO ACHIEVE THIS, THE FOLLOWING LANDED GENTRY OPTIONS HAVE BE SELECTED FROM TABLE 406.2: 2, FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS 0 16" O.C, OPT. la (,5 CREDITS): EFFICIENT BUILDING ENVELOPE. SEE NOTE 015 If O M E S AND COMMUNITIES TYPICAL. FRAME LOWER FLOOR EXTERIOR WALLS W/ 104 5/8" 2x6 STUDS FOR INSULATION VALUES, 0 16" O.C. TYPICAL OPT. 3a (1,0 CREDITS): HIGH EFFICIENCY HVAC EQUIPMENT. USE GAS REVISIONS BY: FIRED FURNACE W/ MIN. AFUE OF 949 USE CHAMPION GAS FURNACE 3. FRAME MAIN FLOOR INTERIOR WALLS W/ 104 5/8" 2x4 STUDS 9 16" O.C. W/ (OR EQ. - VERIFY W/ BLDR.) W/ 95.59° AFUE, 54'-0" 2 - 9 - I$ JR 1/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL. FRAME LOWER FLOOR OPT. 5a (,5 CREDITS): EFFICIENT WATER HEATING. ALL SHOWER HEADS d INTERIOR WALLS W/ 104 5/8" 2x4 STUDS w 16" O,C, W/ 1/2" GWB BOTH SIDES KITCHEN SINK FAUCETS SHALL BE RATED AT 1.15 GPM OR LESS, ALL OTHER 2'_p° 24'-6" 2T-Co" TYPICAL UNLESS NOTED OTHERWISE. LAVATORY FAUCETS SHALL BE RATED m 1.0 GPM OR LESS, OPT, Sc (1,5 CREDITS): EFFICIENT WATER HEATING. WATER HEATING SYSTEM I I'-2h" 10'-5'h" 2'-10" 11'-8" 3'-3" 4, FRAME GARAGE WALLS W/ 2x6 STUDS 16" O.G. (VERIFY HEIGHT OF SHALL INCLUDE GAS WATER HEATER W/ A MIN. EF OF 0.91, USE NAVEN " 5'-3 5'-214 5'-9 WALL ON-SITE PER AS-BUILT FOUNDATION) NPE-ISOA (OR EQ, - VERIFY W/ BLDR.). UNIFORM ENERGY FACTOR OF ,96, RECOVERY EFFICIENCY OF 999 9-2" 9' 2" 5, PLUMBING WALLS TO BE FRAMED W/ 2x6 STUDS 9 16" O.C. SEE PLANS I Pw 5050 XO FOR LOCATIONS (VERIFY JOIST PLACEMENT ABOVE AND BELOW FOR w (SEE NOTE 014) C816x24" CLEARANCE) - - - - -- - - - - - - - - - - - - - - - - - 61 ANGLED WALLS TO BE 45 DEGREES TYPICAL UNLE55 NOTED OTHERWISE 14' 4x8 DF-L•2 6x8 DF-L 6x8 DF-L 2 6x8 DF-L"2 P.T. 6x6 POST�1 1. DIMENSIONAL LUMBER TO BE HEM-FIR"2 TYPICAL UNLESS NOTED OTHERWISE (3 TYPICAL) ' I N 10 8. UNLESS NOTED OTHERWISE, USE 4x8 HEADER IN 2x6 EXTERIOR WALLS ABOVE N a UJI DOORS d WINDOWS W/ R-10 (MIN,) INSULATION. BEAMS AND HORS, TO HAVE <Y 0. N 1 „ DEC O 3 z 21'-6 x 10' O 1 1/2" MINIMUM BEARING TYPICAL U.N.O. BEAMS SHOWN ARE MINIMUM REQUIRED XX w BEDROOM •2 BEDROOM *3 � O 1 1 O OR BETTER. SIZE d GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. O O Q 1p'-5" x 12'-1" 10'-5" x ll'-6" O Y I O Z O r N 11 VERIFY PLACEMENT OF 4x6 POST IN STUD WALL BELOW ENDS OF GIRDER Ul x It TRUSS ABOVE W/ ROOF FRAMING PLAN ON SHEET A4,2 N `r Ns 4046 XO 4x10 DF-L" w 4x8 DF-L"2 10, PROVIDE 2x6 BACKING IN ALL BATHROOM WALLS FOR TOWEL BARS, 3'-1h° 2 ro TOILET PAPER DISPENSERS, MEDICINE CABINETS, ETC. BETWEEN STUDS. �9 n = 6080 FRENCH 3'-10V1" 3'-Sy2" -' � PANTRY — COORDINATE W/ BUILDER/OWNER FOR LOCATIONS a a - DOOR r - - -' pW - 11. INSTALL 1/2" HIGH-DENSITY GYPSUM WALLBOARD AT GARAGE/HOUSE 12" B PASS MECH, VOID N WALL AND GARAGE BEARING WALLS, d 5/8" TYPE-X GWB ID GARAGE 1'-8" 4'-2h" -3" a °?" Q 1 Q CEILING W/ SCREWS 9 6" O.0 IN FIELD AND m EDGES (TYPICAL) N CLOSET VAULTED 0 SHELF d ROD u VAULTED S' KITCHEN � O 12. INSTALL 20-MINUTE RATED DOOR ASSEMBLY W/SELF-CLOSING HARDWARE SHELF d ROD DINING m r 13'-0" x 12'-4" m O2 O _ 13. REQUIRED STAIR RAILINGS TO COMPLY WITH IRC SECTION 312, DECKly RAILINGS TO COMPLY IF DECK IS 30" OR MORE ABOVE FINISH GRADE " I WALK.-IN CLOSET W _ O ISLAND W/ E n m (VERIFY ON-SITE). - z1 Irt m Z FLUSH BAR I 14, EGRESS WINDOW DIMENSIONS, CLEAR OPENING AND SILL HEIGHT TO Q N IRC -all 6'-2�" r Q Q - - - - - COMPLY W/ SECTION 310.1 (VERIFY W/ WINDOW SUPPLIER AND/OR 3' 9�" I'-I" (::I] C > jo U 1 3 a MANUFACTURER) BATH m all 34 1/2" NIGH 2x4 a N _ STUD WALL BELOW 15. COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE d IRC CHAPTER Il IS AS FOLLOWS: SLAB PERIMETER: R-10 CIF APPLICABLE) GhcJer ¢ C�,da+fc* ed slzb SH, a R. v IL O _ _ - W/ SHOWER 3 4 2-8" 14'-2" 6'-1" 3'-9FLOOR: R-38 m m � a = r �9 ul X m t l - 3'-IO 4'-4 - 19 8�s t WALLS: R-21 (R-10 MIN. tv HEADERS, TYP.) ° 2'-8 - - - - - CEILING RIDGE sIt INT. BSMT, WALLS: R-21 CIF APPLICABLE) ry s m m w �x � FLAT CEILING: R-49 (R-38 IF INSUL. DEPTH IS MAINTAINED TO �( C q ° O = O OUTSIDE FACE OF EXT, WALL) VAULTED CEILING: R-38 Q x MASTER m 2x6 " xx O DOORS: U=,200 MAX, (ONE DOOR UP TO 24 S,F, EXEMPT) v „ BATH 0 N — v i° � WINDOWS: U=.280 MAX, _ p 9 6'-5 m 3-II 2 8 ro m GLAZING: 463,0 S.F. = 19,3% OF FLOOR AREA z v m 3'-5h" SKYLIGHTS: U=,500 MAX, _ ° m FURNACE TYPE: NATURAL GAS FORCED AIR (VERIFY W/ BUILDER) m m x 0 tb 5-0 SPA ° 84" VANITY n -4 Q REFER TO 2015 WSEC CHAPTER 4 d IRC CHAPTER 11 FOR VERIFICATION VAULTED � � ° I Cl LAUND. LIVING ROOM 4 q 0 _ V,T.O. TUB 21'-1" x 20'-5" W 111 r O �4 OF THESE VALUES - - - - - - - - Q _ w 0 16, MINIMUM REQUIREMENT FOR ATTIC VENTILATION IS AS FOLLOWSID ia N ~ (CALCULATED 1/300th OF ATTIC AREA): - HIGH WALL 1 N VAULTED � LL QMIN. REQ'D: 1,184.58 SQ, IN, 4 4h142" W/ HDWD CAP 1'-5" 3'-4" 6'-IO 2" ENTRY t ACTUAL PROVIDED: Cl: 1,452,68 SQ, IN.: C2: 1,432,08 SQ. IN, m R�� O f' VENTED BLKG,: Cl: 480,68 SQ, IN, (51 a 9,425 SQ, IN, EACH) 0 HALF WALL W/ in -a C2: 556,08 SQ, IN, (59 6 9.425 SQ, IN. EACH) -3 HDWD. CAP 4x8 -10 RIDGE VENT: Cl: 912,00 60. IN, (81 L/F A 12 SQ. IN, PLF) Fv 6 -4 DF-L"2 9) Q � C2: 816.00 SQ. IN, (13 L/F 6 12 50, IN. PLF) _ 9 n MASTER BEDROOM 1050 1050 v cA 11, SEE ELECTRICAL PLAN ON SHEET EL1 d FOR LOCATION d SIZE OF EXHAUST - 'a 21,-1" x 12,-0" S/L S/L (TEMP.) FANS. LOCATIONS AND SIZES REQUIRED TO COMPLY W/ THE STATE OF V n U- ( EMP.) V ill WASHINGTON VENTILATION d AIR QUALITY CODE d IRC M1501,4 ARE AS �, r � Q » t r 4x10 F-L•2 �p 4x6 DF-L 2 (MIN.) - It FOLLOWS: x _ (M -) _ _ _ _ 2.6' 4x8 DF-L"2 6080 FRENCH DOOR 4x8 DF-L"2 2.5 v BELOW GIRDER � -_ _ -_ _ _ KITCHEN: 100 CFM RANGE HOOD TRUSS ABOVE (TYP.) FRAMED 5060 XO 4x10 DF-L"2 w 5060 XO LAUNDRY: 50 CFM 80 CFM RECOMMENDED) 6m WALL ABV, w (TEMP.) 2 Pw (TEMP.) _ BATHROOMS: 50 CFM (80 CFM RECOMMENDED) in ?I NS PORCH 74� CSI6 Q Q NOTE: ALL FANS ON 20-MINUTE TIMER TYPICAL, ELECTRICIAN TO I' 2,2' 4x6 DF-L"2 4x6 DF-L"2 2.2' 4" ONC. SLAB ±4,. IN.) VERIFY INSTALLATION OF GFCI OUTLETS IN ALL WET AREAS. VERIFY F 2 P CH TYPES d LOCATIONS OF ALL ELECTRICAL FIXTURES W/ OWNER AND/OR O 2660 2660 RAILIN DE K p BUILDER N PIC, 4x6 DF-Lx2 PIG. PER B DR. BEAM AB 20'-0" 5'-O" n I8, INSULATE ALL ACCESS DOORS/HATCHES TO CRAWLSPACES/ATTICS Q CSI6 8060 XOX (SEE NOTE •14) C5I6 - - - ks TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR eO CEILING THROUGH WHICH THEY PENETRATE w *2PUJ P.T, 6x POST WRAPPED TEMP. GLASS I META 2 Pw Ns S7 S TO PER B DR. W/ 16" x 16" FRAM RAILING PER LDR, 19, MOUNT NWT ON PLATFORM 15" ABOVE GARAGE SLAB PER IRC SECTION 4x6 MIN.) GRADE MASTIC APPLIED STONE M13013, STRAP NWT TO WALL PER IRC SECTION M1301.2. PROVIDE DF-L 02 PORCH C-OLUM14 BELOW (2 TYPJ OVERFLOW PAN d PIPING PER IRC CHAPTER 28. INSTALL T d P VALVE BEA ABv. d PIPE TO EXTERIOR TERMINATION, INSTALL A VACUUM RELIEF DEVICE PER MFR, SPECS, TO HWT PER UPC 504.E 21'-6 8'-II" 21' 6�" LO V V�/�� MAN 20, WHOLE-HOUSE VENTILATION PER NOTE •21, WHOLE-HOUSE FAN LOCATED IN 3'-6" -91<i" 5'-8�z" 5'-8�" -9!�" 3'-6" 20'-0" 2'-0" LAUNDRY ROOM (VERIFY W/ BUILDER) ll 5'-3� 4'-0� 4'-O� 5'-0IS 5'-III 5'-II'xz 5'-0� 21, DISAPPEARING STAIRS OR ATTIC ACCESS PANEL COVERED W/ 5/5" 2'-0" 221-0" 8-O 22'-0" MAIN FLOOR PLAN GWB AND PROVIDED W/ WEATHER STRIPPING GASKET 54'-O 22, FIREPLACE TO BE SUPPLIED WITH OUTSIDE COMBUSTION AIR DUCT AT 11 COASTAL 1 & 2 LEAST Co 80, IN, AND PROVIDE READILY OPERABLE DAMPER. INSTALL GAS FIREPLACE W/ CLEARANCES AND COMBUSTION AIR PER /` fi� FLAN N MANUFACTURERS RECOMMENDATIONS AND PER CODE MAIN 1=LOOI� fit 23. 12 - 16" FIBERGLASS FACED GWB BACKER A7 TUB/SHOWER SURROUND SCALE: 1/4" = 1'-0" 2,109 SQ. FT, JOB NO: LOWMAN DESIGNED: LG 24. PROVIDE MINIMUM OF 22" x 30" ATTIC ACCESS W/ MINIMUM OF 30" HEAD TOTAL: 2,936 SQ, FT, DRAWN: JR CLEARANCE. USE PLYWOOD DAMS TO CONTROL CEILING INSULATION GARAGE: 145 SQ, FT, REQUIRED DATE: 5/25/2017 SHOP: 231 SQ, FT, 25, PROVIDE PARTICLE BOARD UNDERLAYMENT AT VINYL. COORDINATE FRONT PORCH: 84 50, FT, SHEET NOTE: SEE "S SHEETS" FOR ENGINEER'S THICKNESS W/ OTHER FLOOR FINISHES TO PROVIDE SMOOTH AND BACK PATIO: 275 SQ, FT, NOTES AND DETAIL FOR SHEAR WALLS, n ■ LEVEL TRANSITIONS BEAMS, HEADERS, JACK d KING STUD 3l CALLOUTS AND HOLD-DOWNS 26. USE PRIMER/SEALER ON GWB BEFORE AND AFTER TEXTURING WA LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2 - 9 - I8 JR 2'—OII 5O:—OII 2i ^I 24' 611 25'-61 -V _ DECK_ LINE ABOVE (SEE FD_N. PLAN) � ° d D d v � d p O v � d p d v C p • d v � p — , I 4 I °4 I o ]n 1 . I a � I p� SHOP I O 23' 2" x 10:_0" O a O 4 — I � a] I J p I 0 II p � I c FURN, 4 ER IR _5xI8 OR 6.-15x16.5 GLB I P,T_ 6x6 POST BELOW BEAM — — - — — HW7 I END, OR POCKET BM. INTO _ CONC. WALL (VERIFY W/ BLDR) o � a CONNECTORS TO BE HOT FAMILY/MEDIA ROOM DIPPED GALVANIZED OR EQ. 26'-10" x 13'-11" ° PLATFORM 15" ABOVE SLAB (SEE NOTE "19 w SHEET A3,I) a 4 O Lo SEE NOTE 012 `P BEARING WALL <r t Q SHEET A3,1 N 4x8 DF-L"2 I - V W W V,, 22' 9i2" — -4 GARAGE c 3'-4h,' " O 21'-1" x 33'-10" �8 4 Sx D"F L 4x8 DF L°2 I �� I O m N m p [Q N 5TOR, SHELF d ROD 14 = 6 T Lu O 5x18 OR .75x165 G. LB CLOSET t p + G 12" BYPASSLu u fY � a , asI11 Z_ QI 10 co l I O W <Y w I � Q L --- --- ---- ------------------------------ ENTRY BEDROOM4 - 0 y m-- �' 13'—TII x 13'-2" n U1 t U J 4x8 $ATH 0. Q �C' OxxI O 4x6 DF-L"2 (MIN,) 1050 1050 RR d S/L S/L (TEMP,) SEE NOTE *14 O (TEMP.) SHEET A3.1 5'-O" TUB itl - 2.5' 4x8 DF-L*2 4x8 DF-L"2 Q 3' 5 I/5xl3 1/2 GLB 24F-V4 DF/DF 3' PW — J 5050 XO 5050 XO O 1Fi'-O" x 8'-0" OVERHEAD GARAGE DOOR S HDI4 OR NDUS A O — — _ _ PO CH (v RIFY W/ BLDR.) - , L — — 2 PW —r 4" CON . SLAB O O' t p p 5THD14 OR HDUS 1 2v ui (VERIFY W/ BLDR.) I L _ _ _ _ _ _ _ _ — J p FLOOR LINE ABOVE DECK LINE ABOVE O P,T, 6xro POST WRAPPED PER BLDR, W/ IC6" x I6" RAILINci PER MASTIC-APPLIED STONE BUILDS COLUMN BELOW (2 TYP.) 2l'-6.2" IF 8'-11" LOWMAN 5'-O!i�" 5'-4!!�" 310,1 3'-0" 161 °II 3' 0" 4' °II 41 011 22'-0" 8' °" 20' LOWER FLOOR PLAN COASTAL 1 & 2 LOWEiz FLOOIR i='L,4N SCALE: 1/4" = C-O" 021 SQ. FT, JOB No: COWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 �, SHEET I' NOTE: SEE "S SHEETS" FOR ENGINEERS A� 302 NOTES AND DETAIL FOR SHEAR WALLS, BEAMS, HEADERS, JACK t KING STUD CALLOUTS AND HOLD-DOWNS WA LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2 - `3 - I8 JR PROVIDE HOLD DOWN TENSION FLOOR SHEATHING: DEVICE PER R501.2,4 4 FIGURE 1. USE 3/4"COX OR OSB STURDI-FLOOR T&G, R5012,30) NOT LESS THAN (2) GLUE AND NAIL W/RING SHANK 8d's AT 6" LOCATIONS PER DECK, 2'-0" EDGES& 12" IN THE FIELD. FACE GRAIN MIN. FROM EA, END OF DECK, PERPENDICULAR TO SUPPORTS. EA, DEVICE SHALL HAVE 1,500* F.T. bx& POST 2. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST LOCATIONS MIN. STRESS CAPACITY (4x& MIN,) 3 TYP. AND BETWEEN UPPER AND LOWER STUDS P.T. 4x10 HF*2 BEAM AT FLOOR TO FLOOR HOLDOWN LOCATIONS. e ° ° ° " e 3. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING LOCATIONS WHERE THERE 4 IS A LOAD BEARING WALL ABOVE. 4. PROVIDE TIMBERSTRAND RIMS WHERE FLOOR JOISTS BEAR AT EXTERIOR WALLS. 5.CONNECTIONS: SIMPSON COMPANY OR EQ. 6. FIELD CUT ENDS, NOTCHES,AND DRILLED D� 'a JT, 2 10 F*2 EC J ISTS m 1 " O. ' HOLES OF PERSCRIPTIVE TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPAM4. a 2x12 DF- *2 F R. STS m 1 " O. , TIMBER: 1. MANUFACTURED WOOD PRODUCT P,T 2x1 (M N,) I.EDC ER DESIGNATIONS: o (CC ANT, B GK PA 8'J A GL: GLU-LAM o LVL: MICROLLAM a�LEE LLM .0 °p PSL: PARALLAM o o LSL: TIMBERSTRAND 822 OSB: ORIENTED STRAND L BOARD(RATED STRUC-1 FOR ROOF PP IED r 4 AND WALLS,AND STURDY-1-FLOOR P.T. &x& POST (3 2x& BEL W vER FOR FLOORS) BELOW 5x1 ORI &.1 xl&, Cs 2 -Y DF F r � L (2)2x12 r a FASTENERS: T52L( L u METAL ELEMENTS INCLUDING, r APPLIED n r * CONNECTORS, MUST USE HOT-DIPPED ° YE T, 2xl DF &L*2 LR. JS7 . ® ,C, I `4 GALVANIZED METAL WHEN IN CONTACT WITH ACZA PRESSURE TREATED MATERIALS. a J L v [R319.3]-SEE 37/A7.1 u J FLOOD AREA FRAMING: ;} Q r (2)2xro OR 4x& r ALL FRAMING BELOW FLOOD ELEVATION MUST J ELO L a BE PRESSURE TREATED WOOD. s 2x12 F- F R. J TS, m I&" O,Mil 522 PP IED L (3)2x& BELOW J ER ICA LY HUCQ Rl cx 4x DF L*2 r IF � r IF lxlf 1,25 2,OE P31- W/ 6' BACKSPAN FF 7H SE AL S 7 P. OIS (FLUSH W/ JSTS,) W/ CS 1&x3& THRU r S22 SP ICELOC4TICN TOP PLATE, UP 4 OVER BEAM TO __j PP IED 4x DF *2 POST BELOW ( BUTT END) Q m ER . (3 2x6 BEL W JL JL J L AL J - - - - - - - — 4x DF- *2 5x1 OR &,1 xl&, GSL 24 -Y4 DF/ FIr IL d(2)2xl2 a (3)2x& BELOW 7 22 IL A P IE ; V } Q cD 2 12 D -L FL . JS S, 1&"(2)2xl2Ir r err 4 & �2 . JS ---- -------- ----- ----- ------ ----- , 2x 2 -4-- 2xl L*2 j TS, l ) 12 F- *2 L J TS ; J 7S. N C Fr N y 1 I I N I I N N (y chi cx N i, (2)2 & C R 4 0 BEL ow (3)2x& BELOW � � N (3)2x& BELOW 3J2x& BELOW x13, G915 PROVIDE 3/4" SHIM I�CIIISP T 12 *2 1&" O,C W/2 -� K Dr BELOW BEAM END W/ WT530 HTS30 N -&" IN, HUCQ OR SIMILAR SHEAR PANEL ABY, SHEAR PANEL ABY. S7E W/ 1&d m GSl& � 1.5x11'25 L5x11,25 TA GE ED LVL LVL CSI6 NOTE: USE 3/4" OSB OR PLYWOOD FLOOR SHEATHINGS TYP. (VERIFY W/ BUILDER) 1IAIN FLOOfR FfRAMING FLAN _ SCALE: 1/4" = I'-C" LOWMAN MAIN FLOOR FRAMING PLAN COASTAL 1 & 2 JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET NOTE: SEE "S SHEETS" FOR ENGINEER'S NOTES AND DETAIL FOR SHEAR WALLS, A401 BEAMS, HEADERS, JACK 4 KINGSTUD CALLOUTS AND HOLD-DOWNS WA LANDED GENTRY ffOMES AND COMMUNI 'I' IES REVISIONS BY: 2 - S - 18 JR ROOF FRAMING NOTES: os Dso 1. TRUSS HANGERS,CONNECTORS AND HURRICANE TIES tox DF-L I (TY .) TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFAC- TURER. PLAN AND PROFILES(IF APPLICABLE)ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS PLAN W/TRUSS ENGINEER AND/OR MANUFACTURER. 2. TRUSS MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALL- ATION. TRUSS I �I IOTE6 % 3. TRUSS ENGINEER TO VERIFY 2x OVERFRAMING CALLED I OUT BY DESIGNER. I. ENGINEERED TRUSSES s 24" O-C., CLIP FOR HIP ROOF, SPAN 44'-0", 4. ALL TRUSS-TO-TRUSS AND TRUSS-TO-BEAM CONNECTORS IS" TAIL ONE END ONLY TO BE SPECIFIED BY TRUSS MANUFACTURER. 5. SHEATHING NAILED W/8d NAILS 2. ENGINEERED TRUSSES ® 24" O.C., SPAN 44'-0", 18" TAIL ONE END A 6"O.C. SUPPORTED EDGES AND Sd NAILS @ 12"O.C.AT INTERMEDIATE ONLY FRAMING MEMBERS(UNBLOCKED). FACE-GRAIN PERPEN- 1 TR S BE RING DICULAR TO SUPPORTS. USE METAL"H"CLIPS(VERIFY)AT 3. ENG'D SCISSOR TRUSSES a 24" O.G., SPAN 44'-0", 18" TAILS (SEE CL UNSUPPORTED EDGES. TRUSS PROFILE) i� 6. PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTE- RIOR WALLS, INTERIOR SHEER WALLS, HIP AND VALLEY 4. ENG'D SCISSOR TRUSSES g 24" O.G., CLIP FOR HIP ROOF, SPAN `F Ds � LOCATIONS. Lu 44'-0", IS" TAILS (SEE TRUSS PROFILE) 1 / 7. OVER-FRAMED AREAS SHALL BE BUILT UPON FRAMING WITH SHEATHING ALREADY ATTACHED. PROVIDE FOR 5. ENG'D MONO-TRUSSES ® 24" O.G., SPAN 2'-0", 12 I/2" TAILS (OR 1.4 VENTILATION. USE 2x4 RAFTERS 4 CEILING JOISTS 0 24" O.C. - VERIFY W/ BLOR.) 'SEE I} I ELF 8. BETWEEN TRUSSES AT BEARING, PROVIDE SOLID BLOCK- SEE N TE 02 0 SE NOT "3 NO ING(WITH VENT HOLES AT EXTERIOR WALLS). AT EACH END OF EACH TRUSS INSTALL SIMPSON H2.5(VERIFY) TAILS \ ILL ��/ TO TOP PLATE,OR OTHER TRUSS, UNLESS TRUSS IS ON \< 10 v/ HANGERS. '1, ENGb GIRDER TRUSS, CLIP FOR HIP ROOOF, SPAN 22'-0", NO TAILS A w Q/ 1� _ RIDGE LI E_ _ _ _ _ _ 9. PROVIDE ING OF AL GI SOLID WOOD COLUMN BENEATH 8. ENG'D MONO-TRUSSES a 24" O.C. (2 W/ HIP PACKAGE), SPAN 4'-0" THE BEARING OF ALL GIRDER TRUSSES, ROOF BEAMS „ R IDGE / \ AND FLOOR BEAMS. 12 1/2 TAILS (OR USE 2x4 RAFTERS 4 CEILING JOISTS 9 24 O.C. - - I VERIFY W/ BUILDER) / - J \ 10. ALIGN STUD WALL FRAMING WITH SUPPORTED TRUSSES, RAFTERS AND JOISTS UNLESS NOTED OTHERWISE. 9. ENG'D TRUSS 0 24" O.C., CLIP FOR HIP ROOF, SPAN 8-11", CLIPPED / v \ 11. PROVIDE CONTINUOUS RIDGE VENT. 0 8'-5 1/2", 12 1/2" TAIL ONE END ONLY ' LG. IDLE ELO 12, SEE PLANS FOR HEADER SIZES. 10. ENG'D TRUSSES ® 24" O.G., SPAN IS'-5 1/2", 18" TAILS 13. ATTIC ACCESS NOTE: PROVIDE MIN. 22"x 30"ACCESS O / \ 0.r PANEL. SEE FLOOR PLANS FOR LOCATIONS. TRUSS HANGERS, CONNECTORS AND HURRICANE TIES TO BE SPECIFIED BY TRUSS ENGINEER AND/OR MANUFACTURER. PLAN AND PROFILE SHOWN N / \ 3O 14. SEE PLANS FOR ROOF VENTING CALCULATIONS. ARE DESIGNER'S CONCEPT. VERIFY ANY CHANGES TO THIS PLAN W/ ILI/ \ 15. ALL EXTERIOR COLUMNS TO BE P.T.HF#2 MINIMUM UN- TRUSS ENGINEER AND/OR MANUFACTURER N 1'_0" / I \ (fl /2xl4 2x4\ LESS NOTED OTHERWISE. 16. TRUSSES WITH BOTTOM CHORD SLOFE OF 2/12 OR LESS A / p \ WITH 30"HEADROOM ABOVE TO BE DESIGNED WITH 20 v I y\V� } 2x4 I 12x4 q� PSF LIVE LOAD ON BOTNitTOM CHORD. D5 v 1 (� U v/ 1 1 I 1 \CA 17. TRUSSES SHALL BE BRACED PER REQUIREMENTS OF THE �/ I p 1 `\�- I'-O TRUSS SUPPLIER OR IN ACCORDANCE WITH BUILDING \yam O 2x4 I 12x4 COMPLIANCE WITH SAFETY INFORMATION (BSCI-03)GUIDE / 2x4 u 2x4 I \ TO PRACTICE FOR HANDLING AND INSTALLING AND BRAC- / I (Y I 1 I \ / I i cvI I I \ ING OF METAL PLATE-CONNECTED WOOD TRUSSES 2x6 12x6 I I 2x6 I x I 2x6 I \ 2x6 2x6 I tii 1 I x / \ + d V I 2x6 I I 2x6 I I I / x I \ - / I I I I \ RUSS BEAR NG Q (3)2x6 BELOW I 2x8 I I 2x9 I I a; (3)2x BELO V TRUSS JIL JIL JIL JIL J1 1L JIL JIL JIL JIL TRUS SEE NOTE *l / z p Dso w \Qv <i� CRICKET FRAMING / Ds N 2x6 LEDGER OVER r S$E O E I WALL SHEATHING ti+�Q r S E N TEI / y/ SEE NOTE *S O y V - I N NOTE: USE f/16" (MIN.) OSB OR CDX PLYWOOD 4x6 DF-L"2 SHEATHING TYP. (VERIFY W/ BUILDER) (MIN.) 'r ROOF f=R,41"IING PLAN SCALE: 1/4" = f-0" TRUSS •4 - - - - LOWMAN - - - - - - - j 12 I� 4 ROOF FRAMING PLAN 2 12 COASTAL 2 DROP LEG o ENTRY 10'-5�° 33_1 5ui JOB NO: LOWMAN 1-6 44'-0" DESIGNED: LG DRAWN: JR TRUSS fmROFILE 03 4 #4 DATE: 5125/2017 SCALE: 1/4" = 1'-0" SHEET A42 WA LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2 - 9 - 18 JR 12 12 4 1/2" PLYWOOD OR 1/16" (MIN,) OSB 4 SHTG, ON ENG'D. TRUSSES 0 24" O,C, 1/2" PLYWOOD OR l/16" (MIN,) OSB SHTG, ON ENG'D. TRUSSES A 24" O.C. 2 ^- 2 12 2x4 VENTED BLKG. 12 5/8" TYPE "X" 2x6 LEDGER /8" TYPE "X" GYP, BD, 6x8 DF-L"2 BEAM /2" BLANK PANEL GYP, BD, 5/4x8 FASCIA 2x6 STUDS g 16 O.C. ENG'D. TRUSSES � 24" O,C, SOFFIT (VERIFY W/ BUILDER) 6 p,7. 6x6 POST BEYOND 2x6 STUDS g 16" O,C, 1/2 GYP, BD, 2x4 FRAMING o 24" O,C, RAILING PER BUILDER 1/2" BLANK PANEL 3/4 7 x G PLYWOOD SHEATHING ON (2)2x12 1/2 GYP. BD. SOFFIT (VERIFY DECKING PER BLDR. ON 2x12 DF-L"2 FLR, JSTS, PER FLOOR METAL RAILING W/ TEMP, W/ BUILDER) P.T. 2xlO DECK JSTS, 0 16" O,G, 2x12 BLOCKING FRAMING PLAN GLASS PER BUILDER (3)2xl2 STRINGERS 4x6 (MIN,) BEAM DECK TRIM PER BLDR. ' DECK TRIM PER BLDR, 5/5" TYPE "X" 2x6 FLOOR JSTS 9 P.T. 4x10 SEAM P.T. 2x10 LEDGER GYP. BD. UNDER O.C, a' = = _ — _ — /2 GYP, 8D, 16 P.T. 4x4 POST SISTERED TO FLOOR J STAIRS STS. 4" CONC, SLAB PER 2x6 STUDS g 16 O.C. 2x4 STUDS s 16 O.C, W/ FOUNDATION PLAN W/ 1/2" GYP, BD, 1/2" GYP, BD, EA, SIDE (S OPE MIN, OF DEC AN (SLOPE TOP OF DECK 111-Ilill-11� III=11�11-III— V CONC, PAD FTG, 1/4 PLF) 4x6 BEAM PER FDN, PLAN 4x4 POST 6 CONC, FDN. WALL 8" CON(, FDN, WALL 2x6 STUDS g 16" O,C, PER FOUNDATION PLAN PER FOUNDATION PLAN STAIRS IN o 4" GONG, SLAB PER RIGID INSULATION FOREGROUND — — CONC, FTG. PER FDN, PLAN FOUNDATION PLAN CONC, FTG, PER o, 6" CON(, FDN. WALL PER _ _ o FDN. PLAN 4" PERFORATED DRAIN (7YP.) ° o = _ _ = ° ° =u �1u-11� FOUNDATION PLAN 4" CON(. SLAB PER CONC, MONOLITHIC FTG, ° FOUNDATION PLAN PER FOUNDATION PLAN 18" x 8" CONC, FTG, PER FOUNDATION PLAN CROSS SECTION 6 ENTRY CR055 SECTION a LIVING/KITCHEN/GREAT RM, � $ SCALE: 1/4" = I'-O" SCALE: 1/4" I'-O" 12 12 k 6 1/2" PLYWOOD OR -1/16" (MIN,) OSB SHTG, ON ENG'D. TRUSSES 9 24" O,C, 2x OVERFRAMING m ENG'D. TRUSSES g 24" O,C, 24" O,C, PER ROOF FRAMING PLAN 2x4 VENTED BLKG. 5/4x8 FASCIA 5/8" TYPE "X" GYP, BD, 2x4 STUDS m 16" O,C, W/ 1/2 GYP, BD, 2x6 STUDS m 16" O,G, 1/2" GYP, BD, EA, SIDE 3/4 T 8 G PLYWOOD SHEATHING ON /2 GYP, BD, 2x12 DF-L•2 FLR. JSTS, PER FLOOR 2x12 BLOCKING FRAMING PLAN 1/2" BLANK PANEL SOFFIT (VERIFY W/ BUILDER) 5x18 OR 6 3/4x16 1/2 GLB 5/8" TYPE "X" GYP, BD, 5 I/Sx13 1/2 GLB HEADER 8 CONC, FDN. WALL PER FOUNDATION PLAN LOWMAN 1 4" CONC, SLAB PER FOUNDATION PLAN CONC, FTG, PER FDN, PLAN TO SLOPE 1/8" PLF TOWARD GARAGE DOOR 4" PERFORATED DRAIN (TYP.)— BUILDING SECTIONS COASTAL 2 CROSS SECTION 6 MASTER 5DRM./GARAGE SCALE: 114" = I'-O" JOB NO: LOWMAN DESIGNED: LG DRAWN: JR DATE: 4/12/2017 SHEET A- 501 WA LANDED GENTRY HOMtiS AND COMMUNITIES SIDING PER ELEVATION WALL SHEATHING HEADER SEE STRUC. CAULKING R-10 INSULATION METAL'Z' FLASHING VINYL WINDOW FRAME 2X6 WINDOW TRIM WINDOW FLANG WINDOW FLANGE ROOFING PER BUILDER ON 150 FELT (PROVIDE 2 LAYERS IF 4/12 PITCH OR LESS) 1/2" PLYWD. OR l/16" OSB 12 5/4"WINDOW TRIM (FRONT SHEATHING ROOF PITCH &BACK ELEVATIONS ONLY) PER PLAN 2x4 VENTED BLOCKING VINYL WINDOW FRAME � WALL SHEATHING STUD WALL 5/4x6 6I82E PRIMED SPRUCE FASCIA 5/8" TYPE "X" GYP. BOARD (2)2x& TOP PLATE SIDING OR BATTS WINDOW HEADER WINDOW SILL SCALE 3" = 1'-0" SCALE X = 1'-01, I/2" GYP, BOARD 3/4" T 4 G PLYWOOD OR OSB SHEATHING (VERIFY) ON 2x12 FLOOR JOISTS (SPACING WINDOW WEATHER STRIPPING 2>tk PLATE 4 GRADE PER FLOOR FRAMING PLAN) 1. INSTALL BUILDING WRAP PER MANUFACTURERS INSTRUCTIONS WRAPPING INTO OPENING. 2. INSTALL 6"SELF ADHESIVE FLASHING TAPE AT SILL 2x12 RIM JOIST (VERIFY W/ BUILDER) a BENDING INTO OPENING 2-1/2"OVER 45' BOTTOM CORNER PIECES OR PLASTIC CORNERS. (2)2x6 TOP PLATE 3. INSTALL WINDOW PER MANUFACTURERS RECOMMENDATIONS&BEDDED IN CAULK. 1/2 GYP. BOARD 4. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE .v � OVER JAMB FLANGE EXTENDING PAST HEAD MIN. 2 1/2"&OVER SILL TAPE. 5. INSTALL 4"WIDE SELF ADHESIVE FLASHING TAPE " OVER HEAD FLANGE LAPPING OVER JAMB TAPES. 6. INSTALL WALL BATTS OR SIDING AND WINDOW TRIM. INSTALL METAL"Z"FLASHING OVER TOP OF TRIM' 2x& STUDS e III O.C, 1/2" GYP, BOARD 7. CAULK BOTTOM,SIDE, &HEAD TRIM TO WINDOW FRAME AND SIDING. FLASHING TO BE UNDER BUILDING PAPER CONTINUING 1/2" PLYWD. OR l/16" OSB UPWARD. SHEATHING W/ SIDING PER ELEVATIONS ' P.T. PLATE 4 ANCHOR BOLTS w � PER FOUNDATION NOTES 4" CONIC, SLAB PER FOUNDATION PLAN CONCRETE FOUNDATION WALL W/ REBAR PER FDN. PLAN SEE A5.1 o FOR HEADER DETAILS III--III�I I o- I I_—'I I III O — SEE A5.1 FOR HEADER DETAILS FOR FOOTING4 REBAR PER FDN. PLAN = 4" PERFORATED DRAIN IN d FREE-DRAINING GRAVEL BASE 4a Ina 0 z z W „� SIMILAJR m T*10'FIGAL WALL DETAIL � 3 SCALE: 1/2" = 1'-0" COWMAN NOTE: DETAIL IS SIMILAR, VERIFY W/ ELEVATIONS, FLOOR PLANS 4 m FOUNDATION PLANS) CIO WALL DETAILS 9'-1 1/8" TYPICAL WALL 8'-1 1/8" TYPICAL WALL SCALE 1/2"= 1'-0" TYPICAL MAIN LEVEL SCALE 1/2"= 1'-0" TYPICAL UPPER LEVEL JOB NO: LOWMAN DESIGNED: LG DRAWN: SD/.JR DATE: 4/21/2017 SHEET AiiiiiIii,, 502 WA E! i LANDED GENTRY 110MES AND COMMUNITIES RIDGE HEIGHT - - - - - - — - — - — - REVISIONS BY: COMPOSITION ROOFING 2 - 12 - I8 JR (VERIFY TYPE W/ BLII SHINGLE SIDING (VERIFY — — TYPE 4 LOCATION W/ BLDR,) 2 — 5/4xO 5I82E PRIMED SPRUCE BARGE BOARD W/ Ix4 TRIM m TOP EDGE (TYPICAL)  - MAIN FLOOR PLATE HEIGHT 5/4x8 6162E PRIMED SPRUCE FASCIA W/ 5" CONT. PAINTED ALUMINUM RAILING W/ METAL GUTTER (TYPICAL) TEMP. GLASS PANELS 5/4x6 DOOR/WINDOW TRIM (VERIFY W/ BUILDER) m TOP 4 BOTTOM; 5/4x4 R DOOR/WIDW, TRIM m SIDES _ m (FRONT 4 BACK ELEVS. ONLY) — - ENTRY PORCH BEAM HGT. — - BLANK PANEL SIDING W/ Ix2 BATTS is O.C, (TYP,) ❑❑❑ \ MAIN FLOOR LEVEL _ _ _ _ _ 2xIO TRIM BOARD W/ 1/2 O CHAMFER m TOP EDGE (TYP,) — - LOWER FLOOR PLATE HEIGHT- - - - EIGzHT 5/4x4 CORNER DECK TRIM PER 0 BOARD (TYPICAL) BUILDER (TYPICAL) LAP SIDING (VERIFY TYPE � � � � � Lu � � — _ — _ ® ENTRY FLOOR LEVEL — - — - 4 EXPOSURE W/ BUILDER) SLAB m GARAGE DOOR 13 MASTIC-APPLIED MASONRY (VERIFY ON-SITE) ___ El STONE VENEER PER BLDR. __ � MM M rI � � ;__; — — - LOWER FLOOR-LEVEL- - - - - - - - - - - - - ---— FINISHED GRADE =� FRONT ELEVATION T " " SCALE: 1/4" = 1'-O° a y — — BUILDING HEIGHT _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - b - 4 � "" i+ ti i 6x6 POST m n N P.T. 6x6 POST WRAPPED PER BUILDER W/ 16" x 16" MASTIC-APPLIED STONE VENEER COLUMN BELOW RAILING PER BUILDER APPROXIMATE FINISHED GRADE (VERIFY ON SITE) -- COWMAN ' — — — — — — APPROXIMATE — ___________, — — — — — — — ORIGINAL GRADE AVERAGE ORIGINAL_GRADE— — — — — — - - - - - ----- - - - - - - - - - - - - - - - FRONT & LEFT FINI51-4ED �sRADE LEFT ELEVATION ELEVATIONS COASTAL 2 SCALE: 1/4" = 1'-0" JOB NO: LOWMAN DESIGNED: LG DRAWN: RP/JR DATE: 5/11/2017 SHEET A-6ml WA LANDED GENTRY If OMES AND COMMUNITIES 12 REVISIONS 5y: 2 - 12 - IS JR 5ACK ELEVATION SCALE: 1/4" = 1'-0" " ti>. Ili 12 oo�� LOWMAN BACK & RIGHT RIGHT ELEVATIONELEVATIONS COASTAL 2 SCALE: 1/4" = I'-O" JOB NO: LOWMAN DESIGNED: LG DRAWN: RP/JR DATE: 4/21/2017 SHEET A-601 WA GENERAL NOTE ; �'LUMSINC (CONT'p): 108. HOSE BIBBS SHALL BE PROTECTED BY AN APPROVED NON-REMOVABLE TYPE BAGKFLOW PREVENTION DEVICE � SITE PREPARATION: FLOOR FRAMING (CONT'D): PER IRC CHAPTER 29 = 109, ALL PLUMBING FIXTURES, INCLUDING TOILETS, SHALL BE CAULKED OR SEALED AT THEIR BASE I UPC SEC, 401.2 1 1. BEFORE STARTING ANY SITEWORK CALL 1-800-424-5555 TO HAVE UNDERGROUND UTILITIES LOCATED 53, JOISTS, RAFTERS AND TRUSSES MUST BE SUPPORTED TO PREVENT ROTATION BY INSTALLING SOLID BLOCKING AT EACH 110, ALL WATER LINES TO BE PROTECTED FROM FREEZING, IF WATER LINES ARE NOT LOCATED COMPLETELY BETWEEN LANDED GENTRY BEARING POINT OR AS REQ'D BY MANUFACTURER I IRC SEC, 5021 1 HEATED SPACE AND INSULATION PROVIDE MIN, R-3 INSULATION WHERE REQUIRED TO ASSURE PIPES ARE PROTEC- 2. ALL STUMPS AND ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN THE AREA OCCUPIED BY THE TED FROM FREEZING HOMES AND COMMUNITIES BUILDING. NO EXCAVATED MATERIAL IS TO BE USED FOR BACKFILL UNDER ANY CONCRETE WITHOUT APPROVAL OF THE 54, BEARING PARTITIONS PERPENDICULAR TO JOISTS MUST NOT BE OFFSET FROM SUPPORT BY MORE THAN THE DEPTH OF BUILDING OFFICIAL. ALL FILL UNDER CONCRETE TO BE STRUCTURAL AND SHALL BE COMPACTED TO 959. THE JOISTS, AT MINIMUM DOUBLE JOISTS ARE REQ'D UNDER PARALLEL BEARING PARTITIONS. JOISTS FRAMED INTO MECHANICAL: F'ER IRC 2015 SIDES OF BEAMS MUST BE SUPPORTED BY JOIST HANGERS OR LEDGER STRIPS I IRC SEC. 502.4 I BEAMS AND JOISTS: 55, IN FLOOR CONSTRUCTION JOISTS AND BEAMS MUST HAVE NO LESS THAN 1 1/2" OF BEARING ON WOOD OR METAL AND NO 121, NO MECHANICAL SYSTEM OR EQUIPMENT REGULATED BY THIS CODE MAY BE CONNECTED TO FUEL SOURCE UNTIL LESS THAN 3" BEARING ON CONCRETE I IRC SEC, 502,E 1 APPROVED BY THE BUILDING OFFICIAL I IRC SEC, IILI / NFPA 541I,L1 1 21, DIMENSIONAL LUMBER TO BE HEM-FIR "2 TYP. (U,N,O.). UNLESS NOTED OTHERWISE USE 4x6 HF"2 HEADER IN EXTERIOR WALLS ABOVE DOORS AND WINDOWS (SEE DETAIL 'G' ON SHEET A5.U, NOTE: HEARTWOOD BEAMS ARE NOT TO BE USED 56, ALL PLYWOOD OR OSB SUBFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS, GLUE IS TO BE APPLIED 122, GAS PIPING SHALL BE TESTED AT A MINIMUM PRESSURE OF 3 PSI, GAUGES USED FOR TESTING MUST HAVE AN W/ 4x DEPTH. BEAMS AND HEADERS TO HAVE 1 1/2" MIN, BEARING TYP. U.N.O. BEAMS SHOWN ARE MINIMUM REQ'D OR IN STRICT CONFORMANCE WITH MANUFACTURERS DIRECTIONS UPPER RANGE OF NOT MORE THAN 5 TIMES THE TEST PRESSURE I IRC SEC, G2411.4.1 / NFPA 54 1 BETTER—SIZE AND GRADE MAY BE INCREASED PER BUILDER'S DISCRETION. CHANGES TO PLAN MADE DURING CON- STRUCTION SHOULD BE VERIFIED W/ DESIGNER SINCE ALL STRUCTURAL MEMBERS ARE SIZED FOR THEIR SPECIFIC ROOF FRAMING: 123. CLOTHES DRYER DUCTS SHALL BE CONSTRUCTED OF MINIMUM O.OIro" THICK RIGID METAL HAVING SMOOTH INTER- LOCATION d LOADS OR FINISHES WITH JOINTS RUNNING IN THE DIRECTION OF AIR FLOW. NO SCREWS SHALL BE USED, TRANSITION DUCTS SHALL NOT BE CONCEALED WITHIN CONSTRUCTION AND BE NO MORE THAN 12" IN LENGTH, DUCT SIZE MIN. 22. WOOD JOISTS CLOSER THAN 18" OR WOOD BEAMS CLOSER THAN 12" TO THE GROUND MUST BE OF TREATED WOOD OR 61, PLYWOOD ROOF SHEATHING IF EXPOSED ON THE UNDERSIDE MUST BE EXTERIOR GRADE AND IDENTIFIED AS EXPOSURE 1 4" DIAMETER (OR AS REQ'D BY DRYER LISTING t PER MANUFACTURER INSTALLATION INSTRUCTIONS), DUCT SHALL WOOD OF NATURAL RESISTANCE TO DECAY I IRC SEC, 3111 1 I IRC SEC. 803.2,1,1 1 TERMINATE AT OUTSIDE OF BUILDING WITH TERMINATION PER DRYER MFR, SPECIFICATIONS. TERMINATE MIN. 3 FEET FROM ANY OPENINGS INTO BUILDING. DUCT SHALL HAVE BACKDRAFT DAMPER AND SHALL NOT BE SCREENED. 23. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY OR EARTH MUST BE PRESSURE-TREATED WOOD OR FOUNDATION- 62. ENCLOSED ATTIC t RAFTER SPACES MUST HAVE CROSS-VENTILATION FOR EACH SEPARATE SPACE BY VENT OPENINGS MAXIMIM DUCT LENGTH SHALL BE 35 FEET AND SHALL BE REDUCED IN ACCORDANCE WITH IRC TABLE G2439,14.1, GRADE CEDAR OR REDWOOD AND MARKED BY AN APPROVED AGENCY, CUT ENDS OF TREATED POSTS MUST BE PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW, THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS DRYER EXHAUST SYSTEMS SHALL BE INDEPENDENT OF OTHER SYSTEMS RE-TREATED OR BE PROVIDED WITH PROTECTION FROM CONTACT WITH CONCRETE I IRC SEC, 3111 1 THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO 1/300 IS PER- MITTED PROVIDED THAT AT LEAST 40% AND NOT MORE THAN 509. OF THE REQ'D VENTILATING AREA IS PROVIDED BY 124, WHOLE-HOUSE EXHAUST FAN (IF REQUIRED) TO HAVE A SONE RATING OF 1.5 OR LESS t BE WIRED TO A TIMER OR 24. PRESSURE-TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS WHICH FORM THE STRUCTURAL VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABV, THE EAVE OR DEHUMIDISTAT. VERIFY PROPER INSTALLATION OF BAFFLES TO MAINTAIN REQUIRED VENT OPENINGS IN CEILING, IF SUPPORT OF BUILDINGS, BALCONIES, PORCHES, ETC, WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT CORNICE VENTS I IRC SEC. 806,2 L THE OPENINGS MUST BE COVERED WITH A CORROSION-RESISTANT 1/4" MESH SCREEN FRESH AIR SYSTEM IS INSTALLED CONNECT TO RETURN AIR WITHIN FOUR FEET OF THE AIR HANDLING UNIT, PROVIDE ADEQUATE PROTECTION FROM A ROOF, EAVE, OVERHANG OR OTHER COVERING. SUCH MEMBERS MAY INCLUDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM UNDER NORMAL OPERATING CONDITIONS. BEAMS, JOISTS d DECKING, POSTS, POLES t COLUMNS I IRC SEC, 311,13 1 63. AN INSULATION DAM MUST BE PROVIDED AT THE ATTIC ACCESS OPNG. WHEN USING BLOWN-IN INSULATION UNDERCUT INTERIOR DOORS TO ALLOW AIR MOVEMENT 25. ENDS OF BEAMS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH A MINIMUM AIR SPACE OF 1/2" 64, TRUSSES MUST BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL IN ACCORDANCE WITH ANSI/TPI I STANDARDS 125, EXHAUST FAN LOCATIONS d SIZES REQUIRED TO COMPLY WITH THE WASHINGTON STATE VENTILATION d INDOOR AIR AT TOPS, SIDES AND ENDS I IRC SEC, 311,1 1 I IRC SEC, 802,10,2 1 QUALITY (VIAQ) CODE ARE AS FOLLOWS: KITCHEN: 100 CFM (RANGE HOOD ACCEPTABLE) 26, STRUCTURAL EXTERIOR POSTS, BEAMS, JOISTS AND DECKING TO BE CEDAR OR TREATED MATERIAL I IRC SEC. 3111 65, TRUSS BRACING MUST BE PROVIDED TO PREVENT LATERAL ROTATION AND PROVIDE LATERAL STABILITY IN ACCOR- LAUNDRY: 50 CFM MIN, DANCE WITH THE INDIVIDUAL TRUSS DESIGN DRAWINGS I IRC SEC, a02,10,3 I BATHROOMS: 50 CFM MIN, 21, FASTENERS FOR PRESSURE-TREATED AND FIRE-RETARDANT WOOD MUST BE OF HOT-DIPPED GALVANIZED STEEL, STAIN- NOTE: ALL EXHAUST FANS ON 20-MINUTE TIMER, EXHAUST FANS TO VENT TO OUTSIDE AIR NO CLOSER THAN 3 FEET LESS STEEL OR COPPER (EXCEPTION: 1/2 DIA, OR GREATER STEEL BOLTS) I IRC, SEC, 311,3,1 1 66, TRUSS MEMBERS MUST NOT BE CUT, NOTCHED, DRILLED, SPLICED OR OTHERWISE ALTERED IN ANY WAY WITHOUT THE FROM ANY OPENING APPROVAL OF A REGISTERED DESIGN PROFESSIONAL. ALTERATIONS RESULTING IN THE ADDITION OF LOADS THAT 28. PORTIONS OF GLUE-LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE EXCEED THE DESIGN LOAD FOR THE TRUSS WILL NOT BE PERMITTED WITHOUT VERIFICATION THAT THE TRUSS IS CAPA- 126. ALL GAS COMBUSTION APPLIANCES (EXCEPT KITCHEN RANGE t CLOTHES DRYER) TO HAVE COMBUSTION AIR DUCTED AND ARE EXPOSED TO THE WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING BLE OF SUPPORTING SUCH ADDITIONAL LOADING I IRC SEC-, 802,10,4 1 DIRECTLY TO THEM SHALL BE PRESSURE-TREATED WITH PRESERVATIVE OR BE MANUFACTURED FROM NATURAL DURABLE WOOD I IRC SEC. 311,1,5 1 611 TRUSS BOTTOM CHORDS SHALL BE DESIGNED FOR LOAD WHERE CONDITIONS IN TABLE R301,5 ARE PRESENT (TRUSS WASHINGTON STATE ENERGY CODE COMPLIANCE: WALL FRAMING: (IN GENERAL MIN, REQ'MENTS PER IRC CHAPTER 6, AS DEFINED HEREIN OR SHOWN ON DRAWINGS) ENGINEER AND/OR MANUFACTURER TO VERIFY) „ „ EXTERIOR SHELL" 131, COMPLIANCE DATA FOR THE 2015 WASHINGTON STATE ENERGY CODE (IRC CHAPTER ID IS AS FOLLOWS: 31, FRAME MAIN FLOOR EXTERIOR WALLS W/ 104 5/8 2x6 STUDS o 16 O.C. TYPICAL. FRAME UPPER FLOOR EXTERIOR WALLS FLOOR: R-30 W/ 92 5/8" 2x6 STUDS 6 16" O.C, TYP. (VERIFY EXTERIOR SHEATHING TYPE W/ BUILDER). FRAME MAIN FLOOR INTERIOR WALLS: R-21 WALLS W/ 104 5/8" 2x STUDS (PER PLAN) is 16" O.C. W/ I/2" GYPSUM WALLBOARD BOTH SIDES TYPICAL UNLESS NOTED 11, FLASH AND COUNTER FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM WEATHERPROOF, INSTALLATION FLAT CEILING: R-49 (R-38 ALLOWED IF INSULATION DEPTH MAINTAINED TO OUTSIDE FACE OF EXTERIOR WALL) OTHERWISE BY BUILDER, FRAME UPPER FLOOR INTERIOR WALLS W/ 92 5/8" 2x4 STUDS o 16" O,C, W/ 1/2" GWB BOTH SIDES INSTRUCTIONS SHALL BE PROVIDED FOR EACH WINDOW BY THE MANUFACTURER VAULTED CEILING: R-38 TYP. (U,N,O.), FRAME GARAGE WALLS W/ 104 5/8" 2x STUDS (PER PLAN) B 16" O.C. ANGLED WALLS TO BE 45 DEGREES DOORS: U-200 MAXIMUM (VERIFY WEATHERSTRIP IS INSTALLED) WINDOWS: U=,400 MAX. TYP, UNLESS NOTED OTHERWISE 12, ALL EXTERIOR TRIM AND SIDING JOINTS TO BE AS SHOWN ON THE ELEVATIONS, WHERE TWO BOARDS BUTT ENE TO END, SKYLIGHTS: U=,550 MAX, SIDING OR TRIM PROVIDE A 15-DEGREE (MINIMUM) BEVEL ON ENDS OF JOINING BOARDS. FLASH CONTINUOUS ABOVE WATER LINES IN UNHEATED AREAS TO BE INSULATED TO R-3, HEAT DUCTS TO BE R-8 MIN, d EXHAUST DUCTS MIN, R-4 32, STUDS PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPES SHALL BE SO FRAMED AND THE JOIST BELOW SO ALL PROJECTING WOOD TRIM I IRC SEC, 103 ] SPACED AS TO GIVE PROPER CLEARANCE FOR THE PIPING. WHERE PARTITION CONTAINING SUCH PIPING RUNS (SEAL JOINTS, CORNERS AND BOOTS), VERIFY INSULATION IS INSTALLED BEHIND PARTITIONS, IN CORNERS, FITTED PARALLEL 1� AROUND WIRING t PIPES AND IN SPACES BEHIND BATHTUBS t SHOWERS, INSULATE ALL ACCESS DOORS/HATCHES TO PASSAGE OFF THE FLOOR JOISTS THE JOISTS UNDERNEATH SUCH PARTITION SUCH PIPES AND SHALL BE BRIDGED. WHERE PLUMBING, HEATING OTHER PIPES ARE PLACED IN OR SAFET I : CRAWLSPACES/ATTICS TO THE EQUIVALENT RATING OF THE INSULATED FLOOR, WALL OR CEILING THROUGH WHICH THEY TA TION SHALL BE DOUBLED AND SPACED TO PERMIT tia PENETRATE t INSTALL WEATHERSTRIP TO MINIMIZE AIR LEAKAGE, SEAL OPENINGS AROUND INTERIOR PLUMBING PIPES PARTLY IN A PARTITION NECESSITATING THE GUTTING OF SOLES OR PLATES A METAL TIE NOT LESS THAN I/8' THICK t 1 1/2" WIDE SHALL BE FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN (8)16d 81, EVERY DWELLING MUST HAVE ITS ADDRESS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET I IRC SEC. 319.1 1 ® EXTERIOR WALLS, REFER TO 2015 WSEC CHAPTER 4 d IRC CHAPTER 11 FOR VERIFICATION OF INSULATION VALUES NAILS EA, SIDE [ R602,6.1 1 (CHECK WITH BUILDING DEPARTMENT OF JURISDICTION FOR ADDITIONAL INSULATION REQUIREMENTS THAT EXCEED THE 82, EVERY BASEMENT, HABITABLE ATTIC AND EVERY SLEEPING ROOM MUST HAVE AT LEAST ONE OPERABLE WINDOW 2015 WSEC) 33. DOORS THAT ARE NOT DIMENSIONED TO HAVE TWO STUDS (3") BETWEEN R.O. AND NEAREST WALL OR EXTERIOR DOOR APPROVED FOR EMERGENCY EGRESS OR RESCUE. WINDOWS MUST HAVE A MIN, NET CLEAR OPENING OF 5.1 SQUARE FEET (5,0 S.F. IF LOCATED ON GRADE FLOOR), A MIN. NET FREE OP;":NING HEIGHT OF 24" 132. INSULATION TO FILL ALL EXTERIOR WALL CAVITIES—DO NOT COMPRESSI CUT TO FIT AROUND PIPES, WIRES t OUTLET 34, INSTALL 2x6 BACKING FOR TOWEL BARS BETWEEN STUDS CENTERED 48" A,F,F, AND A MIN. NET CLEAR OPENING WIDTH OF 20 INCHES. FINISHED SILL HEIGHT MAY NOT BE MORE THAN 44" ASV, BOXES, RECESSED FIXTURES IN EXTERIOR WALLS TO HAVE MIN. R-5 INSULATION BEHIND THEM THE FLOOR. ESCAPE WINDOWS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF KEYS, TOOLS OR 133, BLOWN-IN ATTIC INSULATION TO BE INSTALLED IN STRICT CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS FOR 35, CRIPPLE WALLS MUST BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. WHEN EXCEEDING 4 FEET IN SPECIAL KNOWLEDGE I IRC SEC, 310 1 HEIGHT SUCH WALLS MUST BE FRAMED OF STUDS HAVING THE SIZE REQ'D FOR AN ADDITIONAL STORY. CRIPPLE WALLS DENSITY d COVERAGE. PROVIDE VENTILATION BAFFLES IN ATTIC WHERE REQ'D TO MAINTAIN I" AIR SPACE. BAFFLE TO LESS THAN 14" HIGH MUST BE SHEATHED ON AT LEAST ONE SIDE AND FASTENED TO TOP AND BOTTOM PLATES OR THE 83, ATTIC ACCESS TO BE MINIMUM 22"x30", BE READILY ACCESSIBLE AND MUST HAVE 30" UNOBSTRUCTED HEADROOM EXTEND 6" VERTICALLY ABOVE THE BATTS AND 12" VERTICALLY ABV. LOOSE-FILL INSULATION. PROTECT ALL FOAM CRIPPLE WALL WILL HAVE SOLID BLOCKING. CRIPPLE WALLS MUST BE BRACED WITH 15% MORE BRACING THAN AS REQ'D ABOVE I IRC SEC, 601 1 INSULATION WITH METAL, PLASTIC OR PARGING AT BELOW-GRADE CONDITIONS t WHERE EXPOSED ABV, GRADE TO PRE- FOR THE WALL ABOVE, WITH WALL PANEL SPACING NOT MORE THAN 14 FEET I IRC SECTIONS 602,9 AND 602,10,11.1 1 VENT DAMAGE 84, WHEN WORK IS PERFORMED THAT REQUIRES A PERMIT OR WHEN A SLEEPING ROOM IS CREATED THE ENTIRE BUILDING 134. A ONE-PERM (OR LESS) VAPOR RETARDER IKRAFT PAPER, PVA PAINT, ETC.) IS TO BE INSTALLED ON THE WARM SIDE 36, WOOD COLUMNS MUST BE RESTRAINED TO PREVENT LATERAL DISPLACEMENT I IRC SEC, 401.3 1 MUST BE PROVIDED WITH SMOKE ALARMS, A SMOKE ALARM MUST BE INSTALLED IN EACH SLEEPING ROOM AND OF THE INSULATION OUTSIDE THE SLEEPING ROOM IN THE IMMEDIATE VICINITY, THERE MUST BE AT LEAST ONE SMOKE ALARM ON EVERY 31, ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE PER IRC TABLES R602,10) AND R602,72) OR AT THE MIN. FLOOR LEVEL. ALL SMOKE ALARMS SHALL BE HARDWIRED WITH BATTERY BACKUP AND BE INTERCONNECTED. ALL SHALL BE DOUBLED OR LUMBER OF EQUIVALENT GROSS-SECTION AND EA. END SUPPORTED WITH PROPER-SIZED FRAMING ALARMS SHALL BE LISTED IN ACCORDANCE WITH UL 217 AND HOUSEHOLD FIRE WARNING EQUIPMENT PROVISIONS OF 35, ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND SO LABELED OR ANCHORS UNLESS ADEQUATE BEARING PROVIDED THROUGH OTHER MEANS NFPA 12 I IRC SEC, 314 1 SEAL AROUND THE EXTERIOR IN AN APPROVED MANNER TO BE AIR-TIGHT 3S, PLACE A VAPOR BARRIER OF TYVEK (OR EQUAL) OVER ALL EXTERIOR WALLS I IRC SEC. 103,2 1 85. FOR NEW CONSTRUCTION AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE EACH SEPARATE 136, SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST BTWN. STORIES TO BE CAULKED/SEALED. ALL HOLES SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS IN DWELLING UNITS WITHIN WHICH FUEL-FIRED APPLIANCES IN BUILDING ENVELOPE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING t HVAC PENS- 39. WOOD STUD WALLS MUST BE CAPPED WITH A DOUBLE TOP PLATE INSTALL TO PROVIDE OVERLAPPING:AT CORNERS AND ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED GARAGES I IRC SEC, 315 1 TRATIONS, OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/ INTERSECTIONS WITH BEARING PARTITIONS, END JOINTS MUST BE OFFSET AT LEAST 24 INCHES I IRC SEC, 602.3.2 1 SINGLE SEALED WITH APPROVED SEALANT OR HAVE FOAM FACE GASKETS INSTALLED. ALL RECESSED LIGHTS TO BE IC RATED, TOP-PLATE CONSTRUCTION IS NOT TO BE USED ON THIS PROJECT 86, PORCHES, BALCONIES, RAMPS OR RAISED FLOOR SURFACES LOCATED MORE THAN 30" ABOVE THE FLOOR OR GRADE AIR TIGHT t SEALED TO SURROUNDING GWB, ROUGH OPENING AROUND ALL WINDOWS t DOORS TO BE SEALED/CAULKED BELOW SHALL HAVE GUARDS NOT LESS THAN 36" IN HEIGHT, OPEN SIDES OF STAIRS WITH A TOTAL RISE OF MORE THAN 131. THE BUILDING OR DWELLING UNIT SHALL BE TESTED t VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 40. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT TO EXCEED 25% 30" ABV. THE FLOOR OR GRADE BELOW SHALL HAVE GUARDS NOT LESS THAN 34" IN HEIGHT MEASURED ABOVE THE OF ITS WIDTH, STUDS IN NON-BEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE NOSING OF THE TREADS, GUARDS SHALL HAVE INTERMEDIATE RAILS OR ORNAMENTAL CLOSURES THAT DO NOT ALLOW 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0,2 INCHES W.G. STUD WIDTH. ANY STUD MAY BE BORED OR DRILLED PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO A SPHERE 4" IN DIAMETER TO PASS I IRC SEC, 312,1 1 (50 PASCALS), WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD GREATER THAN 40% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO CLOSER THAN 5/8 INCH TO -HE EDGE OF THE PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND STUD AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH I IRC FIGURES R602,60) t R602.6(2) 1 81, INSTALL 1/2" GYPSUM WALLBOARD (MIN.) AT GARAGE/HOUSE WALL AND GARAGE BEARING WALLS, INSTALL 5/8" TYPE-X PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PREFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS TOP PLATES IF NOTCHED OR DRILLED TO MORE THAN 50% OF THEIR WIDTH SHALL HAVE A 16-GAUGE METAL TIE 11/2" GYPSUM WALLBOARD AT GARAGE CEILING TYPICAL. INSTALL 20-MINUTE RATED DOOR BETWEEN HOUSE AND GARAGE OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE WSEC TABLE R402.4.I,1), IN WIDTH INSTALLED PER IRC FIGURE R602,6,l I IRC SEC, 302,6 1 NOTE: SELF-CLOSING HARDWARE REQ'D BY CODE OPERABLE WINDOWS t DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE EXCEPTIONS: FRAME PRIOR TO THE TEST I WSEC R402,4,1,2 1 A. A STUD MAY BE BORED TO A DIAMETER NOT EXCEEDING 50% OF ITS WIDTH PROVIDED THAT SUCH STUDS LOCATED 88. THE FLOOR SURFACE IN A GARAGE SHALL BE NON-COMBUSTIBLE AND SLOPED TOWARD THE MAIN VEHICLE ENTRY DOOR- EXTERIOR WALLS OR BEARING PARTITIONS ARE DOUBLED AND THAT NOT MORE THAN TWO SUCCESSIVE STUDS ARE WAY I IRC SEC. 309J 1 AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED IN ACCORDANCE WITH UL 325I IRC SEC, ABBREVIATIONS: BORED 3015,41 B. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS I IRC SEC, 602,E 1 89, BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COt'PART- AT EL, ELEVATION MAX. MAXIMUM SH SINGLE-HUNG PROVIDE METAL NAIL PLATES IN ALL LOCATIONS WHERE PLUMBING OR WIRING COMES WITHIN I' OF THE EDGE OF ANY STUD MENTS SHALL BE FINISHED WITH A NON-ABSORBENT SURFACE TO EXTEND TO A HEIGHT NOT LESS THAN 12" ABOVE THE A,B, ANCHOR BOLT ELEC, ELECTRICAL M,B, MACHINE BOLT (WINDOW) FLOOR I IRC SEC, 301 1 ADD. ADDITION ELEV, ELEVATOR MECH. MECHANICAL SHWR, SHOWER 41, FIRE BLOCKING SHALL BE PROVIDED TO CUT-OFF CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO ADJ, ADJUSTABLE ENG'R ENGINEERING) MEMB. MEMBRANE SHTH'G SHEATHING FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES AND BETWEEN A TOP-STORY AND THE ROOF SPACE I IRC SEC, 302,11 I 90, FURNACE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THE REQUIRE- A,F,F, ABOVE FINISH FLOOR EQ, EQUAL MICRO, MICROWAVE SIM, SIMILAR INSTALL FIRE BLOCKING AT: MENTS OF IRC CHAPTERS 13 THROUGH 20 t CHAPTER 24. IF LOCATED IN GARAGE FURNACE AND HOT WATER TANK SHALL ALT, ALTERNATE EQUIP, EQUIPMENT MIN, MINIMUM SPEC, SPECIFICATION A. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES t PARALLEL ROW OF STUDS OR BE ELEVATED SO THAT PILOTS, BURNERS, HEATING ELEMENTS AND SWITCHES ARE MIN, 18" ABOVE GARAGE SLAB. STRAP ALUM, ALUMINUM EXP, JT, EXPANSION JOINT MTL. METAL SQ, SQUARE STAGGERED-STUDS AS FOLLOWS: HWT TO WALL I IRC SEC, M13013 I, PROVIDE OVERFLOW PAN t PIPING AND INSTALL TEMPERATURE d PRESSURE RELIEF BA, BATH EXIST, EXISTING N,I,C, NOT IN CONTRACT S.S, STAINLESS STEEL a, VERTICALLY AT THE CEILING AND FLOOR LEVELS VALVE (W/ PIPE TO EXTERIOR TERMINATION) PER IRC CHAPTER 28, VERIFY PROTECTION FROM IMPACT BY AUTOS BDRM, BEDROOM EXT. EXTERIOR N.T.S, NOT TO SCALE STD. STANDARD , HORIZONTALLY AT INTERVALS NOT TO EXCEED 10 FEET: BLDG, BUILDING F,D. FLOOR DRAIN O.C' ON CENTER STL, STEEL B. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, BLKG, BLOCKING FIN, FINISH ODWH ON-DEMAND WATER STOR, STORAGE DROP CEILINGS AND COVE CEILINGS; B.O, BY OWNER F,F, FINISHED FLOOR HEATER STRUCT, STRUCTURAL C, IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN; PLUMBING: BOT, BOTTOM FLR, FLOOR O.F,C,I, OWNER TO FURNISH, SUSP, SUSPENDED L WMAN D. AT OPENINGS AROUND VENTS, PIPES AND DUCTS AT THE CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO BWP BRACED WALL PANEL FON, FOUNDATION CONTRACTOR INSTALL T d G TONGUE d GROOVE RESIST THE FREE-PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION; 101. NO PLUMBING OR DRAINAGE SYSTEM OR BUILDING SEWER MAY BE COVERED, CONCEALED OR PUT INTO USE UNTIL IT HAS CAB, CABINET F,O,G, FACE OF CONCRETE OH, OVERHANG TEMP, TEMPERED E. FOR SITE-BUILT CHIMNEYS AND FIREPLACES, FIRE BLOCKING MUST BE A MIN, OF I" THICK AND SUPPORTED ON METAL BEEN TESTED, INSPECTED AND APPROVED I UPC SEC. 103,5,1,3 1 CSMT, CASEMENT (WINDOW) P.O.S. FACE OF STUDS O,H, OVERHEAD THK, THICKNE55 STRIPS OR METAL LATH; CENTERLINE FT, FOOT OR FEET OPNG, OPENING T,O. TOP OF F, FIRE BLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQ'D AT THE LINE OF DWELLING SEPARATION 102, PLUMBING SUPPLY PIPING SHALL BE TESTED WITH WORKING WATER PRESSURE OR, EXCEPT PLASTIC PIPING, 50 PSI AT CLKG, CAULKING F,E. FIRE EXTINGUISHER OPT, OPTIONAL TV TELEVISION PRESSURE I UPC SEC, 609,4 1 C CLOSET FURN, FIREPLACE P PHONE TYP, TYPICAL GENERAL NOTES 42. FIELD-GUT NOTCHES, ENDS AND DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE TREATED IN FIELD IN ACCORD- CMU MU GONG. MASONRY UNIT FURN, FURNACE PIC PICTURE (FIXED WDWJ U.N,O. UNLESS NOTED ANCE WITH AWPA M4 I IRC SEC, 311,1,1 1 103, PLUMBING DRAINS SHALL BE TESTED WITH WATER FILLED TO THE HIGHEST VENT IN THE SYSTEM OR 5 PSI AIR PRESSURE COL. COLUMN GA, GAUGE F.I.P. CONC, POURED-IN-PLACE OTHERWISE I UPC SEC, 112,23 1 CONG, CONCRETE GALV, GALVANIZED CONCRETE V,T.O. VENT TO OUTSIDE CONST, CONSTRUCTION G,B. GRAB BAR P, LAM PLASTIC LAMINATE VERT, VERTICAL FLOOR FRAMING: 104, ALL PIPING PASSING UNDER OR THROUGH WALL SHALL BE PROTECTED FROM BREAKAGE. APPROVED PROVISIONS CONT, CONTINUOUS GLU-LAM GLUE-LAMINATED PLAS, PLASTIC VEST, VESTIBULE SHALL BE MADE FOR EXPANSION OF HOT WATER PIPING, VOIDS AROUND PIPING PASSING THROUGH CONCRETE FLOORS CPT, CARPET GR. GRADE PLWD, PLYWOOD VIN, VINYL ON THE GROUND SHALL BE APPROPRIATELY SEALED I UPC SEC, 313,1 1 C.T. CERAMIC TILE GWB GYPSUM WALLBOARD PR. PAIR W WASHER JOB NO: LOWMAN 51. JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY APPROVED FRAMING ANCHORS OR ON DIA, DIAMETER HB HOSE BIBB P.T, PRESSURE-TREATED W/ WITH LEDGER STRIPS NOT LESS THAN NOMINAL 2" x 2" I IRC SEC, 502,6,2 1 105. HORIZONTAL PIPING SHALL BE SUPPORTED AT SUFFICIENTLY CLOSE INTERVALS TO PREVENT SAGGING, PIPE SUPPORTS D DRYER HDWD. HARDWOOD R RISER WC WATER CLOSET DESIGNED: LG FOR ABS MAY NOT EXCEED 4 FEET ON CENTER I UPC SECS, 314,5 d 314,5,1 1 DBL, DOUBLE HORIZ. HORIZONTAL R,D. ROOF DRAIN WE% WOOD DRAWN: BJ/JR 52. ALL JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS t OVER SUPPORTS WITH 2 NOMINAL WIDTH BY FULL JOIST DF DOUGLAS FIR HILT HOT WATER TANK REF, REFERENCE WDW, WINDOW DEPTH SOLID BLOCKING, RIM JOIST, JOIST HANGER OR OTHER APPROVED MEANS. NOTCHES AT THE ENDS OF JOISTS lOrc. WHIRLPOOL BATHTUBS SHALL BE PROVIDED WITH A REMOVABLE PANEL OF SUFFICIENT DIMENSION TO ACCESS THE PUMP D.F, DRINKING FOUNTAIN INSUL, INSULATION REFG, REFRIGERATOR W/O WITHOUT DATE: 4/12/2017 SHALL NOT EXCEED 25% OF THE JOISTS DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2 OF THE TOP OR BOTTOM I IRC P2120 1 DN, DOWN INT, INTERIOR REQ'D REQUIRED WP WATERPROOF O DR, DOOR KIT, KITCHEN RM, ROOM W.W.F. WELDED WIRE SHEET THE JOIST, HOLES ARE NOT TO BE ANY BIGGER THAN I/3 THE DEPTH OF THE JOIST, HOLES AND NOTCHES MUST NOT , JOIST R.O, ROUGH OPENING FABRIC BE WITHIN 2" OF EACH OTHER. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED I/6 pTL. DETAIL JST THE JOIST DEPTH 101. SHOWERS AND LAVATORIES TO HAVE 2,5 AND 2.2 GALLON PER MINUTE FLOW RATE, RESPECTIVELY, WATER CLOSET SHALL A� 701 AND ARE NOT PERMITTED IN THE MIDDLE THIRD OF THE SPAN I IRC SEC, 802.1 t Sole 1 FOR NOTCHING AND BORING OF BE L6 GALLON/FLUSH MAX, DW DISHWASHER LAV, LAVATORY S d R SHELF t ROD XO SLIDER (WINDOW) DRWG, DRAWING MATL. MAt£RIAL S.F, SQUARE FEETMANUFACTURED FLOOR JOISTS REFER TO THE MANUFACTURER'S SPECIFICATIONS AND FOLLOW THEIR RECOMMENDATIONS DREA, EAON MATEHEM- IR SGD SLIDING GLASS DOOR FULLY WA j f LANDED GENTRY HOMES AND COMMUNITIES REVISIONS BY: 2 - 12 - 10 JR e..ws ,:`;4i`%: — — — — — — — — — — — — — — - — — — — — — — — — a D a • p . e p e . a p a — — — — — — — — — — — — — — — — — — — — — RE- o - - - - ELECTRICAL PLAN KEY I I WALLSCONCE n I o RECESSED CAN I ` ° I � CEILING FIXTURE EYEBALL CAN YI Aso SMOKE DETECTOR II a / p i V EXHAUST FAN/EXHAUST FAN W/LIGHT TV/TE TO GARBAGE i \ / / $ LIGHT SWITCH DISPOSAL 3 WAY LIGHT SWITCH — — — — — — — — 4 WAY LIGHT SWITCH TV/TEL IT\ TIMER SWITCH v1 �' 0.1 e , _ ~ DW U } WALL OUTLET 120 VOLTS 220 VOLT OUTLET(DRYER&OVEN PLUG) / 5D� / K J \11� ~I� ° ' I IL / \ / ,,µµ WATER PROOF GROUND FAULT LL / wr A RAN W/ - - ` INTERRUPTER OUTLET 120 VOLTS _ _ - TV/TEL L TV/TEL I RA W HANGING 77,7777M- FIXTURE % CFM MICRO/ �� ' r- _ - _ - - Moog ASV. O (ban GROUND FAULT INTERRUPTER I I K\ Tv TEL OUTLET 120 VOLTS I o Q Q TELEVISION,TELEPHONE AND INTERNET MODULE DEDICATED 4 PULL CHAIN LIGHT g - \ FOR FREEZER 50 CFM 50 CFM ° (3) PENDANT CJ - — -\— - WALL MOUNTED LIGHT (MIN,) / (MIN.) / LIGHTS I W \ EX. FAN EX. FAN \ R - _ _ — ® HARDWIRE OUTLET _ NOTE: . t-. . . .,.. , ° I : ? o / / \ �G0 SMOKE DETECTOR(SD)&s�110VINTERCONNECTED \ - — - - _ _ � � �""- � WITH BATTERY BACKUP y ; _ _ - SD I o / 9SD — /\ 6 o II / 50 CFM -_ - - - __- - - - - - - - - ,� _ \\ - - - - - - - - - - - - - - - \ — - \ 3 I II (MIN.) ! / \ X. FAN N, I \ TO OWER \ / TO MAIN 0 1 p (MIN.) FLOOR TV/TEL / EX FAN \ I OO Q as I TV/TEL TV/TEL / o WANGINZ& ' WANGINZs � \ I FIXTURE\ ikIXTURE� _ \ O CFM (MIN.) EX. FAN 1 / _- -'- - - - I TO GARAGE I I I EXT. LIGHTS LL - - - - - - - - - - - - - - - - - - - - - - - - - - - J ® - - - - - MAIN FLOOR ELECTRICAL FLAN- LOWER FLOOR ELECTRICAL FLAN 5CALE: 1/4" = 1'-0" SCALE: 1/4" = V-0" LOWMAN NOTE: EXCEPT FOR EXHAUST FANS AND SMOKE DETECTORS, FIXTURE LOCATIONS ARE DESIGNERS SUGGESTION ONLY (VERIFY ALL FIXTURE TYPES AND LOCATIONS W/ OWNER), EXHAUST FANS TO COMPLY W/ 2015 IRG M1503, FAN NOISE NOT TO ELECTRICAL PLANS EXCEED 1.5 SONES o 0.1 INCHES WATER GAUGE. EXHAUST FANS TO BE VENTED TO OUTSIDE AIR TYP. VERIFY ANY ADDITIONAL LIGHTING, A/V OR COMPUTER COASTAL 1 & 2 WIRING REQUIREMENTS W/ OWNER AND/OR BUILDER INTERIOR LIGHTING: A MINIMUM OF 50 PERCENT OF ALL J06 No: COWMAN LUMINAIRIIES SHALL BE HIGH EFFICIENCY LUMINAIRIES, DESIGNED: LG EXTERIOR LIGHTING: LUMINAIRIES PROVIDING OUTDOOR DRAWN: JR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDINGS ON THE SAME LOT SHALL DATE: 5/01/2017 BE HIGH EFFICIENCY LUMINAIRES. SHEET E - 1 A WA l�A�2At- �. 1•i�a.s -1 oW82, t..�v. tl�mot' �rs� �hTFJt-t1�-(Spy Lev � C-{2.�vtrr 'P.00F �sv ------- 2ld l W y45 vy 98P ✓ 93P - -- "- " -- LANDED GENTRY --------- ----------- RL MIn Iln. . H O M E S AND C Q M M U N I T I ES *O a"' It' F2AMIucz - 1 :A„a FUi P.T,i*b POST 1 m j rc I g"� 1 aT 'x n'-0' ' } 4 L� q DEDROOM•3 OmROOM 4 n's•x rct• n'a'%V'-T Q V•l ' - 01 •' a rr _ xn T-Y .r`.�'G _ - .. -1, 60lO FRENGk '_-, it — (` aW a r $ i ✓ MQ^JLVOm T!' Abe b � r.T,axb P(AT Q qq T 'S• 4'-T1Y 1'4' GLOBEr ❑— �lxib d?_.i.E�Y':B OLD .�.—..— 9% i. BlLW 1 VALLTEO - h'I m __ KITONETI 3¢Ca ,•-e• hk� P.T.i b P T orlm .4 ✓ ,� �'O Qy O B'4'x IYs• DNING 1 ✓ Y iC � FAMII,T/Hm1A RODIY 4 BY MTO GONG.uu[t I a' � WALK-N CLOSET r' ai'-n`x B'41• 9 N92FT uV duDEc. B C WLA,ID uv B3 f3)-0J BROW OR O 10, I eTu,uuu.BlLpU �; � BIL a R � T >•-,✓• y-we 6-T m N'Y LYa'I )• ^ W!lIiWIER 4xI Ft-t r 2111,al 20E rlL IW b'BAGiSIPaN 4 O _ 't4, iy L'Ab' ae i WJ rb Bx36 a.lb• 9•in• A.,. !'-10' ' W- E , -0' A/Z $ PDlT BW-OW 'oY6!BP1J'I To Q - .b •g _ y 4P a• -n .v'-n' s ! SSP T4' r BUTT elm) gq p OP PLA ! u � BK T r ___�°Ln+°'-`�-------- A -- ----- _'-__ " T r I,i i 'gyp T s------- I l3HA MAST92L ✓D—.- -.—S=JB OR b.B *A —.— i.T!• !u ✓ / fl.V%4 0P1AIY a- 2aN 4-libFT m V G RO � 1_—IN -- - 84 Vat6T'- b•-0•xaLIVING ROOM ; D 1a a TyB - v _- u-r x zee• � - _ a � 3 � a Aa'NWN WAIL - T, a I DEOROOI'7 P! i ENTRY ✓ ' .... ......... _.....-............--... ti if } t L vA1X.Tl8 i'.nts• Y-{ T3' W/NL40 CAP 4•J'b"B - T>.® yr. W-T*Bd' q 2i ? Q �eT . _ _ ... #� 21� n aLF WALL 4V DATN •O O B 'i, 4 ry FOW.GAP r tl �O� —/ 'i 1 •! 2oA n r l nSF 21 21k !T u MASTERDEDRaoMyo. saIP 23k 1 t 5613"ATE W. " . ,.6' ae n 4 'It{j S de OKI; -41 Dct : I i b,»xl sle u 4 DF ; 3 x ; < PRovnt ors'wm 'va nns orsls BDCW �` 4xn n -• WAAI�Ll.AB�. ^ rJ r. A £�ZB GY4`LON BUB ♦_ --- sHbal/ Aa°ub wuD 94" OIl. .2 P' _ _____.-- DB.•K - ABOVY__ _ _ _-_PLOOR LME ABOVE S=�{. R/•� 3f- dog 15FiO I Sff i SFF t5Ff ISFf i�Nh IS�f I sun �IscFa-wl O6 S ZRy 5 24� ll3KD l5rekgo k MAIN FLOOR FRAMING PLAN rD w D Structural Callouts -Copyright ConstructionCale,Inc (CCD — 24 H Header I aYw' u'a' Fe,r Ulf��rzr r ,•_a• ,•_, ✓ ✓ 13 TS Twisted Strap-Joist Holdown j * Header:use min:2x6,tall dimension vertical in"L"configuration.Or use min.,2-2x6,or 4x6. I _ Capacity: Good for I 15 lb.tension. _ For"L"configuration, H Mitt, p city: 2 - guration,connect vertical header member to flat 2x with 16d S.ixb POET -.._________________ _______________ _ n *PP * I Twisted Strap• Use min TS22 twisted * Trimmer: aka Jack Stud Use 2x,or- "" ------ - - Attach to beam or floor joist above.6ted - _y — i jAs alternate,may use FC4 for 2x4 wall,FC6 for 2cx6 wall (FC4 good for 865 b.FC6 good for 1010 lb.) _ strap app 'ed vertically. _ © ©J © Attach to double stud below. * Stud full height bottom plate to top plate: ------ ,qTY. M M,T.MA FOR DWK ✓®-^ ;---- ---------------------1 ' 14 TS Twisted Strap-Joist Holdown --- . g n s wider than 5' Openi g ,use min.,2-2X,each end. s „ i ✓ s * Capacity:Good for 1,450 lb.tension. -••� - / - n" P tY _ - Openings 5 wide and less,use min., 1-2x,each end. ✓ * Twisted Strap:Use min.,HTS30 twisted strap applied vertically to outside of wall sheathing. 21 $ Header --� - ------------- - -- - --------- 'Attach to cantilevered floorjoia_t above,Wrap over top if necessary. * -- R Header:use min:2x10,tall dimension vertical in L configuration Or use min.,2 2x8,or 4x8 c Attach to doable stud below. ,� ,t A 15 FF 'Floor-To-Hoor Holdown For L configuration,connect vertical header member to flat 2x with 16d @ 4"OC. n — * Trimmer:(a k.a,Jack Stud)Use min., 1-2x,or concealed flange hanger,each end. --------------- -- -- - ------ -- � , I i * !Min.,Capacity:Good for1705lbtension, -- - - E ; p ty' - As alternate,may use FC4 for 2x4 wall,FC6 for 2x6 wall.(FC4 good for 865 lb.,FC6 good for 10101b.) 1 O�, Strap:Use CS16 vertical strap applied to outside of wall sheathing.Attach to 2 2x,3x,or 4x studs lined up - - ! * above and below rim joist.Fill all nail holes with 16d. i * King Stud: full height bottom plate to top plate: i ✓ g i1 V if strap falls on rim,header or beam below,nail to rim,header or beam and wrap around bottom if necessary. -3mm- r=F !Openings wider than 5' use min 2-2x each end. Openingss 5'wide and less,use min., 1-2x,each end 'P m �� L c * End Distance: 12"min.to each u and lower studs.A x total lea =24"+de of floor stem, 22 H Wender - •-° ------------ ------------- ----' . �® ✓ � a 18 HD Alt1-Holdown-Embedded Strap Type. - _ * I Header:usemin: 2-2x10;or4x10. " - --"- --- -- -- -- -"--v - --- , * Min.Capacity: Good for 3915 lb.uplift,wet set application only. * Trimmer:(a.k a.,Jack Stud)use min., i-2x,or concealed flange hanger,each end bKj F �o x i R . ' * Holdown: Use STEM 14 for no rim joist condition. E * King stud: full height bottom plate to top plate: - ✓ g$ _ __.. ------------- -- i p - j For rim joist condition use STHDI4RJ._ - Openings wider than 5,use min.,2-2x,each end. ---------- INails:Use 30 16d to full-height stud as follows. - ._a. Openings 5'wide and less,use min, 1-2x each end. , `�°' ✓ * Stud:Use larger of king stud as speed elsewhere; or choice of 2-2x, 3x,or 4x. + 23 H Header --- - -' ' Alt 2-Holdown-Bolt Type * 'Header:use min: 5x13.5 glulam,LVL,or PSL. -------- liti i �y * Holdown: Use HDUS. v * Trimmer:(a k.a.,Jack Stud)use min., 2-2x each end. Lags:Use 14 SDS 1/4 x 2.5 to full-height stud per above. * King stud:Use min.,3-2x each end full height bottom plate to top plate. ' 1 2 18 diameter SSTB r 5/8 all-thread with nut and 3 washer on embedded end Min Use 5 � Rim 1 1 v * Anchor Dolt:U 24 0 " Q R . _ embedment= 1 . * Use min., 1.5 x 11.25 LVL. ----J�----------------- ✓ �' ; ; - If tool to fit in footing,bend at bottom of footing,maintain3"coveratbottomoffooting. 311 L Ledger-Deck Joists to Rim. ---- �g _ -- Ledger:Use min.,2x,PT ledger,at least as tall as joists. 4 -- -____---_— i F ' - ------ ---- --------- - I_ ifcri le wall below,use all-thread andCNWcou lernutorsimilar. -„ .� 19 DS Drag Strap - `Ledger Co onecioa: Connect to rim with SDS or LedgerLOK at max., 12" OC and within 3"of ends and +, . ✓ ` c✓ ✓�' Capacity: Good for 1,705 lb tension splices. r1pDrragStri Connect beam end to exterior wall to late d with CS16 x 24" centered over beam/to Where led er cantilevers use 4 SDS or Led LOK "p: p p beyon p g , ger spaced3 apart.Center this cluster ofconnectors 6 from jte intersection. end of rim joist. Min.backspati of 1SM before a splice=8. *O 6RaDE - Stra must be straight and horizontal. - I = SDS or LlxigerLOK to be of length necessary for full penetration in rim, I Strap may attach to either side or top or bottom of members connected. • Joist Connection: Connect joist to ledger with U or LU hanger. * I Nails: Use 10d all holes filled. 71 P Post r al Shea Wall Call at SCavity, -_ ._ _ i * Post:Use min.,3-2x4,or 2-2x6,or 4x6. O Shear wall top connection- O Shear wail top connection- _ Structural Shear Wall Callouts®-Con ConatrucfionCale.Ipe(CCl) - -- - _ D1 D2 - r— iFloor-To-Floor Condition: Where bearing on floor with post below,ensure solid blocking through floor framing parallel. framing perpendicular. atls wi,thout�k bol not ( ( cavr s s I bol indi es a d icated sh wall or el,tb type per callout tow. 73 P Post ym walls use co&-star constructipn. - 7e�ss oa. �•--�"" Mm I , ! * Poet:Use min,4x6 PT -- ?efro- Zsnr Ez 1 PW - -- - -- - - --- -- --- length o shear p ' el R. * — Connectioa at Base:Use PH,AB ABU AB W CBS or similar. aNe. .,r<tsT 3A -- - if n,cons ct enti Wall per rs callou,with mnnimum` dividualipanel lengkhs indi on plod. L O W M A N - If' S m Not a ear Wall.. ld code mi�imum. I ! GFu.wrT 4g tys H2.5 Pp, { o:Naa- 6?Acw4 cP"r I }it Sill , i St"�S .AL-T., Bot anchor SDw 16(,oeo Top of plate to max Caps Stud Nail Edge Sill Block- Top of watt from- spc'g/ STRUCTURAL �r�QI x q� �Afl rim Vw f city, Nails Stud Stud mat'1 /Field Top !plate& ingat wall Conn to hag, min. h'T. }✓ a jo15't 4FZcis a Kk :5 ! wind/ Sheath- or height, spac'g, Stud (see spae'g @ Top plate studs unsup- I coon to perpen- max, Mud sill embed- Q Call- sets, ing, 'Sides of screws,l may., maz, size, std st'1 Stud Plate, splice, w/edge ported parallel dicular spe'g, anchor to meat, NOTES O� DETAILS A T•. out 1 Eh,plf, min. 1 wall size ft. in. min. specs) spac'g,In. min. min naii'g y edges framing framing in. concrete i in. Aai sF lac 6/6@24 H Etz l I 10 24 2x4 Sawn 6/12 16 ConY toe No: COWMAN — rc.0 OIL ALTxz.�oil KEZ one, � @ Cont sheathing 5/8 j-bolt BI.Au•u, 7/16" either „ sheathing +blkgor item$or DESIGNED: LG A+-T 12 1b 2x6 Sawn 6/12@16 qg l Titen HD s ewe 15CDo 1PW j 168/ OSB or side, 8d r -- 2-2x4 w/8- 2x NA or A34 or H2•5 or 16d @ 6, w/V 72/4 120 plywo- apply 16d LTP4 at SDWC- , wslu'. Or ' DRAWN: JR ♦_ _, 9 kc 6-+T od Idirectl 16 -12 - 2x6 Sawn 6112@12 36" 15600,@1 iMASAor DATE: 5/11/2017 1 to etude ! I Dl .24" -- See 2 I MPLSAP SHEET 22 12 1.75x5.5 LVL 6/12@12 sa.ua l+ ac SBS � asr 2P 350 W 1 (same) (same) (same) I (same) (same)! (same) (same) 4112@16 1 (same) (same) (same) 2x (same) (same) ;16d @ 4' (same) 36/4 ! 1 1 WA a Standard Structural Specifications®-Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: MATERIALS AND METHODS: o Code.The designs herein are prepared in accordance with the 2015 IBC.Construction shall conform with Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is Where rock is sloped 3:1 (18-degrees)or greater,use#4 x 16" long dowels rotohammered 6"into rock. strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in the most recent building code adopted by the approving jurisdiction. the contractor's responsibility to ensure all field personnel understand and adhere to this. Rotohatnmered holes to be%a"diameter, perpendicular to face of rock.No epoxy is necessary. Dowels to be strict accordance with epoxy manufacturer's recommendation. L N E D GENTRY TEMPORARY SUPPORT AND BRACING: located as follows: CONVENTIONAL WOOD FRAMING: LIMITED SCOPE OF CONSULTANT S WORK: 0 For continuous footings,use dowel within 6"of ends, corners,and intersections and at 48"OC max General.Provide ad rem support to all walls roofs,beams,columns, and floors during Material.All sawn framing lumber,not including beams,posts, and columns shall be S Pine Fir Hem HOME S AND COMMUNITIES Consultant.The consultant in responsible charge of the work indicated herein is Tim K.Garrison,P.E., adequate lm�'Y lip° � g spacing. Dowels to be centered on stemwall. g g Po pence ' doing business as ConstructionCale Inc.,hereafter indicated as"CCI." construction.Design of same is not included herein.Contractor or owner should check all temporary- Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all 0 For pad footings,use two dowels spaced 8"apart,centered on footing.If dowel is too long to fit in moisture content less than 25%. Scone of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- temporary and/or permanent support systems. footing,use 90-degree bend as necessary to provide 2"cover at top of footing, family residence as follows: General Constnrction Predrill all nail holes where required to avoid splitting.Connect all wood members Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay Slabs on Grade. Subgrade below slabs shall be similar to the above.A layer of free draining material and a per the Plans and applicable building code. Where Structural Plans do not specifically address a structural *This model was analyzed previously by CCI.Certain foundations,beams and columns did not change and to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls suitable vapor barrier(designed by others)are recommended for all interior slabs, element,construct said element per minimum building code. are approved herein by inspection.The previous analysis was CCI job no.t14055,6/30/14, sealed by Tim that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall Footing Drains Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished Beams and Posts.All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, K.Garrison,PE. until such horizontal diaphragms are in place and properly connected to the retaining wall. grade,shall be provided at the base of all footings and retaining walls which will have earth placed against except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No.2 or better. *This analysis is for the Lowman model versions Coastal 1 and Coastal 2. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: them.Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise Giulams,PSLs, LVLs, etc. shall be per Prefabricated Wood Products section below. *This analysis may be used for any such models constructed in the Landed Gentry 48 North community in Geotechnical Report: CCI is not aware of a geotechnical report for this project_CCI strongly recommends specified. Multiple Ply Members. Anacortes,WA_ that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. STANDARD CONCRETE: *If any variation(s)to the above models is/are made,an addendum to these calculations is required. Soils analysis and gaotechnical engineering are not a specialty of CCL CCI depends on others for the Trimmers,King Studs, Headers.Where more than one 2x is placed against another and used as a multiple capacity, liquefaction Standard Concrete, Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of Pc= ply king stud,trimmer,or header,connect all plies with 16d at 4"OC, staggered. provision of soils data,which includes but is not limited to: allowable bearingea ci li efaction 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic Maximum CCI takes responsibility only far items specifically addressed in our drawings and calculations. Constructed bet,slope stability,active and passive lateral pressures, internal friction angle,and cohesion. In the p p Beams, Columns. Where more than one 2x or LVL or LSL is laced against another and used as a multiple potential, � h'> � P water/cement ratio shall be 0.45.All materials shall be th accordance with ACT 318,latest edition. 1 beam or col P &gins P items not specifically addressed herein shall be built per minimum code. absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes Mixing ply column,connect all plies with glue and 2, l6d at 4 spacing. and placing of all concrete to be in accordance with IBC and ACT 304, latest edition. no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of Glue.Where specified,wood glue shalt be commercial grade with minimum shear strength of 450 psi at 28 LOADS Admixtures.Indus recognized and approved admixtures affecting set ' flowabilit and/or Following are the loads used for the subject design 1 analysis: any kind. �` � pp g �' y, days.Use Liquid Nails I,N-940 or equivalent.Prep and apply per manufacturer's recommendations. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway waterproofing may be used provided the strength and durability of the concrete is not adversely affected. 0 Roof live:20 psf, o Exterior wall dead: 10 psf specifications for imported road base or sub base;or use sand or other clean granular materials no larger Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Window and Door Openings. o Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf than pea gravel.All.structural fill must be compacted per the following section. Header. Use header size shown on Structural Plans.May use larger of same material.All headers shall be 0 Roof snow:25 psf 0 Seismic Factors: Ss--- 1.10, Sl=0.437 Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a O Floor live:40 psf 0 Seismic Des Category: "D" Non-Structural Fill:"Non-Structural Fill"is soil(native or imported)without:organic materials;rocks and corresponding reduction in cement content.Any such concrete shall obtain at least the strength and installed with then �dimension the b vertical.If header is less than 3 inches wide 16d a single s a single g ry: LVL)use a flat 2x nailed to the bottom of header in an L configuration with 16d at 4"max spacing. If no O Floor dead: 15 psf 0 Wind Exposure `C',3-sec gust: 120 mph, lumps greater than 3"in any dimension;trash;and the like.If used as compacted fill, it must be compacted durability characteristics as St,=a wd Concrete listed above. header is specified,the wall is assumed non-load b spec ed, caring and wall top plate may serve as the header. O Deck live:40 psf 0 Assumed allowable soil bearing pressure: per the following section. CONCRETE REINFORCING: Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each O Deck dead: 10 psf, 1,500 psf. Compaction:Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or Strength, Splicing,Bending. Reinforcing bars(rebar)shall be grade 60(Fy=60 ksi)or better,unless opening shall be individual members with full-height king studs between them.Each header shall use the impact)methods. otherwise specified in the Plans. All reinforcing shall be spliced,detailed,bent,and supported in number of king studs specified in Structural Callouts. SINGLE PROJECT: In paved areas and under structures,use structural backfill compacted to 95%relative compaction. accordance with applicable ACI code. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the The calculations, drawings,notes, specifications,and/or tables prepared by CCI are valid only for the in non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps,and organic BOLTS AND DOWELS IN CURED CONCRETE: end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with project indicated herein.These documents are not valid,are not applicable to,and shall not be used for any matter.,compacted to 92"/a relative compaction. General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer minimum 12"length on the header and 12" length on the top plate beyond. Strap may be on top,inside, or other project at any location other than 48 North,Anaeortes. outside of wall. COMPETENT CONSTRUCTION PERSONNEL!SAFETY: Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes,etc.)use techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any structural fill around the structure.Carefully place and compact to 95%relative compaction under and edge or end of concrete=3"from hole centerline unless otherwise specified. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts.Concealed flange hanger of similar Only competent personnel familiar with construction and safety practices germane to the project shown around all pipes. Existing Reinforcing.It is important that no existing rebars are drilled or cut during rotohammer operations. bearing length and capacity may be substituted for trimmer. herein should be employed to assemble and construct the work. When roots, rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact Location of existing reinforcing bars may be by non-destructive methods(pachomcter,radar,or similar). King Studs.Use size(or larger)per Structural Callouts.These must be fiill height,bottom plate to top plate, Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. per the above. Washers. Use 3"0"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with IE diaphragm to diaphragm. Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the Foundations Footings on Soil: All footings and foundations to bear on undisturbed existing soil or plate washer under the nut as allowed by the IBC.At non-mud sill locations,smaller washers may be used. Anchor Bolts. finished as-built condition of the structure and related systems. structural fill. All organic and deleterious material beneath footings and foundations to he removed and Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Shear wall anchor bolts connecting mud sills,use 5!8"diameter x 8"min embedment at the spacing shown replaced with structural fill. Bottom of footings to be below locally prescribed frost zone,not less than 12". Non-Epoxy Systems.Use Simpson Titen III)where shown in the Plans.These anchors may be used to in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3" x 3"x.229"steel Foundations.Footings on Rock: Where footings bear on rock,clean the rock free of din, moss,debris, or resist tension loads and shear loads. Install per manufacturer's recommendations, washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end, other deleterious substances.Place concrete directly on cleaned rock. Where rock is sloped less than 3:1 Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-sec specifications in Enoxv Systems, For bolts, use Simpson epoxy-tiessho bolt system with ET-HP el SET high strength epoxy, previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at {18 degrees},no dowels into rock are necessary. with zinc plated, A307 `all-thread' bops as shown in the sketches. For dowels,use ET-HP or SET high y the same spacing specified for wet set anchor bolts. Non-shear vmll anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and Engineered Wood—General.These products must be provided,stored,and installed in accordance with comers and shall be fitted with 2"steel plate washers.Use either 1/2"diameter x 8"min embedment wet- manufacturer's recommendations.Failure to do this may void the warranty and diminish load carrying set,or 1/2"Titen HD with 4"min embedment. capacity.Any nationally-recognized brand that meets the below specifications is acceptable. Non-shear wall anchors may be 0.145"diameter powder-actuated pins with 1-1/2"min concrete I•beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete embedment,at 16" OC,unless otherwise shown . with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when manufacturer. directly exposed to weather.Pressure treating chemicals shall be inert,or otherwise non-reactive with metal PSL(Parallel Strand Lumber)and Versa-Lam.Where called for,use minimum 2.QE,2,900 psi minimum connectors(including nails,bolts, framing connectors,etc.)or structural steel members. allowable bending stress. In certain cases non-pressure treated lumber may butt against concrete.In these cases use a layer of heavy, LVL(Laminated Veneer Lumber).Where called for,use minimum 1.9E,2,600 psi minimum allowable asphaltic-treated construction paper between wood and concrete. bending stress. Blocking./Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or LSL (Laminated Strand Lumberl. Where called for,use minimum 1.3E, 1,700 psi minimum allowable blocking at 8'OC max.in joist or rafters without continuous plywood diaphragm connection on the top . bending stress. Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer Glue-Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial post, column,or other concentrated loads through the floor to the supports beneath. appearance grade,manufactured by an AITC approved fabricator. Store and install in accordance with Bolts.Unless otherwise specified:Use washers on all bolts;tighten all bolts to a very snug wrench tight manufacturer's recommendations. If these span continuously over one or more interior supports or are condition; use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in cantilevered,use 24F-V 8 DF/DF. If visually exposed to interior living space,use Architectural Appearance steel drill holes VI6"larger than the bolt diameter. Provide the following minimum edge distances between Grade. centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: Plywood or OSB Shear Walls.All shear walls shall be positively connected to horizontal diaphragms or slabs at their tops and bottoms per the Plans and Callouts.Wall sheathing may be either Oriented Strand 5/8 inch diameter bolts................... 3 inches Board OSB I( )or plywood ood approved for use as lateral-resisting sheathing by an APA-approved manufacturer. 3/4 inch diameter bolts................... 3.75 inches Store and install in accordance with the recommendations of APA and IBC for shear resisting vertical wall 1 inch diameter bolts......................4.75 inches sheathing. Minimum distance between edge of bolt and any edge of steel plate(angles,gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts.All lag bolts greater in diameter than IX'shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively,900%of the root diameter of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS- : Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation:The Contractor shall install all prefabricated items in strict accordance with the manufacturers recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be R galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and L O q V I V I A N /or alternate connector. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation STRUCTURAL procedures,blocking,bracing,etc. NOTES & DETAILS JOB No: LOWMAN DESIGNED: LG DRAWN: JR DATE: 5/11/2017 SHEET S -2 WA