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BLD10-060
CONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCELNO. —_ 994100003 PERMIT NO. BLD10-060 ISSUED DATE 04/06/2010 EXPIRATION DATE _ 10/03/2010 ADDRESS 810 TAYLOR STREET CONSTRUCTION TYPE V-B OCCUPANT LOAD OWNER ENCLOSURES LLC WA PROJECT DESCRIPTION New SFR-Unit #3 Secret Gardens CONTRACTOR TOWNSEND BUILDERS LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP DATE COMMENT EROSION CONTROL _ FINAL PUBLIC WORK SETBACKS SURVEY PINK. FA J sel. FINAL BUILDING FOOTING a NG 7 UFER —_ Ya 10 ; FOUNDATION WALL [3 |%x/p FOUNDATION DRAIN ce bho . “Priogane Shwe. | rand. Vg Yi SLAB von Serer Anes MISCELLANEOUS Kategen iz, She SHEARWALL & HOLDOW FRAMING Sas AIR SEAL LD Yih, PLUMBING aot 1] MECHANICAL JEST GASUBK CV 4-b-1U INSULATION cea [AAT MORES TE Neeley GWE MATL obec, Sl] SH Perf TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER (S- OO OWNER tw sserey LOX JoB LOCATION _ BIO ~Tauloe, Inspection of this structure has found the following violations: A lew on. Uti ae witled @- S-d_ Coste na or Av Wwalh ws @ 7?“ we Oo” VA J BK we Anat pul Mar avers ar ape +o Ao WispecMsvn = L af — —~S i _ You l. hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date \- 2N-t ( Inspector__| Vee DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE _)67 BLD 1O- 0 &O Lupos 0 mx? iy o*f/ City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION Name of Property Owner: EnaluosSuvtS LLC Mailing Address: lod0 Madison Svea Purr TOwmnsenda, WA AF 3UvU% Telephone: BZyo- Zo\- 25882 Property islocatedin: secyverGaardevy Cattemes Candd — dait 3 Addition: Block(s): Lot(s): Faces/Access is from: TAY lorm ST. Parcel Number AAY 1OO O9 iS Directions to the Property (draw vicinity map on back) QpRRESsS ASSe ioNed tT Arr Rove oF ENTIIZE Cottage Nousing DEVELOPMENT - - 13-06 If this is a new ADU, has a building permit been applied for? ___Yes ___No Date: Notes: v ADDRESS NUMBER ASSIGNED: _¥\O “Voulo” Stveet Date of Approval: ra 5 |B- Of tft 31 M&A For Department Use Only: Application Fee Received ($3.00): Date: Copy to: 0 Finance 0 Fire Dept O Post Office O Sheriff O Police O GIS QO Public Works ODSD database _ 0 Assessor’s Office P:\DSD\Forms\Building Forms\Application-Address Number.doc ; 2/5/09 _ CONSTRUCTION PROGRESS RECORD | CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO.-. 934100003 PERMIT NO. BLD10-060 ISSUED DATE 04/06/2010 EXPIRATION DATE 10/03/2010 ADDRES 810 TAYLOR STREET CONSTRUCTION TYPE V-B OCCUPANT LOAD OWNER ENCLOSURES LLC WA PROJECT DESCRIPTION New SFR-Unit #3 Secret Gardens CONTRACTOR TOWNSEND BUILDERS LENDER INSPECTION INSP DATE COMMENT INSPECTION INSP ATE COMMENT EROSIONCONTROL |, ce FINAL PUBLIC WORK |W\\k ane Tew CHET PPR L_/sey Aad SETBACKS SURVEY PIN Kik x H/o 0) FINAL BUILDING wk [M3 fe FOOTING ee Meee UFER ES |B | FOUNDATION WALL _ =< [y/, | | - FOUNDATION DRAIN wills/SHeord SLAB oe MISCELLANEOUS . SHEARWALL & HOLDoWIZeA | oft FRAMING ek Yi AIR SEAL CBI Ay PLUMBING tPA MECHANICAL FS Yeh LY IT Le JC ale 12, INSULATION ES YA Usps 2-2\ Qaeda RY GWB ¢/ oy WWM GL TO REQUEST AN INSPECTION CALL (360) 385-2294, INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. ann __ pABUTY x=Ty] ZLOZISL/OL i aa | prety xery] ctozsc or] pray xary] zioeeztco| dav] aan | ___Pratry xary| ctoweeeo| dav i oan pasty sary] clozezico] adi | Tt “|. peBuy xery| lozezieo| da re ee fee aes 4 MASE ae sh ssaao1d 03 (s)Aep [Z -jéN jé409 | isseiddng TYNIAT SMEIS ZLOZ/SL/OL| eC smeIS fisems at © a ea Na] ieee s) OLOz¢SO/r0] peaciddy aze qT ZL0Z/6Z/01| tonay 3seT fe : ajajduros Ayfesnnyaa y 1-y] Suru0z mai ) ae c# WUQ sammy) eweN welorg = Z[OZ/SZ/O1]PPS%1D HPA «= OL OZ/LI/E0| PEHMANS aed ———— 1 aqeqenss-oy S*~S« Q-TIP, ayeq wonendcy IAG a U1 p0-O1 dir] # dy ee PO PG GT CP WP OP WP OP OP PE CROP EE IED EES EE PN ERE ELLER OP LEAS EO EE IE “ol etatstat ete! os Hupjyes) WUNId 84; (me f “| FS coPy i__j bie ws CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT 250 MADISON STREET — SUITE 3 PORT TOWNSEND, WA 98368 PHONE (360) 379-5082 FAX (360) 344-4619 RESIDENTIAL CERTIFICATE OF FINAL INSPECTION Appress: 810 Taylor Street PARCEL NUMBER: Unit#3__ Secret Gardens BUILDING PERMIT NUMBER: _BLD10-060 PERMIT APPLICANT: Enclosures LLC WA. This form, when signed and dated by a City of Port Townsend building inspector, certifies that the work performed on the structure named above, under the specific permit listed, conforms with the requirements of the City of Port Townsend Municipal Code. a Inspector Signature: is, = Date: 10-31-12 CONSTRUCTION PLANS ARE REQUIRED BY LAW TO BE KEPT ON FILE BY THE CITY FOR 90 DAYS AFTER THE DATE OF FINAL INSPECTION. AFTER THE END OF THE REQUIRED 90-DAY TERM, PLANS NOT PICKED UP WITHIN 30 DAYS MAY BE DESTROYED. PERMIT #_ RUD1LO—-OU O CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG DATE RECEIVED. O2-—\S~\0 Vy SCOPE OF WORK: New SER Secret Gavilens Condo Unit ces DATE ACTION INITIALS 2-\S~tO | ENTERED INTO CHET mw 3~\<— © | CHECKED FOR COMPLETENESS Mv. 2-11-13 |Addyess ASSN NEA TAL Covuacqe DSF % YW)» Blo TWulee =F. SE 4.5/0 Plana rire Completes = SIA Zoning: C1 wl] Wane AG. Appr ava ‘ Zz Setbacks OK? D1 EOWA Thy Laie (Ne. Dee (omrtac AGG. Apeeve . \O Btwn LOTACE Lot Size: Ck ~ COnsr>O One. (5.352 BP wot ‘ Building Size: G50 Foray Os AA Ee CLG dS DoS CASLE 3 fate A Lot Coverage: [7° o o€ pares VZCW Let Ot. S FAR OK? Oe. C Height OK? DATO" Of TS ove Le in COAL Agee, L Parking OK? [2 pee OM —PRTZUBA C Critical Area? Nive . Demo? re ( Historic Rev? if). vi Notice to Title? | Nii Lots of Record? |W V Richard Berg Architects, °c. 719 Taylor Street Port Townsend, WA 98368 richard@richardbergarchitects.com Phone: (360) 379-8090 Fax: (360) 379-8324 March 1", 2010 | > CEIVE sane . TES! EGISTERED Gravity & Wind Loads Fo 1.11 R Secret Cottages, Unit 3 U Ui 15 2010 810 Taylor St. | RICHARD CN. RERG Port Townsend, WA CITY OF PORT TOWNSEND STATE OF WASHINGTON 98368 DSD | WIND LOADS WALL LINE 3 USE SHEARWALL 350 MSTC40 & STHD10 HOLDOWNS WALL LINE A USE SHEARWALL 350 MSTC28 & STHD10 HOLDOWNS BEAMS & HEADERS A. RIDGE BEAM 5.125 x 13.5” Glulam 24F-V4 B. ROOF WINDOW HEADER (3) 2x8 DF #2 C. ROOF WINDOW HEADER (3) 2x10 DF #2 D. UPPER FLOOR HEADER 4x10 DF #2 E. UPPER FLOOR BEAM 3.125 x 9” Glulam 24F-V4 F. UPPER FLOOR HEADER (2) 2x8 DF #2 G. UPPER FLOOR HEADER (2) 2x6 DF #2 H. UPPER FLOOR HEADER 4x10 DF #2 J. UPPER FLOOR BEAM 4x6 DF #2 K. LOWER ROOF BEAM 4x8 DF #2 L. PORCH ROOF BEAMS 6x8 DF #2 M. MAIN FLOOR BEAM 4x12 DF #2 3.125x9" GLULAM 24F-V4 N. MAIN FLOOR BEAM 4x12 DF #2 3.125x9" GLULAM 24F-V4 P. DECK END JOIST 2x8 DF #2 Q. PORCH FLOOR BEAM (3) 2x8 PT hem-fir #2 R. MAIN FLOOR BEAM 6x10 DF #2 3.125x9" GLULAM 24F-V4 JOISTS & RAFTERS DECK JOISTS 2x8 PT hem-fir #2 @ 16” 0.c. FLOOR JOISTS BCI-5000 1.7 x 9.5” RAFTERS 2x12 DF #2 @ 24” o.c. FOOTINGS FOOTINGS 1, 2 & 3 32x32x10” deep w/ (4) #4 bars E/W PORCH FOOTINGS 24x24x8” deep (no reinforcement) “FILE COPY Footing Design [ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:30 PM Project. SECRET GARDEN UNIT 3 - Location: FOOTING "2" Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. EAV / (4) min. Footing Loads: Live Load: PL= 6162 Dead Load: PD= 1672 Total Load: PT= 7834 Ultimate Factored Load: Pu= 11866 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 Concrete Compressive Strength: F'c= 2500 Reinforcing Steel Yield Strength: Fy= 40000 Concrete Reinforcement Cover: c= 3.00 Footing Size: Width: = 2:8 Length: = 2.5 Depth: Depth= 10.00 Effective Depth to Top Layer of Steel: = 6.25 Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 Column Depth: n= 4.00 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1253 Effective Allowable Soil Bearing Pressure: Qe= 1375 Required Footing Area: Areq= 5.7 Area Provided: = 6.25 Baseplate Bearing: Bearing Required: Bearing= 11866 Allowable Bearing: Bearing-Allow= 47600 Beam Shear Calculations (One Way Shear): Beam Shear: Vul= 3461 Allowable Beam Shear: ve1= 15938 Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 Punching Shear: Vu2= 10480 Allowable Punching Shear (ACI 141-35): vc2-a= 65344 Allowable Punching Shear (ACI 11-36): ve2-b= 88188 Allowable Punching Shear (ACI 11-37): vce2-c= 43563 Controlling Allowable Punching Shear: vc2= 43563 Bending Caiculations: Factored Moment: Mu= 44496 Nominal Moment Strength: Mn= 169665 Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 Steel Required Based on Moment: As(1)= 0.20 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.60 Controlling Reinforcing Steel: As-reqd= 0.60 Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. #4 Bars @ 7.00 IN. O.C. EW / (4) Min. As= 0 Ld= Ld-sup= 79 15.00 12.00 Footing Design | 2006 International Residential Code (05 NDS) } Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:30 PM Project: SECRET GARDEN UNIT 3 - Location: FOOTING "3" Summary: Footing Size: 2.67 FT x 2.67 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 6757 Dead Load: PD= 2163 Total Load: PT= 8920 Ultimate Factored Load: Pu= 13407 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 Concrete Compressive Strength: F'c= 2500 Reinforcing Steel Yield Strength: Fy= 40000 Concrete Reinforcement Cover: c= 3.00 Footing Size: Width: = 2.67 Length: L= 2.67 Depth: Depth= 10.00 Effective Depth to Top Layer of Steel: = 6.25 Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 Column Depth: n= 4.00 Bearing Catculations: Ultimate Bearing Pressure: Qu= 1251 Effective Allowable Soil Bearing Pressure: Qe= 1375 Required Footing Area: Areq= 6.49 Area Provided: = 7.13 Baseplate Bearing: Bearing Required: Bearing= 13407 Allowable Bearing: Bearing-Allow= 47600 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 4088 Allowable Beam Shear: ve1= 17021 Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 Punching Shear: Vu2= 12035 Allowable Punching Shear (ACI 11-35): vc2-a= 65344 Allowable Punching Shear (ACI 11-36): vce2-b= 88188 Allowable Punching Shear (ACI 11-37): vce2-c= 43563 Controlling Allowable Punching Shear: ve2= 43563 Bending Caiculations: Factored Moment: Mu= 53694 Nominal Moment Strength: Mn= 170108 Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 Steel Required Based on Moment: As(1)= 0.24 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.64 Controlling Reinforcing Steel: As-reqd= 0.64 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. EAW/ (4) Min. Reinforcement Area Provided: As= 0.79 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld-sup= 13.02 Note: Plain concrete adequate for bending, therefore adequate development length not required. TYWine LOADS — Exrosuke a 20572 /10' = 226 sie Use SHEARWALY SS FO 22 Be xe (verter Wer) —s BO» Use. mote as & STHMDIO! - (0.1) (eb - (0 +4 5) whe Venn AS co a Nev bn navt \ess Aen 3 / 9 is Y Ph | Y a) yA mz A ~— 9 : . i oa T.O. SUBFLOOR_J & ~~ 3/O x G \ L SI I] IRS ba : ] Nit TPS bs aS LU Lh TA A! i Sh = AT J = N 5 = S SS OW a AH LS Re Ll jh | IN Oh =z : TINS !1SO i | | IN] ay Qs fe) i LIN RZ a Ta i ANT EN! (-S N a i NI I STS A ims —_,%s i co r aa &) \2b% x 12.42 1625 # @) (3) 2/0 x 3/6 DOUBLE HUNG WEST EL EVATION SCALE: |/4"= | "CE" Py = A L Ww Y, sO om ~ a Veso ME 4 Peo E)= 10-2 NOTE: WINDOWS AND GLAZED DOOF HAVE A MIN. U-FACTOR OF © CASEMENT Oxo 4/0 x 4/0 OPERABLE SKYLIGHT © RICHARD BERG AR: —- EXPOUReE TF {6TS, P.C. 2010 a. SEN SHINGLE — \\ROGFING. aa An \ *s WI N D O W R. O . ee e ”~ } ao | Te . 4 apgelas's 212 HIF CAA TE Hehe Later 4 : mt akan = 2 hO : — NIA a | S| Ean [| x[O- | ae mS x wy : MN i T 7 1 TEs | (3) 2/0 x 5/0 DOUBLE HUNG UTH ELEVA 4/0 x 2/0 CASMENT TION -E: |/4"= |'-o" DATE: 2/22/2010; SCALE: |/4"=|'-O" rg a r c h i t e c t s . c o m RI C H A R D BE R G AR C H I T E C T S , P. C . 31 4 - 2 5 2 4 11 4 TA Y L O R ST R E E T PO R T TO W N S E N D , WA 98 3 6 8 PH O N E : (3 6 0 ) 31 9 - 2 0 9 0 FA X : (3 6 0 ) ri c h a r d é r i c h a r d b e : SO U T H EL E V A T I O N UN I T 3 BI O TA Y L O R ST PO R T TO W N S E N D , WA 48 3 6 8 SE C R E T GA R D E N CO T T A G E S Footing Design [ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:30 PM Project: SECRET GARDEN UNIT 3 - Location: PORCH FOOTINGS Summary: Footing Size: 1.5 FT x 1.5 FT x 8.00 IN * Footing has been designed without reinforcement Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Footing Size: Width: = Length: = Depth: Depth= Effective Concrete Depth: = Column and Baseplate Size: Column Type: Column Width: m= Column Depth: = Bearing Caiculations: Ultimate Bearing Pressure: Qu= Effective Allowable Soil Bearing Pressure: Qe= Required Footing Area: Areq= Area Provided: = Baseplate Bearing: Bearing Required: Bearing= Allowable Bearing: Bearing-Allow= Beam Shear Calculations (One Way Shear): Beam Shear: Vui= Allowable Beam Shear: ve1= Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= Punching Shear: Vu2= Allowable Punching Shear: ve2= Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= €S 0 6 - S e e O9 E ) KY S 15 0 6 - S 8 E (0 9 6 ) Tm CN i s n é o ) z= , 31 v 9 S au 48 OO (— on ) | Aw N n O o 46 2 9 “O N 3I V O U U L G O WI N G U E "H SI N Y ) SZ E B 6 "Y M ‘N N O Y H I H S | ~~ ‘o P ‘c z rj SO 8 Na N me # wr ‘2 9 5 XD 39 1 4 4 0 18 0 d “O N F U V H en j o u ca i n e wn a e s 1H SN BO L " G6 E E B E “V M “A D O N O V H 10 d un e ‘v o u nn o v W N D $6 1 wa L v O S T c 94 3 s aa v H o l 91 9 26 % 38 CR U 30 1S N O R Y BA L LV TS T 30 M W TP I T J 0 00 8 ao e a ae er a r a m we 36 SN I G A N N S GN V 1 IW N O I S S 3 I 0 8 d os ow g e 7 s c 0 8 0 TW wo mr Re hr © ma r e ms o o s y yo s aT ‘S U N G N G U I N O Z Y SH I HU M po e e m a s o NI NO L L O 3 Y I I . 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L O N T H S W M ‘A L N N O O NO S w a a s a r 40 3M AB 30 ¥ W A3 A U N S V SI N I S 3 Y A S Y AU I Z Y Y O D YN SI L SL V O L L L Y A D SY O A R A W N S ; —— V S T S A G z= WH ML E “N C L TS CS T SN Se o n Ss 7 OF il e we v e sh iS on u s al g Zt S GA O W O R JH E Re n e e co e Y on e ¢ is ) “l s - | 7 “e C “ : = 2 | E i 5 —_ _ _ + ] SN M RW O N N O E LI N —— = = | = wr wa e LI ES 22 ay bh i & “8 9 “O d “S A G A U N S “E Z IC A NI GO O : id § 78 26 Sr in we a es A we so t ea n on s i = ts WG n U e , GI W I S av ¥ wa s t z/ O & is } ; "T e TO A Nt GN G E E sn e h a 3s Te L o e ¥, a i aa a a Se a s ca 0 8 en a7 e 3 pe e | By aa n a ‘ Ri co er c e e t n d t e e e s s e d a / | oe ra a e n e e s on t SO A E R E co c a i, “a g am e Ss ] a) LL wi g uP NO L O N I H S V M “A L N N O O D NO S u a d d a r l “W M “M T U “O N O€ “A M L ‘7 ‘O A S ‘b / l ‘A ' S AH L AO NO L L U O d V WN I N I N O C G N O O V SH O V L L O O NI C U V O LA Y S D ST E Tl oN. «OTT NAGS AIDES pry AiuneD LOE) J0¢ City Zee eats $94 €. a 8 he sz ‘og & 0k eSzSvs CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3 (360) 379-5095 FAX (360) 344-4619 FINDINGS OF FACT, CONCLUSIONS, AND DECISION DATE: February 5, 2008 SUBJECT: Cottage Housing Design Review, Permit No. LUP07-100 Secret Garden Cottages by Richard & Kristin Berg PROJECT DESCRIPTION: Construction of a Cottage Housing project known as Secret Garden Cottages. The completed development would involve five new single-family dwellings combined with two existing single-family dwellings dispersed across a 25,000 square foot site. New on-site parking spaces, frontage improvements, and landscaping would be installed together with on-site drainage facilities. (Exhibit A — Cottage Housing application & Narrative; Exhibit B - Revised site plan, building elevations and color scheme). Review of the project is subject to the guidelines and approval criteria of the City’s Cottage Housing regulations (PTMC 17.34 & 17.46). A meeting of the Architectural Design Review Board was held on January 17, 2008. Notice of the meeting was mailed to adjoining property owners on January 2, 2008 (Exhibit C — Notice of Application). In addition to providing a time and place for the Design Review Board meeting, the Notice asked that any written comments be provided by January 29, 2008. Written comments received (Exhibit D — Public comments) and verbal comments at the Design Review Board meeting raised concerns about parking, added traffic, pedestrian needs, tree removal, the increase in density and visual concerns. With regards to parking, the project has sought approval of a departure from the standard Cottage Housing guideline that would require establishment of a single parking area. As noted in the Table below on page 14, the Design Review Board (DRB) has recommended unanimously the proposed parking configuration which provides 12 on-site parking spaces for the 7 units. The parking is more or less evenly distributed along each of the 3 road frontages that abut the site. Landscaping and/or screening for the 4 car parking area serving Units 5 & 6 is also recommended by the DRB. Concerns about added traffic and increased density do not take into account that given the overall size of the property (25,000 + sq. ft.), a total of 5 residences with 5 accessory dwelling units (ADU’s) could be built on the property. As proposed, the Secret Garden Cottages would result in a total of 5 additional dwellings, or 3 fewer units than the underlying zoning allows. Pedestrian and other frontage improvements commensurate with the project size will be required as part of the subsequent Binding Site Plan approval. Visual concerns about the project are mitigated for through application of the cottage housing design guidelines that specify the type & quality of exterior building elements. Several trees have been removed from the adjoining right-of-way, including those identified by a licensed arborist has being hazardous. New street trees will be planted along the adjoining rights-of-way. Cottage Housing Design Review The following table constitutes the DRB’s recommended Findings and Conclusions concerning project conformance with, departures from, the objectives found in PTMC 17.34, Cottage Housing Developments (Exhibit E — Requested departure narrative). Cottage Housing Design Objective for: Finding and/or Requested Departure: Staff Recommended Conclusion: Building Height Structures in cottage housing developments shall be designed to be single story or single story plus a loft. Because the base density is higher and building separation less than on typical residential lots, it is important to maintain a feeling of adequate light and open space by providing more restrictive maximum roof heights and roof proportion standards. I. The maximum building height permitted for structures in cottage housing developments shall be 18 feet. 2. The highest point of a pitched roof may extend up to 23 feet. Western portions of the site formally contained a tennis court that was 2-3’ below the existing grade of adjacent Taylor Street. As such, the deri of for Units 2&3 & 4. Ifapproved, the departure would allow these 3 units to have a 20’ average roof height (rather than 18”) with a highest point of the roof peak being 25’ (rather than 23). While the proposal could meet the guideline prescriptivel . Granting this request will allow these structures to have a better street facing presence typical for the Taylor Street neighborhood. With q@ootpedk) ese units will still be lower than many of the neighboring residences and well below the underlying R-II zone limit of 30’. Architectural Committee Finding Even with the departure, no view corridor will be impacted. The requested departure enhances the relationship of the buildings to the street. The committee recommended approval 3-0. Cottage Housing Design Objective for: Finding and/or Requested Departure: . Staff Recommended Conclusion: Exterior trim & roof eaves Cottage housing development structures shall be provided with substantial exterior trim elements consistent with traditional northwest cottage design and small home craftsmanship. Roofs in cottage housing developments shall have eaves to recognize traditional northwest cottage design traits to efficiently shed rain, and provide rain protection for exterior walls. Departures from these standards (exterior trim and eave requirements) shall be reviewed through the alternative design review: process. Alternative exterior trim and eave designs shall demonstrate a coherent cottage housing design based upon traditional design principles including weather protection. 1. Window and door trim with a minimum width of three and one- half inches shall be provided on all cottage housing developments Structures. 2. Eaves of at least 12 inches shall be provided on all cottage structures on at least two sides of each building. Where buildings are not square (one set of exterior parallel walls are longer than the other), the eaves shall be provided on the parallel walls that are the longest. Building elevations submitted with the application illustrate a mixture of exterior materials will be used, including hardi- plank siding, cedar shingles, wood handrails, trim and composite roofing materials. Roof lines for the proposed cottages have appropriate sized eaves that reflect traditional northwest design and will adequately protect exterior walls from adverse weather. Window and door trim widths are not specifted in the building elevations. Prescriptive adherence to the required width (3 % inches) can be made a condition of design review approval or the applicant may request a departure indicating what would be used. Other than non-conforming eaves on Unit 1, all other structures comply with the 12- inch eave width objective. Subject to certain conditions, the project will comply with the objective. Architectural Committee Finding The 2 existing houses do not have the required 3 '4 “ trim, nor does the cottage currently under construction. The 4 other cottages (Units 2, 3, 5 & 7) must comply with the guideline. for window and door trim width. Requested departure for the remaining units is denied, 0- 3. housing developments shall be provided with a covered main entry porch to create a private outdoor space protected from the weather and provide a transition from the interior private residential space to the semi-private outdoor space. Covered porches shall be usable both in design and dimension. I. Cottage homes shall have a covered main entry porch with a floor area measuring at least 60 square feet in size. 2. The floor of the covered main entry porch shall have minimum dimensions of not less than five feet in any direction (length or width). size. Their design ensures they are useable private outdoor spaces and offer excellent weather protection. They also provide an appropriate transition from the interior spaces to the outdoors. Existing Units 1 and 6 are non- conforming with respect to the covered porch objective; however, such non-conformity is permitted within cottage housing developments per PTMC 17.34.040. Unit 1 has been made more conforming through the recent addition of a small covered porch. The applicant’s plans show a similar treatment being applied to Unit 6. Units 2 & 5 are currently proposed with small covered porches of approximately 25 square feet in size, which would require a departure from the objective. The applicant believes that most outdoor interaction will occur largely on the rear decks of each unit. The applicant is open to discussion and direction from the committee on how best to meet the objective. Coftage Housing peste Finding and/or Requested Staff Recommended Objective for: . ; Departure: Conclusion: Covered main entry porches: initsySp4 & 7 Staff defers on making any All residences in cottage porches o formal recommendation for committee discussion. Architectural Committee . Finding The rear decks fulfill the intended goal. Departure for front porch entry size on Units 2 & 5S is granted, 3-0. Cottage Housing Objective for: Findin Staff Recommended Conclusion Street facing facades: The street facing facades of cottages in a cottage housing. development will contribute to the neighborhood by including attractive design details such as windows, changes in materials, and views of front doors or porches. The main entries of some cottages will be visible from the adjacent streets to provide a visual pedestrian connection with the surrounding neighborhood. 1. All cottages shall have street facing facades that avoid blank walls or appear to “turn their backs” to the street. All cottages shall include one or more of the following on-street _facing facades: a. Changes in exterior siding material and paint color; b. Windows which may include bay windows; and/or c. Building modulation with a depth measuring at least one foot. 2. At least one cottage shall have its front main entry door and/or front porches visible from each street frontage. The front doors of all units are oriented towards the adjacent streets. The building elevations indicate a pleasing mix of materials, window placement, changes in siding and shingles and building modulation. The applicant has submitted a proposed color palette which includes three (3) different collections of earth tone colors to be employed. Units 1, 4 & 5 would have one series of 3 colors, while Units 2 & 6 would have a different set of 3 colors. Wdnits'3%& 7 would be painted with a third set of 3 colors. BaymwWiidOWS will be used on the rear facade of ddaminsyB'4 & 7. Units 2 & 5 will have a 2 foot deep modulated “pop out” on one of their facades. The proposal complies with this objective. Cottage Housing Design Objective for: Finding and/or Requested Departure: Staff Recommended Conclusion: Lot Coverage: Cottage housing developments shall not exceed underlying lot coverage standards for the respective zoning district to maintain residential neighborhood character and the balance of. built structures to open spaces. 1. The maximum lot coverage permitted for all structures in cottage housing developments shall not exceed the requirements for the underlying zoning district contained in Table 17.16.030. Unit 1: house + garage + porch: 1281 sf Unit 2: house + porch: 825 sf i 4: house + porch: 810 sf Unit 5: house + porch: 825 sf Unit 6: house + proposed porch: 1240 sf Unit 7: house + porch: 810 sf Bike shed: 170 sf Total: 6772 sf Lot area: 25052.5 sf Lot coverage = 27% The project complies with the design objective. The R-II zone would allow lot coverage up to 35%. Only 27% lot coverage is proposed. Impervious surface area — R-I zone limitation: Not applicable — the site is zoned R-IL. Not applicable. Cottage housing development building separation Structures within cottage housing developments shall observe minimum setbacks from other cottage housing development structures to avoid overcrowding the site and to maintain a sense of privacy within the cottages themselves. 1. All buildings within a cottage housing development shall maintain a minimum separation of 10 feet from cottages within a cottage housing development measured from the nearest point of the exterior walls. Accessory buildings shall comply with building code requirements for separation from noncottage structures. Each of the Units will comply with the 10-foot minimum - building separation. The project complies with this objective. — Cottage Housing Design Obiective for: Finding and/or Requested Staff Recommended peceve ne Departure: Conclusion: Cottage floor area: Structures | @@mitsi@, 4 & 7 each havea The project complies with the in cottage housing developments shall be designed to be single story or single story plus a loft. Residences in cottage housing developments are primarily intended for one- and two-person households and their occasional guests. Maintaining the maximum square footage of residences in cottage housing developments is | necessary to prevent overbuilding of the site and to not exceed available off-street parking. 1. The maximum ground floor area for an individual principal structure in a cottage housing development shall be as follows: a. For at least 50 percent of the units, the ground floor area may not exceed 650 square feet. b. For no more than 50 percent of the units, the ground floor area may be up to 800 square feet. c. The net total floor area of each cottage shall not exceed one and one-half times the area of the main level. feet. Units 2 & 5 each have a ground floor area of 800 square feet. Units 1 & 6 are existing non-conforming dwellings with respect to ground floor area; however, non-conforming dwellings are permitted within cottage housing developments per PTMC 17.34.040. objective. Cottage Housing Design Objective for: Finding and/or Requested Departure: Staff Recommended Conclusion: Yards — Building setbacks from exterior lot lines Exterior lot line building setbacks in cottage housing developments are based upon setbacks in the R-II zoning district. These yard setbacks are appropriate based upon the allowed density of cottage housing as well as the small size of the structures. Flexible setbacks are allowed per the discretion of the DSD and public works directors to obtain improved site design and to avoid impacting existing physical features on the site such as trees. 1. Front yard and street side yard on corner lots shall be 10 feet: a. Exception: The DSD director in consultation with the public works director may authorize the setback averaging from the public right-of- way. In such cases the setback average shall be 10 feet and at no point less than five feet where the location of all structures, landscaping and other improvements will not conflict with future improvements in the right-of-way. Fences may not be placed in the right-of-way and are subject to Chapter 17.68 PTMC. 2. Rear Yard Building Setback. The minimum rear yard shall be 10 feet, unless abutting an alley, then the minimum setback shall be five feet. 3. Side Yard Building Setback — Interior Lot Lines. The minimum side yard setback shall be five feet for interior lot lines. The applicant is requesting a setback departure for @initsew 2,9"& 7 that would allow them to be 5 feet from the adjoining TaylonSttest riphtofwaylMany of the other homes in the neighborhood pre-date current zoning setback rules which would normally require a minimum 10 foot setback. In addition, the applicant notes that the rights-of-way surrounding the project are unusually wide (73’). Finally, the applicant points to proposed legislation under review by the Planning Commission that would allow this type of reduced setback; however, this proposed Zegislation is not applicablé cannof be applied in the tasfant case. For this requested departure, the averaging provisions allowed in this Objective (under sub-section No. 1.a) are the applicable review criteria. Existing vy ion along Taylor Stre¢t/will has been preserved to the exfent practicable and a sidewalk can be installed without compromising the remaining trees. eS d or Waits 2,47 & 7. | Architectural Committee Finding Cottage Housing Objective for: Findin ecommended Conclusion Cottage housing development building separation Structures within cottage housing developments shall observe minimum setbacks from other cottage housing development structures to avoid overcrowding the site and to maintain a sense of privacy within the cottages themselves. I. All buildings within a cotta housing development sha Each of the Units will comply with the 10-foot minimum building separation. € project complies with this objective. Cottage Housing Design _ Finding and/or Requested Staff Recommended Objective for: . Departure: Conclusion: Common open space The project meets this Open space that is commonly objective. owned by all members of a cottage housing development is an important feature of aiy site design. It is intended that the open space be adequately sized and centrally located with individual cottage entrances oriented towards the open space. I.Common Open Space. A minimum of 400 square feet per cottage unit of common open space is required. Parking areas, yard setbacks, spaces. between buildings of 10 feet or less in width, private open space, and driveways do not qualify as common open space. 2. Proximity to Common Open Space. a. At least 50 percent of the cottage units shall abut a common open space, all of the cottage units shall be within 60 feet walking distance measured from the nearest entrance of the cottage along the shortest safe walking route to the nearest point of the common open space. The common open space shall have cottages abutting at least two sides. b. For the purposes of cottage housing, “common open space” shall be the central space that may be used by all occupants of the cottage complex. Each of the Units, both new and existing, will have entrances and decks that lead out to the central common open space. With 7 Units, a minimum of 2,800 square feet of open space is required. Open space area in excess of 5,000 square feet is provided. Each of the 7 Units abuts the common open space and are therefore are within 60 feet walking distance. The common open space is central to the Units and will contain several amenities including shared garden areas, interconnected walkways, hardsurfaced patio, bike and garden storage buildings 10 Cottage Housing Design Objective for: Finding and/or Requested Departure: Staff Recommended Conclusion: Private open space Each residential unit in a cottage housing development shall be provided an area of private open space. The private open space shall separate the main entrance to the cottage from the common open space to create a sense of privacy and shall be oriented to take advantage of solar orientation and other natural features to create a small but pleasant private yard area. The private open space may be separated from the common open space with a small hedge, picket fence, or other similar visual separation to create a sense of separate ownership. I. Each cottage unit shall be provided with a minimum of 200 square feet of usable private open space separated from the common open space by a hedge or fence not to exceed 36 inches in height. 2. No dimension of the private open space shall be less than eight feet. The applicant is requesting a departure from prescriptive adherence to this objective. Wooden decks are to be located on the rear entrance of each structure (rather than the main entrance), oriented towards the common open space (which is not necessarily the maximum for solar access on some of the units). The wooden decks range in size as follows: 4; 153 sq. ft. for Unit 7; 160 sq. ft. for Units 2, 5 & 6; 243 sq. ft. for Unit 1. Consideration might be given to additional deck features that might be designed to enhance the privacy of these spaces. So long as Unit boundary lines for the subsequent condominium map are drawn accordingly, small private entry garden areas can be made available for each unit. Combined with the rear deck spaces, total private open space for each Unit can be brought to the 200 square feet minimum. Border fencing and trellises will be employed to enhance private space from common spaces: Some locations indicate a fence height of 4 feet, which may need - to be lowered to 3-feet. Staff recommends approval of the departure so long as preliminary review of the Unit boundary lines for condominium map are reviewed prior to recording. The committee (and applicant) may want t¥explore the use of other deck fign fgatures that will add to the sense of privacy for these spaces (i.e. arbors, etc.). genue Architectural Committee Finding 11 Cottage Housing Design _ Finding and/or Requested Staff Recommended Objective for: : a Departure: Conclusion: Tree conservation A Tree Conservation plan has The project complies with this been submitted showing general objective. Cottage housing developments shall be designed to incorporate existing trees to the extent possible. New trees shall be located to create amenities in the common open space, private open space, provide shade where appropriate, to create separation between buildings when desired, and to screen and soften the perimeter of parking areas and street facing sides of cottage housing developments. 1. Preservation of existing trees, and/or new trees, shall be provided consistent with Chapter 19.06 PTMC, Article III, Standards for Tree Conservation. Native trees and other vegetation shall be preserved to the extent possible and the overall site design shall take advantage of the location of existing trees as well as natural openings or clearings on forested sites. location of existing trees both on the site and in the adjacent rights-of-way (Exhibit F — Tree Conservation Plan). It also indicates which trees would be retained and those that would be removed. The arborists report accompanying the plan inventoried each tree noting the species, size and general health along with a recommendation on retention. The report also specifies protection measures and offers suggestions for replanting trees in the rights-of- way that are being removed. It is appropriate for landscaping decisions in the common space garden areas to be determined by the future owners. 12 Cottage housing developments shall be designed to take advantage of open space and landscaped features to utilize stormwater low impact development techniques including natural filtration and on-site infiltration of Stormwater. 1. Low impact development techniques for stormwater management shall be used wherever __ possible. Such techniques may include the use of pervious pavers in parking areas and for walkways, directing roof drains and parking lot runoff to landscape beds, green or living roofs, and the use of rain barrels. 2. In the R-I zone, cottages shall be located so as to maximize natural stormwater functions. In this zone, cottages shall be clustered and parking areas shall be located to preserve as much contiguous, permanently undeveloped open space and native vegetation as possible. (Exhibit G — Stormwater Plan & Report) that includes the use of bioretention areas in the adjacent rights-of-way. On site, an underground stormwater tank will be placed in the common area so water may be pumped out to use for irrigation in the shared gardens. Overflow outlets from the tank lead to infiltration trenches sized to handle on-site stormwater as if the storage tank were not being proposed. The proposed means of addressing stormwater are considered low impact ae development techniques. The site is not in an R-1 zone so this portion of the objective is not applicable. Cottage Housing nee Finding and/or Requested Staff Recommended Objective for: Departure: Conclusion: Stormwater low impact A preliminary engineered The proposal complies with this development techniques: stormwater plan was submitted objective. 13 Cottage Housing Design Objective for: Finding and/or Requested Departure: Staff Recommended Conclusion: Approval of the departure Off-Street Parking Off-street parking space requirements for cottage housing developments shall be less than normally required for detached single-family residences. These reduced standards are based upon the cottages being smaller than average detached single-family homes and on average containing fewer occupants. Off-street parking shall be located and designed to be less visible from frontage streets than the cottages themselves. Off-street parking shall be designed to maintain a pedestrian character for the overall cottage housing development. Clustering parking to the side or rear of a cottage project will most often best accomplish these goals. However, on a site-specific basis, design solutions other than clustering may be found to meet this objective through the alternative design process. Parking areas shall be attractively landscaped to screen parking from adjacent properties and street rights-of- way and shall meet applicable The applicant is requesting a departure from this objective. Rather than cluster the parking as called for in the guidelines, the project seeks to have parking This is strategy is proposed due parking lot landscape standards located adjacent to each unit. to several factors unique to the request for dispersed parking, approval of screening measures subject to DSD review and for the parking area used by Units 5 & 6. property. These include being surrounded on three sides by developed streets and the general character of parking in Architectural Committee Finding the neighborhood (i.e. parking occurs in front of the house or in a minimal driv adjacent to the house). /4/parking spaces for using the existing driveway serving Unit 6. This parking area should be screened from the neighboring property to the north. The interspersing of cars for this location is appropriate, given the neighborhood pattern of parking. The proximity of parking and driveway to the front entrance of each Unit is a better solution than strict adherence to the guideline. The departure is approved, 3-0. - 14 heating/cooling equipment noise. A. Objective. Cottage housing developments should be designed| to minimize light and _ noise impacts both within the development and to adjacent properties. I. Where provided, exterior lighting shall be mounted as low as possible, pointed downward, and the light source shall be shielded from direct observation from above, adjacent properties, and public rights-of-way. Lighting “spillover” to adjacent properties shall be avoided. 2. Heating (and applicable) equipment for cottage housing developments shall be designed to cause little or no noise impacts within the development and to adjacent properties. To help prevent noise problems, heat pumps shall not be used for cottage housing developments. cooling, ifl each of the Units was not provided with the proposal but can be conditioned as part of the design review approval. Specific details on heating for the Units was not provided with the proposal but can be conditioned as part of the design review approval. A propane _ tank is shown on the site plan and presumably will be used by the Units for heating purposes. No use of heat pumps is proposed. wane are Design Finding and/or Requested Staff Recommended Aso or Departure: Conclusion: Exterior lighting and Details on exterior lighting for | To ensure compliance with this objective, exterior lighting and heating details shall be submitted for review by DSD staff prior to final building occupancy for each unit. Architectural Committee Finding When selected by the applicant, -exterior lights shall be reviewed and approved by a sub- committee. 15 Cottage Housiie Design Finding and/or Requested Staff Recommended Objective for: . ah Departure: Conclusion: Required separation of cottage No other cottage housing The project complies with this housing developments in the R-I\ ‘developments are within 1000 objective. and R-II zoning districts. feet or within one block of the Cottage housing developments in single-family zoning districts shall be separated from each other by a minimum distance to promote housing-type diversity, to reduce potential cumulative impacts of cottage housing development, and to help protect neighborhood character. 1. Each cottage housing development in the R-I or R-II zoning districts shall be separated from any other cottage housing development in the R-I or R-Il| zoning district by a distance of at least 1,000 feet or one block, whichever is greater. subject site. Based on the foregoing Findings and Conclusions, the design review application for Secret Garden Cottage Housing Development Permit No. LUP07-100 is hereby APPROVED subject to compliance with the following CONDITIONS: 1. The Secret Garden Cottage Housing development shall be developed in substantial conformance with the approved plans (Exhibits A, B, F & G) and as modified by the,canditons __ of approval below. With the exception of the departure sought for window and door trim width (3 % “ is the standard), all other requested departures are approved. The existing dwellings (Units 1, 4 & 6) are exempt from the trim width standard but the 4 remaining cottages to be built (Units 2, 3, 5 & 7) must comply with the guideline. Requested departure for the remaining units is denied, 0-3. Final approval for the project shall utilize the procedures of Chapter 18.20 PTMC, Binding Site Plans (BSP), except that an association, cooperative or other similar ownership technique may be substituted for the requirement of residential condominiums. The Binding Site Plan process shall establish any requirements for frontage improvements necessary to serve the development. Appropriate documentation of formal legal ownership of the development shall be reviewed by DSD as part of the BSP process and recorded with the Jefferson County Auditor’s office. 16 . Review of the Unit boundary lines for condominium map shall be reviewed by DSD prior to recording to ensure the appropriate private open space areas are provided to each Unit (200 sq. ft., inclusive of the rear decks). . All the cottages in this development may be used for residential use purposes only and may not be operated as transient accommodations. . The applicant shall prepare and submit to DSD review and approval screening measures for the parking area used by Units 5 & 6 prior to final BSP approval. . Exterior lighting and heating details shall be submitted for review by DSD staff for review by the review board sub-committee prior to final building occupancy. 4/, 6/0 Leonard Yarberry __ Approval Date Director, Development Services Department 17 y , f ” Richard Berg Architects, P.C. 719 Taylor Street, Port Townsend, WA 98368 360-379-8090 SHEAR WALL SPECIFICATIONS: Standard ext. wall: Max shear 180 plf (Qualifies for 4' Braced Wall Panel) GWB Shear Wall: Max shear 250 plf (Qualifies for 4' int. Braced Wall Panel) D.F. 2x4 or 2x6 framing @ 16” or 24" o.c. 1/2" CDX plywood or 7/16" OSB one side cont. down to 2x mudsill. 8d common or galv. box nails @ 6" 0.c. at plywood edges, 12" o.c. field No blocking at unsupported plywood edges. Anchor bolts: 1/2" x 10 @ 48" o.c. Nail 2x sole plate to rim joist with (3) 16d common nails per 16". Note: Install blocking at unsupported plywood edges @ sections of wall notated as "B.W.P." or Braced Wall Panel. D.F. 2x4 or 2x6 framing @ 16" or 24" 0.c. 1/2" min. gypsum board both sides. 5d cooler or drywall nails or 1-5/8" drywall screws @ 7" 0.c. Blocking @ unsupported drywall edges. Nail 2x sole plate to joist or blocking with (3) 16d common nails per 16”. Engineered shear walls with sheathing on one face: mm _— _-~ Shear Wall 350: Max shear 350 pif ee Shear Wall 450 Max shear 450 plf Shear Wall 600: Max shear 600 pif Shear Wall 770: Max shear 770 plf D.F. 2x4 or 2x6 framing @ 16" or 24" o.c. 1/2" CDX plywood or 7/16" OSB one side, cont. down to 2x mudsill. 8d common or galv. box nails @ 4" 0.c. at plywood edges, 12" o.c. field Block unsupported plywood edges. Anchor bolts: 1/2" x 10 @ 42" 0.c. Nail 2x sole plate to rim joist with (3) 16d common nails per foot. D.F. 2x4 or 2x6 framing @ 16" or 24" 0.c., w/ 4x4 or 4x6 stud @ all vertical plywood seams. 1/2" CDX plywood or 7/16" OSB one side of wall, cont. down to 2x mudsill. 8d common or galv. box nails @ 3" o.c. at plywood edges, 12" o.c. field 4x blocking at unsupported plywood edges. Anchor bolts: 1/2" x 10" @ 30" o.c. Nail 2x sole plate to floor framing w/ (4) 16d common or galv. box nails per foot. D.F. 2x4 or 2x6 framing @ 16" or 24" o.c., w/ 4x4 or 4x6 stud @ all vertical plywood seams. 1/2" CDX plywood (not OSB) one side, cont. down to 2x mudsill. 10d common or galv. box nails @ 3" o.c. at plywood edges, 12" o.c. field Stagger nailing into 4x stud at abutting plywood seams. 4x blocking @ unsupported plywood edges. Anchor bolts: 5/8" x 10" @ 24" o.c. Nail 2x sole plate to floor framing with (5) 16d common nails per foot. D.F. 2x4 or 2x6 framing @ 16" or 24" 0.c., w/ 4x4 or 4x6 stud @ all vertical plywood seams. 1/2" CDX plywood (not OSB) one side, cont. down to mudsill. 10d common or galv. box nails @ 2" 0.c. at plywood edges, 12" o.c. field Stagger nailing into 4x stud at abutting plywood seams. 4x blocking @ unsupported plywood edges. Nail 2x sole plate to rim joist with (7) 16d common nails per foot. Double rim joist below wall. Stagger sole plate nailing between rim members. Ax mud sill. Anchor bolts: 5/8" x 12" @ 36” o.c. Page 1 Richard Berg Architects P.C. 719 Taylor Street, Port Townsend, WA 98368 360-379-8090 HOLDOWN SPECIFICATIONS: General: Holddowns shall be placed at each end of each shear wall as called out on floor plans, and on either side of any interruption (door or window) in continuous shear walls. Sheathing = Holdown: Center the seam between upper and lower sheathing panels on the rim joist. Do Timbers = Holdown: —— 7 MSTC40: f Max force 2575# \ S. ao Serer: MSTCS52: Max. force 4050# STHD10: Max force 2990# STHD14: Max force 4430# PHD2: Max force 3610# PHD5: Max force 4685# PHD6: Max force 5860# PHD8: Max force 7120# HD10A eekdie een eae roe not locate the seam at the floor line. Nail both upper and lower panels to the rim joist w/ 8d common nails at 3" 0.c., and to top & sole plates per nailing schedule. Timber posts to be attached to foundation with STHD14 or STHD14Ru straps as called out for holdown type STHD14 below. (Nail strap to timber post instead of double. stud.) Simpson MSTC40 strap w/ 28 - 16d sinkers. Nail strap to double stud above and below floor framing. Alternate: PHD2 screwed to double stud above & below floor framing, connected with 5/8" all-thread, same locations. Simpson MSTC52 strap w/44°- 16d'sinkers7 Nail strap to double stud above and below floor framing. Alternate: PHD5 screwed to double stud above & below floor framing, connected : with 5/8" all-thread, same locations. Simpson STHD10RJ Strap tie holddown, nailed as specified to double stud. Min 1-1/2" from concrete corner. Alternate: PHD2 screwed to double stud, w/ SSTB16 anchor bolt, CN5/8 Coupler nut, and 5/8" all-thread through floor cavity. Simpson STHD14RJ Strap tie holddown, nailed as specified to double stud. Min 1-1/2" from concrete corner. Alternate: PHD5 screwed to double stud, w/ SSTB20 anchor bolt, CN5/8 Coupler nut, and 5/8" all-thread through floor cavity. PHD2 screwed to double stud. Connect with 5/8" all-thread to PHD2 below, or through floor cavity to SSTB16 anchor bolt with CN5/8 coupler nut. Anchor bolt min. 5" from end or corner of concrete wall. Alternate @ concrete: STHD14 or STHD14Ru, min. 1-1/2" from concrete comer. PHD5 screwed to double stud. Connect with 5/8" all-thread to PHD5 below, or through floor cavity to SSTB24 anchor bolt with CN5/8 coupler nut. Anchor bolt min. 5" from end or comer of concrete wall. PHD6 screwed to double stud. Connect with 7/8" all-thread to PHD6 below, or through floor cavity to SSTB28 anchor bolt with CN7/8 coupler nut. Anchor bolt min. 5" from end or corner of concrete wall. PHD8 screwed to double stud. Connect with 7/8" all-thread to PHD8 below, or through floor cavity to SSTB28 anchor bolt with CN7/8 coupler nut. Anchor bolt min. 5" from end or corner of concrete wall. HD10A bolted to 4x6 min. stud or post. Connect with 7/8" all-thread to HD10A Page 1 Roof Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:51 PM Project: SECRET GARDEN UNIT 3 - Location: RIDGE BEAM "A" Summary: 5.125 IN x 13.5 IN x 23.5 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 3.9% Controlling Factor: Moment of Inertia / Depth Required 13.33 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Camber Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cv=0.98 Fv’: Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 11.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= IN IN = L/339 IN = L/187 IN3 IN2 IN4 IN4 Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: RIDGE BEAM "A" Summary: 5.125 IN x 13.5 IN x 23.5 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 3.9% Controlling Factor: Moment of Inertia / Depth Required 13.33 In LOADING DIAGRAM VAL W¥ kw | Span = 23.5 ft Multi-Span Roof Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:07 PM Project: SECRET GARDEN UNIT 3 - Location: ROOF WINDOW HEADER "B" Summary: (3) 1.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 26.6% Controlling Factor: Section Modulus / Depth Required 6.44 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Roof Live Load: Roof Dead Load: Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load (Adjusted for Roof Pitch): Total Load: Point Load Live Load: Dead Load: Location (From left end of span): Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Fv: Adjustment Factors: Cd=1.15 CF=1.20 Cr=1.15 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 1.5 Ft from left support of span 2 (Center Span) DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= RP= L/ u RLL-2= RDL-2= Trib-1-2= Trib-2-2= BSW= Wall-2= WL-2= wD-2= wT-2= PL-2= PD-2= X-2= Fb= Fv= E= E-Min= Fc_perp= Fb'= Fv'= Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): IN IN = L/3147 IN = L/1709 PSF PLF PLF PLF PLF PSI PSI PSI PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Roof Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: ROOF WINDOW HEADER "B" Summary: (3) 1.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 26.6% Controlling Factor: Section Modulus / Depth Required 6.44 In LOADING DIAGRAM P1 Lo p —T > Center Span =3 ft Multi-Span Roof Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:10 PM Project: SECRET GARDEN UNIT 3 - Location: ROOF WINDOW HEADER "C" Summary: (3) 1.5 IN x 9.25 INx 5.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 12.4% Controlling Factor: Section Modulus / Depth Required 8.72 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Lenath: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Li Center Span Loading: Uniform Load: Roof Live Load: RLL-2= Roof Dead Load: RDL-2= Roof Tributary Width Side One: Trib-1-2= Roof Tributary Width Side Two: Trib-2-2= Beam Self Weight: BSW= Wall Load: Wall-2= Total Live Load: WL-2= Total Dead Load (Adjusted for Roof Pitch): wD-2= Total Load: wTI-2= Point Load Live Load: PL-2= Dead Load: ; PD-2= Location (From left end of span): X-2= Properties For: #2- Douglas-Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E-Min= Stress Perpendicular to Grain: Fo_perp= Adjusted Properties Fb’ (Tension): Fb'= Adjustment Factors: Cd=1.15 CF=1.10 Cr=1.15 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controiling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Areq= Moment of Inertia (Deflection): lreq= 1600000 580000 625 1309 207 6228 2511 57.08 64.17 18.19 41.63 42.24 296.79 IN IN = L/2353 IN = L/1265 LB LB LB IN LB LB LB IN FT FT FT :12 IN3 IN2 IN4 IN4 Multi-Span Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: ROOF WINDOW HEADER "Cc" Summary: (3) 1.5 INx 9.25 INx 5.0 FT /#2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 12.4% Controlling Factor: Section Modulus / Depth Required 8.72 In LOADING DIAGRAM P41 —7 > Center Span = 6 ft Uniformly Loaded Floor Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:42 PM Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR HEADER "D" Summary: 3.5 IN x 9.25 IN x 8.75 FT /#2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 2.7% Controlling Factor: Section Modulus / Depth Required 9.13 In Deflections: Dead Load: DLD= 0.03 Live Load: LLD= 0.13 Total Load: TLD= 0.16 Reactions (Each End): Live Load: LL-Rxn= 1575 Dead Load: DL-Rxn= 424 Total Load: TL-Rxn= 1999 Bearing Length Required (Beam only, support capacity not checked): BL= 0.91 Beam Data: Span: L= 8.75 Unbraced Length-Top of Beam: Lu= 0.0 Live Load Defiect. Criteria: u 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 3.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 6.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: WwL= 360 Beam Self Weight: BSW= 7 Beam Total Dead Load: wD= 97 Total Maximum Load: wl= 457 Properties For: #2- Douglas-Fir-Larch Bending Stress: Fb= 900 Shear Stress: Fy= 180 Modulus of Elasticity: E= 1600000 Adjusted Modulus of Elasticity: E-Min= 580000 Stress Perpendicular to Grain: Fe_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1080 Adjustment Factors: Cd=1.00 CF=1.20 Fv’: Fy'= 180 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4374 4.375 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1680 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 48.60 = 49.91 Area (Shear): Areq= 14.00 = 32.38 Moment of Inertia (Deflection): lreq= 101.73 = 230.84 IN3 IN4 IN4 Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR HEADER "D" Summary: 3.5 IN x 9.25 IN x 8.75 FT /#2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 2.7% Controlling Factor: Section Modulus / Depth Required 9.13 In LOADING DIAGRAM SAL wv Lo p —> Span = 8.75 ft Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR BEAM "E" Summary: 3.125 IN x 9.0 INx 11.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 2.8% Controlling Factor: Moment of Inertia / Depth Required 8.92 In LOADING DIAGRAM VAL Ww Lo —7 > Span =11 ft Combination Roof and Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:55 PM Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR HEADER "F" Summary: (2)1.5 INx 7.25 INx6.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 3.0% Controlling Factor: Section Modulus / Depth Required 7.14 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.04 Live Load: LLD= 0.07 Total Load: TLD= 0.11 Reactions (Each End): Live Load: LL-Rxn= 1117 Dead Load: DL-Rxn= 642 Total Load: TL-Rxn= 1760 Bearing Length Required (Beam only, support capacity not checked): BL= 0.94 Beam Data: Span: = 6.0 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: u/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 4.5 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 0.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 10.0 Floor Tributary Width-Side One: FTW1= 6.5 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 10.0 Floor Tributary Width-Side Two: FTW2= 0.0 Floor Duration Factor: Cd-fioor= 1.00 Wall Load: WALL= 60 Beam Loads: Roof Uniform Live Load: wL-roof= 113 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 84 Floor Uniform Live Load: wL-floor= 260 Floor Uniform Dead Load: wD-floor= 65 Beam Self Weight: BSW= 5 Combined Uniform Live Load: wL= 373 Combined Uniform Dead Load: wD= 214 Combined Uniform Total Load: WT= 587 Controlling Total Design Load: wT-cont= 587 Properties For: #2- Douglas-Fir-Larch Bending Stress: Fb= 900 Shear Stress: Fy= 180 Modulus of Elasticity: E= 1600000 Adjusted Modulus of Elasticity: E-Min= 580000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties Fb‘ (Tension): Fb'= 1242 Adjustment Factors: Cd=1.15 CF=1.20 Fy: Fv'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 2640 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1408 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 25.50 = 26.28 Area (Shear): Areq= 10.20 = 21.75 Moment of Inertia (Deflection): lreq= 35.63 95.27 IN IN = 1/1011 IN = L/642 iN3 IN2 IN2 IN4 Uniformly Loaded Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:40 PM Project. SECRET GARDEN UNIT 3 - Location: UPPER FLOOR BEAM "E" Summary: 3.125 IN x 9.0 INx 11.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 2.8% Controlling Factor: Moment of Inertia / Depth Required 8.92 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Camber Reqd.: Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Fv’: Area (Shear): Moment of Inertia (Deflection): DLD= TLD= 265 1800000 930000 650 1850 2400 265 7088 2268 35.44 42.19 12.84 28.13 184.65 189.84 IN IN = L/370 IN = L/292 Combination Roof and Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR HEADER "F" Summary: (2) 1.5 IN x 7.25 INx 6.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 3.0% Controlling Factor: Section Modulus / Depth Required 7.14 In LOADING DIAGRAM VAL LAS —T 7 > Span =6 ft Kg s Roof Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:46 PM Project: SECRET GARDEN UNIT 3 - Location: LOWER ROOF HEADER "G" Summary: (2)1.5INx5.5INx6.5 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 47.5% Controlling Factor: Section Modulus / Depth Required 4.53 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Wall Load: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb’ (Tension): Adjustment Factors: Cd=1.15 CF=1.30 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 3.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Fv': Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= LU Li LL1= DL1= TW1= LL2= DL2= TW2= Cd= WALL= BSW= Ladj= wL= wD_adj= wl= Fb= Fv= E= E-Min= Fe_perp= Fb'= FVv'= IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:01 PM Project. SECRET GARDEN UNIT 3 - Location: UPPER FLOOR HEADER "H" Summary: 3.5 IN x 9.25 INx 4.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 2.3% Controlling Factor: Area / Depth Required 9.04 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.20 Fv: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 1.0 Ft from left support of span 2 (Center Span) DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.04 0.014 0.02 2018 1860 3878 1.77 673 1435 100 7 107 2691 2194 1.0 900 180 1600000 580000 625 1080 180 3824 3796 42.49 49.91 31.64 32.38 26.47 230.84 IN IN = L/4092 IN = L/2093 IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: LOWER ROOF HEADER "G" Summary: (2)1.5INx 5.5 INx6.5 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 47.5% Controlling Factor: Section Modulus / Depth Required 4.53 In LOADING DIAGRAM VAL kw —z 7 > Span =6.5ft Multi-Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project. SECRET GARDEN UNIT 3 - Location: UPPER FLOOR HEADER "H" Summary: 3.5 IN x 9.25 INx 4.0 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 2.3% Controlling Factor: Area / Depth Required 9.04 In LOADING DIAGRAM P4 Vag vw¥ —7 T > Center Span = 4 ft Combination Roof and Floor Beamf 2006 International Residential Code (05 NDS) } Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:53 PM Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR BEAM "J" Summary: 3.5 INx5.5 INx 5.5 FT /#2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 16.2% Controlling Factor: Section Modulus / Depth Required 5.1 In Deflections: Dead Load: DLD= 0.05 Live Load: LLD= 0.07 Total Load: TLD= 0.12 Reactions (Each End): Live Load: LL-Rxn= 701 Dead Load: DL-Rxn= 537 Total Load: TL-Rxn= 1239 Bearing Length Required (Beam only, support capacity not checked): BL= 0.57 Beam Data: Span: L= 5.5 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: Li 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 Roof Dead Load-Side One: RDL1= 15.0 Roof Tributary Width-Side One: RTW1= 6.0 Roof Live Load-Side Two: RLL2= 25.0 Roof Dead Load-Side Two: RDL2= 15.0 Roof Tributary Width-Side Two: RTW2= 1.0 Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 Floor Dead Load-Side One: FDL1= 10.0 Floor Tributary Width-Side One: FTW1= 2.0 Floor Live Load-Side Two: FLL2= 40.0 Floor Dead Load-Side Two: FDL2= 10.0 Floor Tributary Width-Side Two: FTW2= 0.0 Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 40 Beam Loads: Roof Uniform Live Load: wL-roof= 175 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 131 Floor Uniform Live Load: wL-floor= 80 Floor Uniform Dead Load: wD-floor= 20 Beam Self Weight: BSW= 4 Combined Uniform Live Load: wLl= 255 Combined Uniform Dead Load: wD= 195 Combined Uniform Total Load: WT= 450 Controlling Total Design Load: wT-cont= 450 Properties For: #2- Douglas-Fir-Larch Bending Stress: Fb= 900 Shear Stress: Fy= 180 Modulus of Elasticity: E= 1600000 Adjusted Modulus of Elasticity: E-Min= 580000 Stress Perpendicular to Grain: Fe_perp= 625 Adjusted Properties Fb' (Tension): Fb'= 1346 Adjustment Factors: Cd=1.15 CF=1.30 Fv': Fy'= 207 Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1703 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1040 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 15.19 = 17.65 Area (Shear): Areq= 7.54 = 19.25 Moment of Inertia (Deflection): lreq= 21.07 IN IN = L/976 IN = L/553 IN3 IN2 IN4 Combination Roof and Floor Beam 2006 International Residential Code (05 NDS) } Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR BEAM "J" Summary: 3.5 INxX5.5 INx5.5 FT /#2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 16.2% Controlling Factor: Section Modulus / Depth Required 5.1 In LOADING DIAGRAM as ) [ Span =5.5 ft Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:44 PM Project: SECRET GARDEN UNIT 3 - Location: LOWER ROOF BEAM "Kk" Summary: 3.5 INx 7.5 INx 7.5 FT /#2- Douglas-Fir-Larch - Dry Use Section Adequate By: 45.4% Controlling Factor: Section Modulus / Depth Required 6.22 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Lenath: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): F Adjustment Factors: Cd=1.15 CF=1.20 V': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 3.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= IN IN = L/1245 IN = L/749 LB LB LB IN IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project. SECRET GARDEN UNIT 3 - Location: LOWER ROOF BEAM "K" Summary: 3.5 IN x 7.5 INx 7.5 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 45.4% Controlling Factor: Section Modulus / Depth Required 6.22 In LOADING DIAGRAM VAL vv —r > Span =7.5ft Multi-Span Roof Beam] 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:01:26 PM Project. SECRET GARDEN UNIT 3 - Location: PORCH ROOF BEAMS "L" Summary: 5.5 INx 7.5 IN x 18.0 FT (4.5 + 13.5) / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 36.9% Controlling Factor: Section Modulus / Depth Required 6.41 In Left Span Deflections: Dead Load: DLD-Left= Live Load: LLD-Left= Total Load: TLD-Left= Center span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Desian For Uplift Loads (Includes Uplift Factor of Safetv) Rxn-A-min= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center span Left End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Center span Right End Reactions (Support C): Live Load: LL-Rxn-C= Dead Load: DL-Rxn-C= Total Load: TL-Rxn-C= Bearing Length Required (Beam only, support capacity not checked): BL-C= Dead Load Uplift F.S.: FS= Beam Data: Left Span Lenath: Li= Left Span Unbraced Length-Top of Beam: Lu1-Top= Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= Center span Length: L2= Center span Unbraced Lenath-Top of Beam: Lu2-Top= Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: u Left Span Loading: Uniform Load: Roof Live Load: RLL-1= Roof Dead Load: RDL-1= Roof Tributary Width Side One: Trib-1-1= Roof Tributary Width Side Two: Trib-2-1= Beam Self Weight: BSW= Wall Load: Wall-1= Total Live Load: wL-1= Total Dead Load (Adjusted for Roof Pitch): wD-1= Total Load: wT-1= Center span Loading: Uniform Load: Roof Live Load: RLL-2= Roof Dead Load: RDL-2= Roof Tributary Width Side One: Trib-1-2= Roof Tributary Width Side Two: Trib-2-2= Beam Self Weight: BSW= Wail Load: Wall-2= Total Live Load: wL-2= Total Dead Load (Adjusted for Roof Pitch): wD-2= Total Load: wT-2= Properties For: #2- Douglas-Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E-Min= Stress Perpendicular to Grain: Fe_perp= Adjusted Properties Fb' (Compression Face in Tension): Fb'= 7 Adjustment Factors: Cd=1.15 Cl=0.99 CF=1.00 V' Fv'= Adjustment Factors: Cd=1.15 Design Requirements: 1300000 470000 625 857 196 IN IN = L/4042 IN = L/2541 IN IN = 1/1118 IN = L/652 Page: 2 Multi-Span Roof Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:01:26 PM Project. SECRET GARDEN UNIT 3 - Location: PORCH ROOF BEAMS "L" Controlling Moment: M= Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Areq= Moment of Inertia (Deflection): lreq= -2689 1142 37.65 51.56 8.76 41.25 53.36 193.36 FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Roof Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 Project: SECRET GARDEN UNIT 3 - Location: PORCH ROOF BEAMS "L" Summary: 5.5 IN x 7.5 IN x 18.0 FT (4.5 + 13.5) / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 36.9% Controlling Factor: Section Modulus / Depth Required 6.41 In LOADING DIAGRAM + 2 > Lo l e - [ Left Span = 4.5 ft [> Center span = 13.5 ft Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:05 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "M" Summary: 3.5 IN x 11.25 IN x 15.0 FT (4 + 11) / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 11.7% Controlling Factor: Section Modulus / Depth Required 10.65 In Left Span Deflections: Dead Load: Live Load: Total Load: Center span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: Desian For Uplift Loads (Includes Uplift Factor of Safety) Bearing Length Required (Beam only, support capacity not checked): Center span Left End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center span Right End Reactions (Support C): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left Span Lenath: Left Span Unbraced Length-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span Length: Center span Unbraced Lenath-Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Center span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wail Load: Total Live Load: Total Dead Load: Total Load: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd=1.00 Cl=0.98 CF=1.10 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: Over left support of span 2 (Center Span) Fv': DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= Rxn-A-min= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu1-Bottom= 1(2= Lu2-Top= Lu2-Bottom= U L/ FLL-1= FDL-1= Trib-1-1= Trib-2-1= BSW= Wall-1= wL-1= wD-1= wT-1= FLL-2= FDL-2= Trib-1-2= Trib-2-2= BSW= Wall-2= WL-2= wD-2= wT-2= Fb= Fy= E= E-Min= Fco_perp= Fb'= 0.94 —_ —_ -= O - H h O K — 20 0 0 0 0 0 0 w w SS 1600000 580000 625 967 180 -5330 IN IN = L/4501 IN = L/3722 IN IN = L/1305 IN = L/1032 LB LB LB LB IN LB LB LB IN LB LB LB IN Page: 25 Multi-Span Floor Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:05 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM “M" Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Areq= Moment of Inertia (Deflection): lreq= 2603 66.12 73.83 21.69 39.38 114.57 415.28 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:03:20 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "M" (GLULAM) Summary: 3.125 IN x 9.0 INx 15.0 FT (4 + 11) / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 19.3% Controlling Factor: Section Modulus / Depth Required 8.24 In Left Span Deflections: Dead Load: Live Load: Total Load: Center span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: Desian For Uplift Loads (Includes Uplift Factor of Safetv) Bearing Length Required (Beam only, support capacity not checked): Center span Left End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center span Right End Reactions (Support C): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left Span Length: Left Span Unbraced Length-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span Length: Center span Unbraced Length-Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Center span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Compression Face in Tension): : Adjustment Factors: Cd=1.00 Ci=0.97 V Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= Rxn-A-min= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu1-Bottom= L2= Lu2-Top= Lu2-Bottom= L/ L/ FLL-1= FDL-1= Trib-1-1= Trib-2-1= FLL-2= FDL-2= Trib-1-2= Trib-2-2= BSW= Wall-2= WL-2= wD-2= wT-2= Fb= Fyv= E= E-Min= Fe perp= Fb_cpr= Fb'= Fv'= M= 0.00 -0.02 -0.02 0.05 0.20 0.25 672 -87 585 -1085 0.29 4127 1102 5228 2.57 1617 427 2044 —_ “o S a— —_ -O - h f h O S Nw r BO : OS d 0 0 0 0 0 0 2400 265 1800000 930000 650 1850 1799 265 -5302 IN IN = L/2315 IN = L/1922 IN IN = L/671 IN = L/534 LB LB LB LB IN LB LB LB IN LB LB LB IN Page: 2 Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:03:20 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM “M" (GLULAM) Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sregq= Area (Shear): Areq= Moment of Inertia (Deflection): lreq= 2690 35.36 42.19 15.22 28.13 101.84 189.84 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "M" Summary: 3.5 IN x 11.25 IN x 15.0 FT (4 + 11) / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 11.7% Controlling Factor: Section Modulus / Depth Required 10.65 In LOADING DIAGRAM VAL SAL vv VW = A 8 [ | Left Span =4 ft Center span =11ft Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:36 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "N" Summary: 3.5 IN x 11.25 INx 8.5 FT /#2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 25.2% Controlling Factor: Section Modulus / Depth Required 10.05 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.10 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.25 ft from ieft support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= i= Lu= 1600000 580000 625 990 180 IN IN = L/1603 IN = 1/1072 IN3 IN3 IN4 Uniformly Loaded Floor Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:01:06 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "N" (GLULAM) Summary: 3.125 INx 7.25 INx 8.5 FT /24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.3% Controlling Factor: Section Modulus / Depth Required 6.83 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Camber Read.: Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= 2400 265 1800000 930000 650 1850 2400 265 4831 1955 24.15 27.38 11.07 22.66 82.89 99.24 IN IN = L/431 IN = L/290 IN3 IN4 Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) } Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "N" Summary: 3.5 IN x 11.25 IN x 8.5 FT / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 25.2% Controlling Factor: Section Modulus / Depth Required 10.05 In LOADING DIAGRAM SAL AAJ [ Span =8.5 ft Uniformly Loaded Floor Beamf[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:32 PM Project: SECRET GARDEN UNIT 3 - Location: DECK END JOIST "P" Summary: 1.5 IN x 7.25 INx 4.5 FT /#2 -Hem-Fir - Wet Use Section Adequate By: 16.9% Controlling Factor: Section Modulus / Depth Required 6.71 In Deflections: Dead Load: DLD= 0.01 Live Load: LLD= 0.04 Total Load: TLD= 0.05 Reactions (Each End): Live Load: LL-Rxn= 506 Dead Load: DL-Rxn= 173 Total Load: TL-Rxn= 680 Bearing Length Required (Beam only, support capacity not checked): BL= 1.67 Beam Data: : Span: = 4.5 Unbraced Lenath-Top of Beam: Lu= 0.0 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 50.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 4.5 Floor Live Load-Side Two: LL2= 50.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 0.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 30 Beam Loading: Beam Total Live Load: = 225 Beam Self Weight: BSW= 2 Beam Total Dead Load: wD= 77 Total Maximum Load: wT= 302 Properties For: #2- Hem-Fir Bending Stress: Fb= 850 Shear Stress: Fv= 150 Modulus of Elasticity: = 1300000 Adjusted Modulus of Elasticity: E-Min= 470000 Stress Perpendicular to Grain: Fc_perp= 405 Adjusted Properties Fb' (Tension): Fb'= 816 Adjustment Factors: Cd=1.00 CF=1.20 Ci=0.80 Fv’: Fy'= 146 Adjustment Factors: Cd=1.00 Cm=0.97 : E'= 1111500 E-Min': E-Min'= 401850 Adjustment Factors: Cm=0.90 Ci=0.95 Fe'_perp: Fe'_perp= 271 Adjustment Factors: Cm=0.90 Ci=0.95 Design Requirements: Controlling Moment: M= 765 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 503 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 11.24 = 13.14 Area (Shear): Areq= 5.18 = 10.88 Moment of Inertia (Deflection): lreq= 12.45 = 47.63 IN IN = 1/1377 IN = L/1026 IN3 IN2 IN2 IN4 Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: DECK END JOIST "P" Summary: 1.5 IN x 7.25 INx 4.5 FT /#2 -Hem-Fir - Wet Use Section Adequate By: 16.9% Controlling Factor: Section Modulus / Depth Required 6.71 In LOADING DIAGRAM LAL wv [> Span =4.5ft Lo e Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:01:17 PM Project: SECRET GARDEN UNIT 3 - Location: PORCH FLOOR BEAMS "Q" Summary: (3)1.5 INx 7.5 IN x 18.0 FT (4.5 + 13.5) / #2 - Hem-Fir - Dry Use Section Adequate By: 28.6% Controlling Factor: Section Modulus / Depth Required 6.61 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Left Span Deflections: Dead Load: Live Load: Total Load: Center span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: Desian For Uplift Loads (Includes Uplift Factor of Safety) Bearing Length Required (Beam only, support capacity not checked): Center span Left End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center span Right End Reactions (Support C): Live Load: Dead Load: Total Load: Bearing Lenath Required (Beam only, support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left Span Length: Left Span Unbraced Lenath-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span Length: Center span Unbraced Length-Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Center span Loading: Uniform Load: Floor Live Load: Floor Dead Load: Floor Tributary Width Side One: Floor Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load: Total Load: Properties For: #2- Hem-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): - Adjustment Factors: Cd=1.00 Cl=0.99 CF=1.10 Cr=1.15 Ci=0.80 V' Adjustment Factors: Cd=1.00 E-Min': DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= Rxn-A-min= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu1-Bottom= L2= Lu2-Top= Lu2-Bottom= L/ L/ FLL-1= FDL-1= Trib-1-1= Trib-2-1= BSW= Wall-1= WwL-1= wD-1= wt-1= FLL-2= FDL-2= Trib-1-2= Trib-2-2= BSW= Wall-2= 150 1300000 470000 405 851 150 1235000 446500 IN IN = L/2749 IN = L/2196 IN IN = L/760 IN = L/583 LB LB LB LB IN LB LB Page: 2 Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:01:17 PM Project: SECRET GARDEN UNIT 3 - Location: PORCH FLOOR BEAMS "Q" Adjustment Factors: Cm=1.00 Ci=0.95 Design Requirements: Controlling Moment: M= Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: = At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Areq= Moment of Inertia (Deflection): lreq= -2326 988 32.80 42.19 9.88 33.75 74.93 158.20 FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Span Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 Project: SECRET GARDEN UNIT 3 - Location: PORCH FLOOR BEAMS "Q" Summary: (3) 1.5 INx 7.5 IN x 18.0 FT (4.5 + 13.5) / #2 - Hem-Fir - Dry Use Section Adequate By: 28.6% Controlling Factor: Section Modulus / Depth Required 6.61 In LOADING DIAGRAM JAL AL Lal Vv . Z (> LO | Left Span = 4.5 ft [> Center span = 13.5 ft Multi-Loaded Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:59 PM Project. SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "R" Summary: 5.5 IN x 9.5 INx 13.5 FT (6 + 7.5) / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 0.1% Controlling Factor: Section Modulus / Depth Required 9.49 In Left Span Deflections: Dead Load: Live Load: Total Load: Center span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: Desian For Uplift Loads (Includes Uplift Factor of Safety) Bearing Length Required (Beam only, support capacity not checked): Center span Left End Reactions {Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center span Right End Reactions (Support C): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left Span Length: Left Span Unbraced Length-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span Length: Center span Unbraced Length-Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Center span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb’ (Tension): g Adjustment Factors: Cd=1.00 CF=1.00 V': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 3.975 Ft from left support of span 2 (Center Span) DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= Rxn-A-min= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu1-Bottom= L2= Lu2-Top= Lu2-Bottom= Cd= Critical moment created by combining all dead loads and live loads on span(s) 2 1.00 875 170 1300000 470000 625 875 170 6023 IN IN = L/4438 IN = L/3090 Page: 20 Multi-Loaded Beam 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:59 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM “R" Controlling Shear. V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= Area (Shear): Areq= Moment of Inertia (Deflection): lreq= 4509 82.61 82.73 39.78 52.25 97.58 392.96 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam! 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:05:10 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "R" (GLULAM) Summary: 3.125 INx 9.5 INx 13.5 FT (6 + 7.5) / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 16.8% Controlling Factor: Area / Depth Required 8.13 In Left Span Deflections: Dead Load: DLD-Left= -0.01 Live Load: LLD-Left= -0.02 Total Load: TLD-Left= -0.03 Center span Deflections: Dead Load: DLD-Center= 0.06 Live Load: LLD-Center= 0.06 Total Load: TLD-Center= 0.12 Left End Reactions (Support A): Live Load: LL-Rxn-A= 488 Dead Load: DL-Rxn-A= 292 Total Load: TL-Rxn-A= 780 Desian For Uplift Loads (Includes Uplift Factor of Safetv) Rxn-A-min= -151 Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.38 Center span Left End Reactions (Support B): Live Load: LL-Rxn-B= 3852 Dead Load: DL-Rxn-B= 4021 Total Load: TL-Rxn-B= 7874 Bearing Length Required (Beam only, support capacity not checked): BL-B= 3.88 Center span Right End Reactions (Support C): Live Load: LL-Rxn-C= 1217 Dead Load: DL-Rxn-C= 1252 Total Load: TL-Rxn-C= 2469 Bearing Length Required (Beam only, support capacity not checked): BL-C= 1.22 Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 6.0 Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 6.0 Center span Length: L2= 7.5 Center span Unbraced Lenath-Top of Beam: Lu2-Top= 0.0 Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: LU 240 Left Span Loading: Uniform Load: Live Load: wL-1= 183 Dead Load: wD-1= 235 Beam Self Weight: BSW= 6 Total Load: wI-1= 424 Center span Loading: Uniform Load: Live Load: WL-2= 183 Dead Load: wD-2= 235 Beam Self Weight: BSW= 6 Total Load: WwT-2= 424 Point Load 1 Live Load: PL1-2= 1346 Dead Load: PD1-2= 1153 Location (From left end of span): X1-2= 0.5 Point Load 2 Live Load: PL2-2= 1346 Dead Load: PD2-2= 1153 Location (From left end of span): X2-2= 4.0 Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 265 Modulus of Elasticity: E= 1800000 Adjusted Modulus of Elasticity: E-Min= 930000 Stress Perpendicular to Grain: Fe perp= 650 Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1815 Adjustment Factors: Cd=1.00 CIl=0.98 Fy': Fv'= 265 Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -5034 Over left support of span 2 (Center Span) IN IN = L/3491 IN = L/2427 IN IN = L/1453 IN = L/763 LB LB LB LB IN LB LB LB IN LB LB LB IN PSI PSI PSI PSI PSI PSI PSI FT-LB Page: 2 Multi-Loaded Beam] 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-03-2010 : 5:05:10 PM Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "R" (GLULAM) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: V= 4491 At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= oe = 47. Area (Shear): Areq= 25.42 = 29.69 Moment of Inertia (Deflection): lreq= 70.21 = 223.27 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: MAIN FLOOR BEAM "R" Summary: 5.5 IN x 9.5 IN x 13.5 FT (6 + 7.5) / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 0.1% Controlling Factor: Section Modulus / Depth Required 9.49 In LOADING DIAGRAM P41 P2 \AL uy AY. v¥ 1 —f ol e ) —7 > Left Span =6 ft Center span = 7.5 ft Floor Joist[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 4:03:41 PM Shae SECRET GARDEN UNIT 3 - Location: DECK JOISTS ummary: 1.5 IN x 7.25 INx9.0 FT @ 16 O.C. / #2 - Hem-Fir - Wet Use Section Adequate By: 21.1% Controlling Factor: Moment of Inertia / Depth Required 6.8 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Lenath Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Joist Data: Center Span Length: Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Properties For: #2- Hem-Fir Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.20 Cr=1.15 Ci=0.80 Fv': Adjustment Factors: Cd=1.00 Cm=0.97 E-Min': Adjustment Factors: Cm=0.90 Fc'-perp: Adjustment Factors: Cm=0.90 Ci=0.95 Design Requirements: Controlling Moment: 4.5 Ft from left support of span 2 (Center Span) DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Cd= U u LL-2= DL-2= TL-2= WwT-2= Fb= Fv= E= E-Min= Fe-perp= Fb'= Fv'= E'= E-Min'= Fe'-perp= Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 850 150 1300000 470000 405 938 146 1111500 401850 271 IN IN = L/581 IN = L/484 PSF PSF PSF PLF PSI PSI PSI PSI PSI PSI PSI PSI PSI PSI FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Floor Joist[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: DECK JOISTS Summary: 1.5 IN x 7.25 INx9.0 FT @ 16 O.C. / #2 - Hem-Fir - Wet Use Section Adequate By: 21.1% Controlling Factor: Moment of Inertia / Depth Required 6.8 In LOADING DIAGRAM VAL LA [ Center Span =Q ft —h o j e Floor Joist[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:16 PM Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR JOISTS Summary: SERIES 5000 1.7 / 9.5 - Boise Cascade x 18.0 FT (5.8 + 12.2) @ 16 O.C. Section Adequate By: 13.1% Controlling Factor: Allowable end reaction * |-joists were Preliminarily desiqned using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Left Span Deflections: Dead Load: DLD-Left= 0.00 IN Live Load: LLD-Left= -0.02 IN=L/2908 Total Load: TLD-Left= -0.03 IN=L/2500 Center span Deflections: Dead Load: DLD-Center= 0.03 IN Live Load: LLD-Center= 0.11 IN=L/1290 Total Load: TLD-Center= 0.14 IN=L/1045 Left End Reactions (Support A): Live Load: LL-Rxn-A= 141. —~LB Dead Load: DL-Rxn-A= 6 LB Total Load: TL-Rxn-A= 147 «LB Desian For Uplift Loads (Includes Uplift Factor of Safety) Rxn-A-min= -113 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.00 =IN Center span Left End Reactions (Support B): Live Load: LL-Rxn-B= 672 LB Dead Load: DL-Rxn-B= 168 LB Total Load: TL-Rxn-B= 840 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.75 IN Center span Right End Reactions (Support C): Live Load: LL-Rxn-C= 271 ~=LB Dead Load: DL-Rxn-C= 66 LB Total Load: TL-Rxn-C= 337 =LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 1.75 IN Dead Load Uplift F.S.: FS= 15 Joist Data: Left Span Length: L1= 5.75 FT Center span Length: = 12.25 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U/ 360 Left Span Loading: Uniform Floor Loading: Live Load: LL-1= 40.0 PSF Dead Load: DL-1= 10.0 PSF Total Load: TL-1= 50.0 PSF Total Load Adjusted for Joist Spacing: wT-1= 67 PLF Center span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 10.0 PSF Total Load: TL-2= 50.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 67 =PLF Properties For: SERIES 5000 1.7 / 9.5- Boise Cascade Depth: = 9.5 IN Moment Capacity: Mcap= 2460 FT-LB Shear Capacity: Veap= 1475 LB El: El= 160000000 = LB-IN2 End Reaction Capacity: Reap= 950 LB Comparisons With Required Sections: Controlling Moment: M= -939 FT-LB Adjusted Moment Capacity: Mcap-adj= 2460 ~=FT-LB Controlling Shear: V= 485 LB Adjusted Shear Capacity: Veap-adj= 1475 1B El Required: El-req= 59543510 LB-IN2 EI: El= 160000000 LB-IN2 Maximum End Reaction: Rmax= 840 LB Adjusted Reaction Capacity: Reap-adj= 950 LB Floor Joist[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: UPPER FLOOR JOISTS Summary: SERIES 5000 1.7 / 9.5 - Boise Cascade x 18.0 FT (5.8 + 12.2) @ 16 O.C. Section Adequate By: 13.1% Controlling Factor: Allowable end reaction LOADING DIAGRAM aVVi VAL LAs = A 2 | [> Left Span =5.75 ft Center span = 12.25 ft —l L o j e - Roof Rafterf 2006 International Residential Code (05 NDS) } Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:33:12 PM Project: SECRET GARDEN UNIT 3 - Location: RAFTERS Summary: 1.5 IN x 9.25 IN x 11.5 FT (9.2 + 2.3) @ 24 O.C. / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 172.6% Controlling Factor: Section Modulus / Depth Required 5.6 In Interior Span Deflections: Dead Load: Live Load: Total Load: Eave Deflections (Positive Deflections used for design): Dead Load: Live Load: Total Load: Rafter End Loads and Reactions: Upper Live Load: Upper Dead Load: Upper Total Load: Lower Live Load: Lower Dead Load: Lower Total Load: Upper Equiv. Tributary Width: Lower Equiv. Tributary Width: Rafter Data: Interior Span: Eave Span: Rafter Spacing: Rafter Pitch: Roof sheathing applied to top of joists-Top of rafters fully braced. Notch Depth @ Peak: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Rafter Loads: Roof Live Load: Roof Dead Load: Roof Duration Factor: Slope Adjusted Spans And Loads: Interior Span: Eave Span: Rafter Live Load: Rafter Dead Load: Rafter Total Load: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CF=1.10 Cr=1.15 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 5.4 Ft from left support of span 2 (Center Span) DLD-Interior= LLD-Interior= TLD-Interior= DLD-Eave= LLD-Eave= TLD-Eave= LOADS: 115 PLF 77 PLF 192 PLF 180 PLF 130 PLF 310 PLF UTWeg= LTWeg= L= L-Eave= Spacing= L-adj= L-Eave-adj= wlL-adi= wD-adj= wt-adj= Fb= Fy= E= E-Min= Fe-perp= Fb'= Fv= Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= Ireq= 900 180 1600000 580000 625 1309 207 856 310 7.85 21.39 2.25 9.74 15.73 98.93 IN IN = L/1822 IN = L/1132 IN IN = 2L/3704 IN = 2L/67207470 IN3 IN3 IN2 IN2 IN4 IN4 Roof Rafter{ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 Project: SECRET GARDEN UNIT 3 - Location: RAFTERS Summary: 1.5 IN x 9.25 IN x 11.5 FT (9.2 + 2.3) @ 24 O.C. / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 172.6% Controlling Factor: Section Modulus / Depth Required 5.6 In LOADING DIAGRAM AL Bv.¥a LAs vv oe Interior Span = 9.17 ft (11.02 ft) Rafter Pitch: 8 : 12 tr Eave = 2.33 ft (2.8 ft) Footing Design [ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: Jesse Thomas , Richard Berg Architects on: 03-01-2010 : 3:32:29 PM Project: SECRET GARDEN UNIT 3 - Location: FOOTING "1" Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. EAW / (4) min. Footing Loads: Live Load: PL= 4524 Dead Load: PD= 4063 Total Load: PT= 8587 Ultimate Factored Load: Pu= 12114 Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 Concrete Compressive Strength: F'c= 2500 Reinforcing Steel Yield Strength: Fy= 40000 Concrete Reinforcement Cover: c= 3.00 Footing Size: Width: = 2.5 Length: = 2.5 Depth: Depth= 10.00 Effective Depth to Top Layer of Steel: = 6.25 Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 Column Depth: = 6.00 Bearing Calculations: Ultimate Bearing Pressure: Qu= 1374 Effective Allowable Soil Bearing Pressure: Qe= 1375 Required Footing Area: Areq= 6.25 Area Provided: = 6.25 Baseplate Bearing: Bearing Required: Bearing= 12114 Allowable Bearing: Bearing-Allow= 71400 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 3533 Allowable Beam Shear: ve1= 15938 Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 45.00 Punching Shear: Vu2= 10424 Allowable Punching Shear (ACI 11-35): vce2-a= 55781 Allowable Punching Shear (ACI 11-36): vc2-b= 90313 Allowable Punching Shear (ACI 11-37): vce2-c= 47813 Controlling Allowable Punching Shear: ve2= 47813 Bending Caiculations: Factored Moment: Mu= 45428 Nominal Moment Strength: Mn= 169665 Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 Steel Required Based on Moment: As(1)= 0.20 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.60 Controlling Reinforcing Steel: As-reqd= 0.60 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. EW / (4) Min. Reinforcement Area Provided: As= 0.79 Development Length Calculations: Development Length Required: Ld= 15.00 Development Lenath Supplied: Ld-sup= 12.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-060 Permit Type Residential - Single Family - New Project Name New SFR-Unit #3 Secret Gardens Site Address 810 TAYLOR STREET Parcel # 994100003 Project Description New SFR-Unit #3 Secret Gardens Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Enclosures Lle Wa Owner Enclosures Llc Wa Representative Colbert Michael Contractor Townsend Builders Michael Colbert 0- CITY 310 12/31/2010 Contractor Townsend Builders Michael Colbert 0 - STATE TOWNSBI088J 03/30/2012 *** SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. | further certify that I am the owner of the property or authorized agent of the owner. Print Name L\ LONNMCA=T Date Issued: 04/06/2010 {ff A Issued By: © MWAY Signature We. £ Daté* b . (O Date Expires: 10/03/2010 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-060 Permit Type Residential - Single Family - New Project Name New SFR-Unit #3 Secret Gardens Site Address 810 TAYLOR STREET Parcel # 994100003 Project Description New SFR-Unit #3 Secret Gardens Fee Information Project Details Project Valuation $95,575.06 Decks — Residential 147 SQFT Plan Review Fee 627.74 ae se a we ole Energy Code Fee - New Single joan 4 PWEEMS Type V Wood Frame Q Family Unit Units: 1 Heat Type: ELECTRIC BBH Mechanical Permit Fee per Dwelling 150.00 : . ; . . . Bedrooms: 1 Construction Type: V - B Unit - New Residential : ‘ : Bathrooms: 1 Occupancy Type: R-3 Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 Building Permit Fee 965.75 State Building Code Council Fee 4.50 Technology Fee for Building Permit 19.32 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 2,030.31 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. 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BR E W E R . fe ] 20 40 60 MA I L I N G : PO S T OF F I C E BO X 5 Li n ) Fa u v e 7/ 2 0 f o o di n ) Qe p a r y | ma m e ws as ew i n a c we 96 CH K ’ D BY : FH B 2 ys TE L E : (3 6 0 ) 38 5 - 9 8 5 ? FA X : (3 6 0 ) _- FI N S H. BR E W E R , CE R T I F I C A T E NO . 36 7 9 1 CO U N T Y . os ) SC A L E : 1" = 2 0 ' (O R I G I N A L ) x De velopment Services ee eee CITY OF PORT TOWNSEND uilding Permit Application Project Address: E10 TAR STREET PT Zoning: 2-72 Block: Parcelt (74 100 003 Lot (s): Legal Description (or Tax#) Addition: Project Reseuiton is, <D yew ise. SFRL Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property Owner/Applicant: Name: FUUCLOSVZES Cec Address: /6€D02 YYVADITSoWN S TREET City/StZip:-Fogp—- TO ww FEKID Phone: Email: 360 BO2%-255 3 Contact/Representative: Name: “tie YAEL CBE JT Phone: 540° Bol -2SEo2 Email: 9, ch aele a Olyanpes . ret. Contractor: O Same as Owner Name: Ow NPSEWD Mier, DES DIC} Address: £002 FO 30K (247 City/SvZip: FO er SewWD WA Phone: 562 36/: 2993 Email: 29 /cA ath co C » lym pUS A ef State License #7 OWNS B i 088i 4 Exp: 2/30/ (o City Business License #:_ Q0E7/O Building Information (square feet): 1" floor G50 Garage: 2™ floor SZ. 5 Carport: 3” floor Other: Basement Finished: Unfinished: _6(8& Decks / Porches Covered: [60 Uncovered_I47 Heat Type: Electric ~~ _ Heat Pump Other Total: #Bedrooms_( #Bathrooms_(- '/2- Size of lot Square feet Total Lot Coverage (Building Footprint):* Square feet: \335 2 % 7 Impervious Surface:* Square feet: FfO *Total existing & proposed Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: $_ /20,000 .g® What year was the structure built? If work includes demolition, see Page 2. Any known wetlands on the property? YD Any steep slopes (>15%)? YON | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: DG COMAGEILT. Signature: fv? Page 1 of 2 - 1/4/2010 Date: 3° IS -/O -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. s — 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: OA site plan showing: Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers 0 Foundation plan: 1. 2. 3. 4. 5. Footings and foundation walls Post and beam sizes and spans Floor joist size and layout Holdowns Foundation venting 0 Floor plan: 1. Room use and dimensions Braced wall panel locations Smoke detector locations Attic access Plumbing and mechanical fixtures Occupancy separation between dwelling and garage (if applicable) Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: . 2 3 4 5 6 7 a 1. 2 3 4 5 6 7 8 Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation O Exterior elevations (all four) with existing slope of the land in relation to all proposed structures 0 If architecturally designed, one set of plans must have an original signature 0 If engineered, one set of plans must have one original signature 0 For new dwelling construction, Street & Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 1/4/2010 -OVER- Parcel Details j Jefferson County ¥ Home County Info ~ Departments ~ Search Parcel Number: 994100003 SEARCH | Parcel Number: 994100003 Printer Friendly Owner Mailing Address: ENCLOSURES LLC WA 1000 MADISON ST PORT TOWNSEND WA983684420 Site Address: Section: 2 School District: Port Townsend (50) Qtr Section: SE1/4 Fire Dist: Port Townsend (8) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 100 Planning area: Port Townsend (1) Sub Division: SECRET GARDEN COTTAGES CONDO Assessor's Land Use Code: 9100 - VACANT LAND Property Description: SECRET GARDEN COTTAGES CONDO | UNIT 3| | | Click on photo for larger image. No No 2nd | i Photo Ei Photo Available | Available No Permit Data Ne el A/V, Sales Info Map Parcel Plats & Surveys Available HOME | COUNTY INFO | DEPARTMENTS | SEARCH é Best viewed with Microsoft Internet Explorer 6.0 or later € Windows - Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp Page 1 of 2 3/15/2010 Receipt Number: BLD10-060 994100003 Plan Review Fee $627.74 $627.74 $0.00 BLD10-060 994100003 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-060 994100003 Mechanical Permit Fee per Dwelling U: $150.00 $150.00 $0.00 BLD10-060 994100003 Plumbing Permit Fee per Dwelling Uni: $150.00 $150.00 $0.00 BLD10-060 994100003 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-060 994100003 Building Permit Fee $965.75 $965.75 $0.00 BLD10-060 994100003 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-060 994100003 Technology Fee for Building Permit $19.32 $19.32 $0.00 BLD10-060 994100003 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-060 994100003 Site Address Fee $3.00 $3.00 $0.00 Total: $1,880.31 10-0275 03/15/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-060 CHECK 1146 - $ 1,880.31 Total: $1,880.31 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-060 994100003 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK 1143 $ 150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 CENTERLINE TAYLOR STREET = ' {o a t ra n © RI C H A R D BE R G AR C H I T E C T S , P. 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SECTIONS) @ WALL AS REQ'D CASEMENT a BOcEE oO 2 TO FOLLOW 9 Ke 853 5 S FINISH GRADE _ 3-0" 5'-6" <| I8° 88 Lk. _ Q \ S| Eg eas boot op b-~-—-----4---5------------ Es SHEARIWALL-ABOVE----A}----------------------\-------4-------4 ef ERLce 1) ESSA rorers hese 3 | ee 0 a a ——= ! . ‘ " ‘ “ 1 3" Y, v SQUARE FOOTING & 10% . | BilO3" tsi" ‘ q'=! ; | es 2 SONO-TUBE, SEE = « ‘ ne TYPICAL POSTFOOTING ;~f TRAM taith fp al SESTIOn rome Nala N) |O" DEEP W/ (4) #4 BARS van | I an ¢ . FOOTING "I"|_ | EACH WAY # SIMPSON . FOOTING "S 4 ————— 7 | 0D = _j poco 1” ABUGS POSTBASE “RT ee Lt ! ! Ad! Pd > Qo. | | | | 49 —o | ! ; |} | | Sow $ ! ! ! i te | PT EDS] A | ! 5 ! ACY | <— S + C ! ——* 0 |} Qa | ! = wy UE . | By _- ; 6" CONC. | |) =, Oo e RETAINING WALL'| |; GY) | HE (SEE SECTION C/4)i| |) T ify ox ae R311.5, Handrails. Handrails shall be O ; CONC. SLIAB, we ee provided on at least one side of each g 1 Po Fenn em nnn neem ———| 7 SMOOTH F NSH”) = continuous run of treads or stairs with four ” ----4 | HALF-LITE . ; aan | or more risers. Handrails shall not be less ~ ne | than 34" and not more than 38" measured = | | } ELECT. from the toe of step, . an re $ oe { | PANE \ | % ~~ _——————EE—————— 'g ones Ho | fe 8s O \ Fe SW WRNNNNRRNWWooaaaaaaaM00ooW’56wp) i= | f { ) Lo = i . L AT TE FS ALE A EAA Fe jpop mney age age rey 1 ony iw ' ! = “ie BWP ABOVE yy < z - s _ jee 9 A 4 2 " Nb) re) Section508 - Uniform Plumbing Code. > BS | UP ti pA Max RISE 9 by 9) 2 Water heaters shall be strapped at points within 0 4/0 x 2/0 ‘ iY the upper and lower 1/3 points of its vertical , | GASEMENT |) Deen oe eae ss scan Renee Leiced meet mei Sse fi a Le) dimension. At the lower point, a distance of not pet ao le pi ; Np) o less than 4" shall be maintained above the | 3'-6 IB'=4 I rts ai meme a controls with the strapping. S e 4-8" '-54" 24'-4" 4'-0" 402 SQL FT. ace 4 y, =OUNDATION PLAN ¢€ BASEMENT FLOOR FLAN le “ E : W = ls in] 4 SCALE: |/4"= |'-O SHEETS 4'-2" {4'-C" 2'-4" oo i | (@)P.1. 2x5 BEAM "Q S \ | > \ 2 =| aN \ | ® L 1 aN | ais) & \ Ola = S| << Ni ‘S | i Cs ‘ i / 5 : N TNO i | > a & | ~ —_ DX ® " ! aN = YP} | Ke | 2 ill 4.5" BCI-5000 1.1 ; 7 OrsTs @ 16" OC. E ® 18) 6xlO DF #2 [BEAM "R" (FLUSH-FRAME) -OR- 3.125x4" GLULAM 24F-V4 (S ——- ——— + eb + cee 6 ce © ce Soe = a “UND Thee pee ce oe boa SS oS) SS ks ee was _ ‘on —— | _ it QO; _ Q ad S 2 | be np: x | x A ie q | = | “a : | 0 oe | al iw $ t A “ > t Zr ke FF < | gon4 VT N * S883 WP ‘ _- < ° ‘- a) WN < ° ae 4.5" BCI-5000 1.1 | |e o |-JOISTS @ 16" OC. | Za | $j inl Buh — N “Ss ui Is -X x ai nif Leg @ [7 <= Lt NY / rN + hn 0 DY x it Q ie A eI. ar 7 ae | 74 =. 4 / 2x8 LEDGER ar. Va vu S = > < s & a = 3 4 q a a Zz e|® ray § IQ) —_ & % = | e5 > y uw = “14 J 2 o & a i . ! 2% aa a | = Le] >in Le) > Oo n Oo > z fs a iS ra 2x8 P.T.END JOIST "PR" ol. eo NEG S { \ ren W 43 \ oa 14'-1o4" 3'-qh" g o A | RICHARD BERG ARGHITECTS, P.C. 714 TAYLOR STREET PORT TOWNSEND, WA 48363 PHONE: (360) 314-2090 FAX: (360) 314-8324 richarderichardbergarchitects.com || SECRET GARDEN COTTAGES Ot UNIT 3 B10 TAYLOR ST. PORT TOWNSEND, WA 48368 MAIN FLOOR FRAMING PLAN 0- 1 2 17 / | TN S : lp l o z i e c i e In fa l ( ) — NE @- OV E R F R A M E \ a oe s | oo o | 6x6 DF #2 BEAM ‘L" Ms AE ) 2x6 DF #2 HEADER “G" 4 “MANUFACTURED | BE A M 1 / 4x 6 DF #2 / BE A M "J " | (2 ) 2x DF #2 HE A D E R "F " \ pet | PRE TRUSSES © 24" OC. eee — \ 6 co m m e 5 em 6 ce e 4 em e e » co m e ¢ co n e ¢ eu l e e ) ao e 6 am e + mm m + 31 2 5 x 4" GL U L A M 24 F t V 4 BE A M "E " 4x l O DF #2 CO N T . 4x 6 DF #2 HE A D E R "H " ip p 0 0 |p : g = ee r ty rc Po y 6 0) Oe Q Ok i) O| 8 ) =a 7 @ ki VE R I F Y DR A I N & 8 FO R JO oT , “= = LA Y O U T , TY P . . | © RI C H A R D BE R G AR C H I T E C T S , P. C . 20 1 0 6x 6 DF #2 BE A M "L " v4 ) te ro r FR A M I N G . (2 ) 2x ® DF #2 HE A D E R "F " R5 0 2 . 7 : La t e r a l Re s t r a i n t s at Su p p o r t s Jo i s t s sh a l l be su p p o r t e d at th e en d s by fu l l - d e p t h so l i d bl o c k i n g , or by at t a c h m e n t s to a he a d e r , ba n d or ri m jo i s t , or to an ad j o i n i n g st u d . In Se i s m i c De s i g n Ca t e g o r y D, bl o c k i n g sh a l l al s o be pr o v i d e d at al l in t e r m e d i a t e su p p o r t s . SC A L E : |/ 4 " = | ' - O " _ 56 6 5 Ne ) (2 RE G I S T E R E D o. \Y AR C H I T E C T ws UN E RI C H A R D C. . N . RE R ™ = 5 ST A T E OF WA S H I N G T O N S) $ 3 << 39 ks D] 88 h i w 8 28 8 m in s : is ) eh s 4 go s t ! < | $8 5 8 8 S Ze e z 5 w| E S E e e 3' - 6 " S YO Z OO HE A D E R "D " on 4 ri ae r a ‘é ) ic O/ ” ~~ “t a ) yj Az z \ / 6 = ; ao | 4X 4 . HE A D E R WS jy 0 9) rs ) ; < e — S t / a | BR A C K E T ! L % © 9 J | % 5 8 il << Q wT 7 Fo o : Le ) it p ) $ Le ) Re t y~ ma , 39 p o x g Ze S o re ) S = O r- AE x & i S rt ) i SH E E T PL A N SC A L E : |/ 4 " = DA T E : 2/ 2 2 / 2 0 1 0 \Z ‘S a ty o s NY da ON I A V Y A S SO O N Ba d e n iv / | al e il 2x CEDAR BARGE RAFTER , TYP. |a'+~8" S$ 9 9 S O1 O T “O d 'S L O A L I N D A Sa a d Ca V v H O I E © NO L O N I H S V A A JO AL V I S dd d ND G& V H o I d re m r r e | L9 3 L I H O U Y ~~ a 7 —{nr5) QC) -- > = ~ -- 4H -- -- -- = am Sat NN) 2 x - no m |_ > Bid g Nv mya Mw} x |4 B rf) =) = = 9 4 H ; a 0)) be = ZA | 2x|2 DF #2 RAFTERS LH” 2x12 DF #2 RAFTERS PAKS & @ 24" OL, TYP. CAA @ 24" OC, TYP. Z mics © ae 4 0 1 % PT WW Y 8 5: : 4 DORMER WALL 5 oO AN wu i] = @ _ a = > I'-O} x R ¥ a iN ‘ bY 9 aN 7 | 2xl2 DF #2 RAFTERS @& gt ON i @ 24" 0L., TYP be m = - > | rs 7 =Q x og | Qo” > ae | gos i zc} a 44 LZ 2xi2 DF #2 RAFTERS ZzQ | OF @ 24" OL, TYP. em me oo 4 om | N | | ' L | | 1 - | er —{V3) r | (3) 2XIO DF #2) HEADER "c" ion * 1 | | | ! S SECRET GARDEN COTTAGES UNIT 3 B10 TAYLOR ST. PORT TOWNSEND, WA 48362 UPPER ROOF FRAMING PLAN é WALL SECTION G | RICHARD BERG ARCHITECTS, P.C. TI4 TAYLOR STREET PORT TOWNSEND, WA 42368 PHONE: (360) 319-2040 FAX: (360) 3194-8324 richarder! hitects.com 1O - 1 2 , 2 / | WS O1 0 7 / 7 T / T al d 1 ‘A T V O S ac l =, C / | (7 ) NO I L O A S NO | L O N A L O S N O D TYPICAL ROOF CONSTRUCTION: * 40-YR COMP. SHINGLE, INSTALLED PER MAN'F ID RECOMMENDATIONS I5# BUILDING PAPER _]35 1/2" COX SHEATHING 2xI2 DF#2 RAFTERS © 24" O©. CONT. INSULATION BAFFLE R-3O HIGH-DENSITY FIBERGLASS BATT INSUL. 5/8" GWB W/ LOW PERM PRIMER +o" TYPICAL OVERHANG METAL GUTTER W/ 2"¢ DOWNSPOUTS 5/4x6 STK CEDAR FASCIA TRIM RAFTER TAILS TO 5.5", TYP. 2x6 VENTED BLOCKING HURRICANE TIE, EACH RAFTER o' ~ { | " | TYPICAL EXTERIOR WALL: e SIDING: SEE ELEVATIONS e 15% BUIDING PAPER © 1/2" CDX PLYWOOD SHEATHING ° 2x6 DF#2 STUDS @ 24" OC. es e 2' - ! 0 " R-2| FIBERGLASS INSUL. 5/2" GWB W/ LOW PERM PRIMER 4) T.O. SUBFLOOR REF ELEV: &'-|!-|/4" lo s " &' - | " SUBFLOOR e BCI-5000 X 4.5" |-JOISTS @ 16" OC. e R-30 FIBERGLASS BATT INSUL. r/o Aalm baad PIF A SLY = Seals and Weather-stripping: (Air Seal) Openings shall be sealed, caulked, gasketed, or weather-stripped to limit air leakage. Exterior je’-ts around windows and door frames, openings jetrations through walls, floors, roofs and Ou.et openings in the building envelope. TYPICAL FLOOR SYSTEM: WOOD FLOORING 3/4" TES PLYWOOD 4 T.O. SUBFLOOR REF ELEV: O'-O" TYPICAL FOUNDATION ATTACHMENT: 2x DF #2 SILL PLATE OVER |/4" SILL SEAL, 1/2" x lO" A. B. W/ 3" SQ. WASHERS © 4' O.7., TYP. 12 " TYPICAL FOUNDATION WALL: &" CONCRETE WALL MES = OUTSIDE FACE TO HAVE = WATERPROOF TREATMENT =Ill BELOW GRADE wa d d (N D GY V H D I G3 u S 1 S I 9 5 3 y H NO L O N I H S V M dO 3L V i S LO S L I H S Y TYP. CONC. WALL REINFORGING S9 9 S Ue #4 @ I2" 0.C. HORIZONTAL #4 @ 13" O.C. VERTICAL &' = - o O " TYP. FOOTING REINFORCING (2) #4 CONTINUOUS BARS @ 3" FROM BOTTOM OF FOOTING CONCRETE STRENGTH TO BE 2500 PSI AFTER 28 DAYS FOOTING TO REST ON op UNDISTURBED SOIL ==" 4" CONC. SLAB, SMOOTH FINISH W/ #3 REBAR GRID @ 2'-0" OS. 6 MIL BLACK POLYETHYLENE VAPOR BARRIER 4" SAND OR PEA GRAVEL ON UNDISTURBED SUBSOIL OR COMPACTED FILL | O1 0 T “O ' d 'S L O A L I H O U Y SU S E Ca v H l a © WE N= a4" | SI Ell do SL A S H S *L A S H S 9 | S SECRET GARDEN COTTAGES UNIT 3 810 TAYLOR ST. PORT TOWNSEND, WA 42362 TYPICAL CONSTRUCTION SECTIONG) RICHARD BERG ARCHITECTS, P.C. 114 TAYLOR STREET PORT TOWNSEND, WA 92362 PHONE: (360) 314-8040 FAX: (360) 3194-8324 nichardenichardbergarchitects.com 1O - , 1 2 , 0 / | WI S O1 0 7 / T 7 / T ‘a l ¥ a — © RICHARD BERG ARCHITECTS, P.c. 2010 ion 1607.7.1- IBC TT ._ .drail & guard assemblies shall be able to SCALE: |/4"=1'-O RIDGE VENT resist a single concentrated load of 200 Ibs 5665 ; applied in any direction at any point along the top : GUSSET, EACH RAFTER and have supporting structure to transfer this load REGISTERED oOo 5125 x 15.5" GLU-LAM 24F-v4 "A" to the appropriate structural elements of the ARCHITECT o 125 x 13. ad -V4 "A" building. sees . ie _ R312.1 Guards required. R502.2.1 - Positive Attachment RICHARD C.N. BERG m § Decks located more than 30" above grade wae STATE OF WASHINGTON = - Ay T.O. RIDGE — shall have guards not less than 36” in Decks shall be positively anchored to s eo 2 f REF ELEV: |2'-3-3/l6 height. Provide intermediate rails which do the primary structure. The attachment o RY & 12 NY / not allow passage of a 4" sphere. (4-3/8" | shall not be accomplished by the use of wD = eat 35> Ss 7A eee permitted on open side of stair only). toe nails or nails subject to withdrawal. oO bees Lo . ran) ESS Lo 4 — QO ty) ghs LL | SZRoe / nn ~ =| Xr gOS | . \ S| ERSz) Pa _ 2x8 PT wltorss a 9 OR CEDAR a I2 # : v| \ END JOIST i uae = i) \ tp" we Ss ‘\ -! Z : © : 9 ___ J coos | i ay i N | il . | T.O. SUBFLOOR = . = i . = ES REF ELEV: 8'-I|-|/4" rm E ——eEeEeE————— 9 RP = * ran = : = ’ 6" CONC. Oo FS} RETAINING WALL EF = (REINFORCMENT Ne) = SAME AS Lu 3 > FOUNDATION rt) = Q WALL, SHEET &) = y 4 ss ; i Fe xK en : a fie | N= : = a ee =Ill : T.O. SUBFLOOR re) t WE seenaaaeecaaccence cceanacaceerece aeke = aa mal —— - ; 1 | =iI| ne) A) REF ELEV: o'-O ont Ho l= ry 9 Wy ~ i | =ill 6 EL T < & Ry) | = lll C KE wv TOP-SOIL _ a GS net t i} Q YY <= Li Oo | Zz ve) 8 5 FREE-DRAINING [e) f) Fy GRANULAR -! bp: Gap) x. | 4" PERE. DRAIN W/ BACK-FILL Q < aa S FILTER FABRIC WRAP & o—o9O PEA GRAVEL - =~9 (DRAIN TO DRYWELL) ty of fe _ NG) Y N= = in O (2) T is) man US il its) o | TS 18) = T= i SHEET: BUILDING SECTION ®) SCALE: |/4"= |'-O" — DECK SECTION©) SCALE: |/2"= |'-O" DATE: 2/22/20I10]| MAN'F TRUSSES @ 24" OC. VENTED BIRD-BLOCKING PROVIDE H-CLIP AT EACH TRUSS END ce Lo H = | —= Ty - a ot TOA KARIOOII IAD a NAA AR RAAA AAR AR AS KD \— 1X YN) 6x® DF #2 BEAM "L" —— FIR T€S CEILING AAI 1) DL a A A Ae IS SITE INNS framing inspection. R802.10.1 Truss Design Drawings. Truss design drawings shall be provided with the shipment of trusses and must be on site for the B' - | " a I « Sa 7 D rc Cc wo - As | PORCH FLOOR: * 3/4" TEG WOOD DECKING -OR- ° 3/4" T&G PLYWOOD W/ WATERPROOF MEMBRANE © 2x4 DF #2 JOISTS © 16" OC. SS 12: 1/4 4LOPE ae (3) P.T. 2x® a . | A BEAM "Q" i aN \ = Le SJ WE W= N= N= n= W= ==! == == BEAM "R" 4" CONC. SLAB W/ WAM T v TYPICAL PORCH/DECK 9 ! FOOTING & SUPPORT: Q r © |24" SQ. CONC. FOOTING ° |W/ (3) #4 BARS EWN * lO" © "SONOTUBE" e |SIMPSON ABU46 POSTBASE 9 A WE 4 =ill + N= WS t= . > TT t g W in} Low a) . == = WE m= PS == EWM _< r = |'-4" 4 x i 49 = = tu) Ae}) ao D> | ‘ WALL SECTION (DP) po al oy 22 a a re) SCALE: |/2"= |'-0" 35 Qn = pee eet i 9 i SECRET GARDEN COTTAGES Le) UNIT 3 BIO TAYLOR ST. PORT TOWNSEND, WA 98368 WALL SECTION ®) RICHARD BERG ARCHITECTS, P<. | | 119 TAYLOR STREET PORT TOWNSEND, WA 42362 PHONE: (360) 319-8090 FAX: (360) 319-8324 nicharderichardbbergarchitects.com 1O - 1 5 , 2 / | ‘2 9 S pl o c / e c / e ‘a l y d T'-6" T.O. WINDOW R.O. 4 fe) 2b _ |¢ } \ é a 0 ca Pe FER FEKEL -EE Le) > ip > PeeREP ERLE YE \ C > iT \ » 8 N u mW) el-lg tiie 6 J TYPICAL TO. oi : “IA NDOW|R.O. % ns ® iN Jeti a i A < > gl \e : . ga LL a a _oO —_— 4 RRO Q & Fal 52K aia J *o ee | a i ba Te Led Tw {ae <6 fl 10 LV af AY 5 48 x ) = af 88 8 0 GN all m 6'-10" as 6) TYPICAL T.O. T.O. WINDOW RO. x DOOR RO. 3 wt _ NN ) at TO > . rm |U) ms | oe _ Oy x rH aio 5 258 Te I a S$ Q : S) = 245 rit 4 WK ne LP iq 4 O iy 5 = tn > ‘ 2B a ¢ caexO § 4oms 6 2"26 w 4 & Pa Hf oS 2 o a a SSC CEL > A & & > HEL TERETE REL a > AO 4 OO ee < o >2 a Q ne a — oo Ee ee 3 a) =o a af mm z= =4 9 nme 25 od 5 oy 2 oO | rs ‘ S ri SECRET GARDEN COTTAGES RICHARD BERG ARCHITECTS, PC.) | & % in 114 TAYLOR STREET = ~ sean WEST & EAST sith De eat 28 EVATIONS cedars coerce ikedhaicon 6 8 PORT TOWNSEND, WA 48368 EL @richordberger 2 CE D A R SH I N G L E SI D I N G , 6" RE V E A L SI N G L E CO U R S E (3 ) (3 ) 2/ 0 x 2/ 0 CA S E M E N T Ox o / (4 ) 4/ 0 x 4/ 0 OP E R A B L E SK Y L I G H T | © RI C H A R D BE R G AR C H I T E C T S , P. C . 20 1 0 Le 5 6 6 5 RE G I S T E R E D AR C H I T E C T 40 - Y R (5 ) CO M P O S I T I O N 2/ 0 x 2/ 0 la r s SK Y L I G H T at or e s ma n rt . [L S ] [i t l Q 7 r : U | 1” , . - i i I lL T i i TL 1 i 1 i " = § 92 ol Z C— ] é i oe TO SU B F L O O R | ai , 4 = Lt K< |_ _ | ml 10 | —| YA | | |_ | J) Zz | | & — a Oz T_ | a : : V F Z | TO , SU B F L O O ae ame L -—" @ / 2/ 0 x 5/ O SI N G L E HU N G 5/ 4 x 6 CE D A R CO R N E R BO A R D S 5/ 4 x 1 I O CE D A R BA N D BO A R D W/ DR I P 5/ 4 x 4 WI N D O W € DO O R TR I M W/ SI L L @ AP R O N (3 ) 2/ 0 x 5/ O DO U B L E HU N G 4/ 0 x 2/ 0 CA S M E N T SO U T H EL E V A T I O N SC A L E : |/ 4 " = |' - O " DA T E . 2/ 2 2 / 2 0 ) SC A L E : (/ 4 " = | ' - O " Oo ou Hc t ] ie ) Bl g « 2g vi § 3 << ; so 4 ra ye e | Bo h s 8 2| 82 8 5 < ze u s Ol He b e w = ho u s Zz . 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[$5 ax UNIT 3 114 TAYLOR STREET Edo ® ~ O) Were er NORTH ELEVATION _ | |[ Fast tomsen, wa sesce eS : FAX: (360) 319-2324 row PORT TOWNSEND, WA 942368 richarderichardbergarchitects.com S 2 Mil A | ‘Lill {EN CS EC EE ENED ST / OM 99 S vd a d ND Gu v H LO B LI H O U K J O3 Y ¥ R 1 5 1 5 3 y NO L O N I H S V M JO aL W i s 9| =) 4 ‘L A S H S SECRET GARDEN COTTAGES UNIT 3 210 TAYLOR ST. 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