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HomeMy WebLinkAboutBLD2003-01644 Final Pole Bldg - BLD Permit / Conditions - 6/11/2004 Inspection Line (360)427-7262 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Phone: (360)427-9670, ext.352 Mason County Bldg. 3 426 W. Cedar P.O. Box 186 Shelton, WA 98584 RESIDENTIAL BUILDING PERMIT BLD2003-01644 OWNER: HOWARD BAUER RECEIVED: 11/20/2003 CONTRACTOR: SOUND BUILDING SYSTEMS, INC. LICENSE: SOUNDBS027NM EXP: 8/19/2004 ISSUED: 12/18/2003 SITE ADDRESS: 155 E COMMUNITY CLUB RD SHELTON EXPIRES: 6/18/2004 PARCEL NUMBER: 220041190220 LEGAL DESCRIPTION: TR 22 OF E1/2 NE1/4 &TAX 808-D TR 3 OF SP#324 PROJECT DESCRIPTION: DIRECTIONS TO SITE: POLE BUILDING GARAGE NORTH ON SR 3, RIGHT ON PICKERING ROAD, APPROX. 2.5 MILES LEFT ON COMMUNITY CLUB ROAD, HOUSE ON RIGHT. General Information Construction &Occupancy Information Square Footage Information No. of Bedrooms: Type of Constr.: Type of Use: SF Insp. Area: No. of Bathrooms: Occ. Group: Lot Size: Deck: Type of Work: ACC Fire Dist.: 5 No. of Stories: Occ. Load: Building: Valuation: Building Height: Occ. Status: Basement: Manufactured Home Information Setback Information Shoreline& Planning Information Make: Length: Ft. Front: W 90.0 Ft. Shoreline: 202.0 Ft. Water Body: PICKERING PASSAGE Rear: E 202.0 Ft. Slope: Ft. SEPA?: No Model: Width: Ft. Side 1: N 38.0 Ft. Shoreline Desig.: Urban Year: Serial No.: Side 2: S 8.0 Ft. Comp. Plan Desig.: Rural Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Plan Check Fee CMH 11/20/200: $172.41 B12003 Planning Review Fee CMH 11/20/200: $150.00 B12003 EH Plan Review CEW 11/21/200: $35.00 B12003 Building State Fee LDK 12/2/2003 $4.50 B12003 Building Permit Fee LDK 12/2/2003 $265.25 B12003 Total $627.16 BLD2003-01644 Please refer to the following pages for conditions of this permit. 1 of 4 CASE NOTES FOR BLD2003-01644 CONDITIONS FOR BLD2003-01644 1) Owner/builder assumes all responsibility if drainfield/reserve area is encumbered. X 2) All upland areas disturbed or newly created by construction activities shall be seeded, veg ,t ate}d or given an equivalent type of erosion protection (silt fencing or straw matting). Not to be used as an accessory dwelling unit as proposed. X 3) The proposed project must be consistejAwit all applicable policies and other provisions of the Shoreline Management Act, its rules, and the Mason County Shoreline Master Program.X 14 4) Approved per dimensions and setbacks on submitted site plan. X 5) Proposed structure(s) must maintain a minimum of a 8' setback from all property lines and 25'from the road easment. X 6) The use, handling and storage of hazardous lnate ials or flammable and combustible liquids in excess of 10 gallons is not allowed without the approval of the Mason County Fire Marshal. X ((�� 7) Temporary erosion control measures must be implemented to prevent water qualit egradation of adjacent waters or wetlands. Silt fencing must be installed and maintained until upland vegetation has become established. X l.✓ 8) Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-6 -0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X V I,✓ 9) All approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour) will be charged and must be collected by the Building Departm�ipri r to any further inspections being performed or approvals granted. X 10) In accordance with the Uniform Building Code, all sites shall have approved numbers or addresses located in such a position as to be plainly visible and legible from the street or road fronting the property. Mason County Building Department requires that this be completed prior to calling for any site inspections. A re-inspection fee based on rates as adopted by the jurisdiction and the Uniform Building Code will be assessed if the owner and/or contractor fail to post the address on site prior to requesting inspections. X L+� BLD2003-01644 Please refer to the following pages for conditions of this permit. 2 of 4 11) This structure is approved as un-heated space. If at any time this building is to be used for anything other than what it is approved for, a change of use permit shall be applied for, reviewed and approved prior to the change. X �l�✓ 12) THE FOUNDATION SYSTEM SHALL BE PLACED ON UNDISTURBED, NATIVE SOIL. X 13) The "approved" plot plan is required to be on-site for inspection purposes. If an inspection is requested and the "approved" plot plan is not on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour) will be charged and shall be collected by the Builddiin-g Department prior to any further inspections being performed or approvals granted. 14) Owner/builder assumes all responsibility if drainfield/reserve area is encumbered. X� (.J 15) This structure is limited to U-1 use only (private garages, carports, sheds, and agricultural buildings.) Any other use will be in violation of the Uniform Building Code aft Mason County Regulations unless a "Change of Use" permit is applied for, reviewed and approved. X 16) Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour) will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. X ►Pil 17) All construction must meet or exceed all local ordinances and the 1997 Uniform Building Code requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancl would result in permit revocation. X f: 18) Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25' of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. X C= 19) All changes to "approved" building plans that effect compliance with the Uniform Codes as amended and adopted, or any other Mason County Xrdinancg o�egulation, must be reviewed and approved by Mason County prior to construction. 20) All property lines shall be clearly identified at the time of foundation inspection. Xtl .BLD2003-01644 Please refer to the following pages for conditions of this permit. 3 of 4 21) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-comp!' nt with Mason County ordinances and building regulations. X 6C G✓ 22) All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may extend the time for action for a period not exceeding 180 days, upon the receipt of a written extension request indicating that circumstances beyond the control of the per older have prevented action from being taken. No more than one extension may be granted. X I,) This permit becomes null and void if work or construction authorized is not commenced within 180 days, or if construction or work is suspended for a period of 180 days at any time after work is commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied. OWNER OR AGENT: ` DATE: BLD2003-01644 Please refer to the following pages for conditions of this permit. 4 of 4 v W r 0 o CONCRETE MECHANICAL MANUFACTURED HOME 0 c^ Footings t Setbacks Date B y Ribbons rn Date ,r-Z-6-c:py By Gas Piping Date B y Foundation Walls Date B y Set-up Date By INSULATION Date By B G I Slab Insulation Floors Final Date By Date B y Date B y FRAMING Walls FIRE DEPT Date By Date B y Date B y PLUMBING Attic OTHER Groundwork Date By Date By WALLBOARD NAILING D.W.V. Date By Date By FINAL INSPECTION Water Line Date B y Date By Date By ....:.:..:........: CD 0 0 CD 0 a �d d � 5 N O 3 W i O O� •P i d 0 cv- All ui C�V / -} i 1 f w J W cn f b{ +p-r M 7zvyd Zt lk'Q rwl'"7 -V`4 U 11 V bl4ao-4s-�12z� � i�� e G �` E P t rl_L► f 4l0' i I I Avi CoK'S1-72vCTED TD O r0 Zc �c "� I Jn.4E,H, PJP5L1 Sri D FX(STIA� 'fRFIJGh-C-S '� � - RPPr-oveD -7-13-EZ --. r c _ � ( IOST6LL. I" PVr- CLzoo LRTERPrL.S INCiDEL of FrxrST!!JG 4" PIZAI j- PIPF- - SEF_ 'rMJCH ' e 6 .y:.L r /,1C1JlT0t DrnTRIL $ LATEAPl �� e \ l i r PGr -5- e4.,-I4 DETF►IL \ r.E ����' W Tom+:CH PVC BALL VkLVES- , -• _ 1 I/4 WG CL 200 rf--4" -rl6,HTLWF- FR-0r^ Nll°7VlFOLA � F�� CURTAIN DRk-iA% TU r5E.AC H, C,.D1JtJECT 20or- t>p-Al Js. 3& Yr P' Fose a Itt 3& I +` o Q' I 3� rR5r, �L = 5a•s FIUOQ IZOt Lf I1/ PVC LZoe ! 71�J(ic� I i lu Gl:Qvp�T r�.C� V2$IIJC, lD Pr.EV_c /JT p l I 1T<4FF I c. O►J FI LTF-e- I o)(Zt), S wt) F I LTr-IZ—� f ,r o� _` L. I•�.=48S JE 1'a / CSEE DETf}1u.S� �' "-'� �. Z F�L GL•Zoa FORL�AiI�1IJ S C DoV154E SI.EErJE U1�I�Z DRIVE mjT> 10 NTH SIDES APPROVED s OF u:�Tr-C LI1 F- C?-os.Sm 4, 4" PVC, STtJt✓/�,.D. AASON COUNTY DCD PLANNING f SITE PLAN REQUIRED TO BE ON SITE _EPTI C T?Wk- wlr-H OUrI.E'F CHANGES SUBJECT TO APPROVAL I L rxe-- our r.r•= 8,9,o I 3y .,t�l, �__ Date 11, 2 D 2 2Y oU , R.��� P�vnP G0ft5F-- ~T'-- OFF E L =8s,o i IJOTE ' SUWEEQ CLIL FWouTS REGkOlizaD w "okr" j pE1 I H0worr( RC'aer E1JD OF 14LL L J4LS • so' I JSS E C'p�n.i�u�r�•J c1,I 0 f1 Hr►J. Skelf��, WA =y=�y RECEIVED NOV 13 2003 F 5jLK,HE-A h BELFAIR OFFICE I P►c K_�.R I JJc, ¢ J !1� HUNT�^Z �+ A.asgr ICQteSj AN F E GHwRC- DF R IHE NNAIIN5PECTL� 6X12 P.T. 12 H—F POST EMBED PER DETAILS ON PFB-03 36'-0" EXCEPT USE 24'0 FOOTING do CONCRETE BACKFILL 12'-0" 12'-0" 12'-0" TYP (2) PLCS THIS GABLE WALL 6X6 P.T. #2 H—F POST NOTE ORIENTATION EMBED PER DETAILS ON PFB-03 4030 W 3068 MD TYP (3) PLCS THIS GABLE WALL 6X8 P.T. 12 H—F POST p,T. DOOR POST TYP (4) PLCS TYP NOTE ORIENTATION o m o: En N RECEIVED m " NI V 13 2003 o o � Z a IIEI.FAIR OFFICE in Qo s �R• HF�, GENERAL NOTES Qo�WAsy�ti���� 1. ALL POSTS TO BE 5X 12 H—F AND ORIENTATED AS SHOWN � UNLESS NOTED. PLAN VIEW 2. ALL POSTS IN CONTACT WITH GROUND SHALL BE PRESSURE TREATED HEM—FIR TO 0.60 cf RETENTION CCA. �� Z• P LLIANCE: ENC (NEERIN 3. PERSONNEL DOORS) AND WINDOWS) SHOWN MAY BE � 168 `LOCATED BY THE BUILDER IN THE WALLS) SHOWN O �CS � www.polebuildingengineering.com UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. ��' 4. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE SSf0' All A730 Hawthorne Ave. NE • Salem, Oregon 97301 503 589-1727 CONTRACTOR UNLESS NOTED OTHERWISE. CLJENT OWNER BUILDING LOCATION 5. CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES EXPIRES: 12/04/Q3 SOUND BUILDING SYSTEMS HOWARD BAUER PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. 3546 THORNDYKE RD 155 E COMMUNITY CLUB RD PORT LUDLOW, WA 98365 SHELTON, WA 98584 ©ALLIANCE ENGINEERING OF OREGON, LLC 1M DATE 10 NOV 03 DWG. NO.: JOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TM PLOT dt 77 PFB-01 of 06 z10233 18" OVERHANGS T`Yp 12 4p p Tr 0 of 16'X12' OHD 4030 MW 3068 MD 36'-0" _ 18-0 RECEIVED REAR EAVE VIEW LEFT GABLE VIEW NOV 13 20 24" TRANSLUCENT LIGHT PANELS 4p 'iELF/AlIZ OFFICE (SEE CONSTRUCTION NOTES) 0 0 I i � a 36'-0" FRONT EAVE VIEW ti� R H��� RIGHT GABLE VIEW ELEVATION VIEWS T JANCE ENGINEERING �w www.polebuildingengineering.com �SS��NALL�G` 730 Howthorne Ave. NE• Salem Ore on 97301 503 589—l-, CLIENT r155E BUILDING LOCATION SOUND BUILDING SYSTEMS BAUER EXPIRES: 12/04/U3 3546 THORNDYKE RD OMMUNITY CLUB RD PORT LUDLOW, WA 98365 , WA 98584 ©ALLIANCE ENGINEERING OF OREGON, LLC 1998 DATE: 10 NOV 03 IDWG. NO.: JOB NO.: REV. IT IS UNLAWLIL AND POTENTIALLY DANGEROUS FOR THIS DRAMANG TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOW DRAWN BY: TM PLOT O 128 PFB-02 of 06 210233 NAIL TOP GIRT TO POST W/ (4) (MIN) 16d OR 20d NAILS 2X6 #2 D—F PURLINS 0 24' (MAX) O.C. NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS (6) 16d OR 20d NAILS 6X BLOCKING (4) (MIN) 16d OR 20d NAILS 12 NAIL 2X4 BLOCKS TO TRUSSES 4 W/ (2) 16d OR 20d NAILS EA SIDE (2) 5/8"0 A-307 BOLTS W/ FLAT WASHERS EA SIDE 2X CORBEL BLOCK TO MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING do PRE—ENGINEERED TRUSSES BY OTHERS BLOCK SIZE) SEE DETAIL 1 DETAIL 1 29 GA METAL SHEATHING TYP ROOF do WALLS O X I INSTALL (3) 20d NAILS 2" DEEP POST IN EA POST FACE 0 MID—SLAB DEPTH FOR POST CONSTRAINT RECEIVED VA #2 H—F GIRTS 0 24" (MAX) O.C. PERIMETER POST TO POST W/ (3) 16d OR (2) 20d NAILS EA END BOTTOM GIRT BOTTOM GIRT NAIL TO POST SEE DETAIL 2 Nov 13 2003 6) 16d OR 20d NAILS EA END gELF.AIR OFFICE 4" (MIN) CONCRETE FLOOR GRANULAR BACKFILL, FULL DEPTH DETAIL 2 (SEE CONSTRUCTION NOTES) BUILDING DATA: 18"0 X 6" THICK CONCRETE FOOTING END 18-0" LENGTH: 36'-0" GENERAL NOTES L EAVE HT: 14'-0" 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE Q pF WASy� ROOF SLOPE: 4 IN 12 AT 24" O.C. BY THE CONTRACTOR WITH 2XO'� TRUSS SPACING: 12'-0• BLOCKING BETWEEN MEMBERS OR WITH 1 SECTION A BUILDING CODE: SIMPSON LU26 HANGERS (OR EQUAL). IF 2X WIND LOAD: 80 MPH BLOCKING IS USED, THEN NAIL BLOCKING TO ALLIANCE ENGINEE�TEXPOSURE: B POST WITH (6) 20d OR (6) 16d NAILS (MIN.). r, 1 SNOW LOAD: 25 PSF NAIL GIRTS TO BLOCKING WITH (2) 20d OR i, 19188 q� DEAD LOAD: 5 PSF (3) 16d NAILS AT EACH END �< �FLISIER� WWW.pNG olebuildingengineering.com SOIL BEARING: 1.5 KSF 2,PURLINS MAY BE INSTALLED WITH SIMPSON FS.4/��� `L t;�v� 730 Hawthorne Ave. NE Salem, Cre on 97301 503 589-1727 (TYPE: SW,SP,SM,SC,GM,GC) LU26 HANGERS (OR EQUAL), OVER—LAPPED, CLIENT OWNER BUILDING LOCATI SEISMIC ZONE: 3 OR BUTTED ON THE TRUSSES AS REQUIRED SOUND BUILDING SYSTEMS HOWARD BAUER UBC: 1997 BY THE CONTRACTOR. EXPIRES: 12/04, 3546 THORNDYKE RD 155 E COMMUNITY CLUB RD PORT LUDLOW, WA 98365 SHELTON, WA 98584 ©AWANCE ENGINEERING OF OREGON, LLC 1998 DATE 10 NOV 03 DWG. NO.: JOB NO.: REV. IT IS UNLAWUL AND POTENTIALLY DANGEROUS FOR THIS DRAIMNG TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWMI. DRAWN BY: TM IPI OT O 64 PFB-03 of 06 210233 • TRUSS HEEL (6) 16d OR 20d NAILS 2X BLOCKING BETWEEN GIRTS RAFTER HEEL W/ (10) 16d OR 20d NAILS IN EACH BLOCK PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE • (6) 16d OR 20d NAILS & AT 2-1/2- (MIN) O.C. TRIM BLOCK FOR TIGHT FIT 2X BLOCKING BETWEEN GIRTS TYP (2) PLCS ON EACH GABLE WALL CORNER W/ (10) 16d OR 20d NAILS IN EACH BLOCK POST UNDER EACH TRUSS HEEL PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE GIRT do AT 2-1/2' (MIN) O.C. TRIM BLOCK FOR TIGHT FIT TYP (2) PLCS ON EACH GABLE WALL POST UNDER EACH RAFTER • ' POST RECEIVED GIRT NOV 13 2003 POST BELF,AM OFFICE NOTE: IF TOTAL NUMBER OF NAILS SPECIFlEO WILL NOT FIT DUE TO SIZE OF BLOCKING, AN EXTRA BLOCK MAY BE ADDED TO ACCOMODATE THE REMAINDER OF THE NAILS NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH. GABLE TRUSS NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH. Nu �Gf N.T.S. GABLE RAFTER ` FRAMING DETAILS N.T.S. NC'E ENGINES ~� I . T RII9188 v Y R{,IS1FR�`� www.polebuildingengineering.com 730 HawthNG ome Ave. NE • Salem, Oregon 97301 503 589-1727 'N AL 1. CLIENT OWNER BUILDING LOCATION SOUND BUILDING SYSTEMS HOWARD BAUER EXPIRES 12/04/ 3546 THORNDYKE RD 155 E COMMUNITY CLUB RD PORT LUDLOW, WA 98365 �SHELTON, WA 98584 ©ALIANCE ENGINEERING OF OREGON, LLC 1998 DATE 10 NOV 03 DWG. NO.: JOB IT IS UNLAWUL AND POTENTIALLY DANGEROUS FOR THIS ORAMING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOW DRAWN BY: TM PLOT @ 16 PFB-04 of 06 210233 2" CORBEL BLOCK k POST 2" _i TRUSS OR RAFTER HEEL TRUSS OR RAFTER HEEL CORBEL BLOCK FREE OF CORBEL BLOCK FREE OF z SPLITS, CHECKS, AND SHAKES. BEFORE SPLITS, CHECKS, AND SHAKES. TAR M FOR TIGHT FIT BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT A-307 BOLT W/ NUT AND N FLAT WASHERS EA SIDE Z z A-307 BOLTS W/ NUT AND Z w g FLAT WASHERS EA SIDE (STAGGERED AS SHOWN) Z POST z i+7 � POST ,[:�j NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE NOTE: THIS DETAIL IS FOR BOLT LOCATION AND v SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. CONTRACTOR TO CORBEL BLOCK SIZING ONLY. SEE SECTION VIEW PROVIDE PROTECTIVE COVERING OR COATING FOR ALL CORBEL BLOCKS,,�` T C I\/E D FOR ACTUAL BOLT SIZE AND QUANTITY TRUSS HEELS AND RAFTER HEELS DIRECTLY EXPOSED TO THE ELEMENTS.* C v REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING OR COATING FOR ALL CORBEL /,� �011 1 BLOCKS, BOLTS, TRUSS HEELS AND RAFTER F�ORBEL�_BLOCK_O BATS 2 F�ORBEL BLOCK tl 3 2�� HEELS DIRECTLY EXPOSED TO THE ELEMENTS. O BOLT #14 x 7/8" STITCH J SCREWS O 24" PANEL OVERLAP #9 X 1-1/2" O.C. MID SPAN. �tg X 1-1/2" SCREWS SCREWS 9 29 GA METAL SHEATHING (MAX) 1/2" (MIN) EDGE DISTANCE 2X (MIN) FRAMING MEMBER LONG SCREWS O 9" O.C. (MAX) 2X (MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED g" 2X (MIN) FRAMING MEMBER FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1" AT 9" O.C. ADJACENT (MAX) 29 GA METAL SHEATHING TO EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN.) FROM PANEL EDGES. INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. (�� TYPICAL SCREW SCHEDULE 2X (MIN) FRAMING MEMBER #9 X 1-1/2" SCREWS Z.1 '. H' R ,t O 9" O.C. (MAX) Q���oF WASy ��• N.T.S. FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING 19 X .4 G'- 1—t/2" AT 9" O.C. ADJACENT TO EACH OF THE MAJOR RIBS. PARALLEL TO THE j �� ^O r STANDARD DETAILS PANEL RIBS, AT TERMINATING EDGES, THE /9 X 1-1/2" SCREWS SHALL BE SPACED �= 1,4NCL ENG11VEEj�AT 12" O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW 1�1 SPACING AT TERMINATING EDGES). THE FASTENERS SHALL BE 1/2" (MIN) FROM ��� www. olebuildin en ineerin .com a NG PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WITH #14 X ;y188 ,� P 9 9 9 7/8" LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24" O.C. �G� �F1;15]�Rti� ��`� 730 Hawthorne Ave. NE • Salem, Ore on 97301 503 589-1, (MAX). INCREASE LENGTH OF /9 SCREWS BY THICKNESS OF ANY APPLIED "SIp�T�Ltir'G CUENT OWNER BUILDING LOCATION suesHEATHINc. ALTERNATE SCREW SCHEDULE SOUND BUILDING SYSTEMS HOWARD BAUER 3 N.T.S 3546 THORNDYKE RD 155 E COMMUNITY CLUB RD EXPIRES: 12/04/� PORT LUDLOW, WA 98365 SHELTON, WA 98584 ©ALLIANCE ENGINEERING OF OREGON, LLC 1998 DATE: 10 NOV 03 IDWG. NO.: JOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TM PLOT m 16 PFB-05 of 06 210233 L__ POLE BUILDING CONSTRUCTION NOTES- 1. UNLESS NOTED OTHERWISE, ALL CONCRETE fc SHALL BE 2500 7. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, PSI MINIMUM AT 28 DAYS. THE CONCRETE SHALL BE MIXED IN THE BACKFILL SHALL BE WELL—GRADED NATIVE SOIL (FREE FROM THE CORRECT PROPORTIONS PRIOR TO PLACEMENT. NO ALL ORGANICS AND LARGE COBBLES). THE CONTRACTOR SHALL SPECIAL INSPECTION IS REQUIRED. INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING 2. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED AND IS COMPACTED AFTER EACH 6' LIFT. ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT 8. IF THE DRAWINGS SPECIFY SAND BACKFILL IN THE POSTHOLES, MAY BE STANDARD OR BETTER. No. 2 DOUG—FIR MAY BE THE CONTRACTOR SHALL INSURE THAT THE SAND IS SATURATED SUBSTITUTED FOR No. 2 HEM—FIR. PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. 3. INSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY 9. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING THE MANUFACTURER OF THE PRE—ENGINEERED TRUSSES HAVE MEMBERS (GIRTS AND PURLINS) PER THE TYPICAL SCREW BEEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S S(`HEDUI F GIVEN ON THE STANDARD DETAILS DRAWING UNLESS INSTRUCTIONS. NOTED OTHERWISE. 4. THE POSTS SHALL BE CENTERED ON THE FOOTINGS. THE 10. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS CONTRACTOR SHALL INSURE THAT THE BACKFILL IN THE SHALL COMPLY WITH UBC SECTIONS 2304 & 2305. POSTHOLES IS CAST AGAINST UNDISTURBED SOIL. 5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN 11. ALL NAILS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DESIGNED FOR STRESS'ONLY. THEY HAVE NOT BEEN DESIGNED DIPPED GALVANIZED. FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES. 12. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT 6. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE BRACING OF ALL TRUSSES SHALL COMPLY WITH TRUSS PLATE POSTHOLES, THE BACKFILL SHALL BE 5/8' TO 3/4" (—) INSTITUTE HIB-98 POST FRAME SUMMARY SHEET. GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL INSURE t3. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND OF THE PANELS MUST TERMINATE AT A WALL CART. WALL GIRTS IS COMPACTED AFTER EACH 6" LIFT. THAT LIGHT PANELS ARE ATTACHED TO MUST BE FASTENED TO RECEIVED THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END UNLESS COMMERCIAL CARTS ARE USED. NOV 13 200 BELFAIR OFFIC ti� R. NCR 4`Z` OF WASy7 ABBREVIATIONS & SYMBOLS: ) CONSTRUCTION NOTES D—F DOUGLAS FIR OPP OPPOSITE 3 j E E N G 1 N E E D 1 EA EACH PLCS PLACES JANC 1� NG GA GAUGE P.T. PRESSURE TREATED 19188 -`1 �� www.polebuildingengineering.com GLB GLUE LAM BEAM TYP TYPICAL ���• �CIS'1 E�� `�,�v 730 Hawthorne Ave. NE Salem Ore on 97301 MID WITH HEMLOCK FIR W WINDOW A 503 589-1727 SS70NL�- ' CLIENT OWNER B A MFR'S MANUFACTURER'S Q AT UILDING LOCATION MD MAN DOOR W/ SOUND BUILDING SYSTEMS HOWARD BAUER O.C. ON CENTER 0 DIAMETER EXPIRES: 12/04/02 3546 THORNDYKE RD 155 E COMMUNITY CLUB RD PORT LUDLOW, WA 98365 SHELTON, WA 98584 ©ALLIANCE ENGINEERING OF OREGON, LLC 1998 DATE: 10 NOV 03 JDWG. NO.: JOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TM PLOT &. 1 PFB-06 of 06 210233 T El T� TE aETi�- . Liu "The Pole Building Engineering Company" POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT'No. 210233 BUILDING OWNER / LOCATION: Howard Bauer 155 E Community Club Rd. Shelton, WA 98584 CLIENT: Sound Building Systems, Inc. 3546 Thorndyke Rd Port Ludlow, WA 98365 ENGINEER: R. NCR}. WAsy�tic'0 z� RECEIVED NOV 13 2003 TA1-� BELF,AIR OFFICE EXPIRES' 121041Cd3 Property of Alliance Engineering of Oregon, LLC. Unauthorized duplication prohibited. Copyright(9 Alliance Engineering of Oregon, LLC 1998-2003 730 Hawthorne Ave. N.E. Alliance Engineering of Oregon, LLC Phone: (503) 589-1727 Salem, OR 97301 www.polebuildingengineering.com Fax: (503) 589-1728 11/10/03 210233 (Bauer) 18x36x14.mcd 1 POST FRAME BUILDING SUMMARY: This is a post-frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for ground contact. Post size, post embedment depth, post hole diameter and backfill is given in the body of the calculation. The building will depend on the diaphragm action of the roof and wall sheathing for lateral stability. The posts will be modeled as propped cantilevers that are fixed at the base and propped by the deep beam action of the roof.The roof structure spans horizontally between the wall diaphragms where it is simply supported. The post frames will be assumed to act as a unit. Wind loads (wind controls over seismic)will be imposed on the windward and leeward sides of the building simultaneously. The trusses rafters will act as a drag strut that will cause the two posts to act together. The post-frame model for the building comes from References 2 and 3. The actual post length for bending will be assumed to be measured from top of the post hole backfill to the top of the corbel block. If there is no concrete floor,the concrete backfill will provide lateral constraint in the windward and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided at the ground line by the concrete floor. REFERENCES: 1. 1997 Edition of the Uniform Building Code 2. Post-Frame Building Design Manual, First Edition National Frame Builders Association,2000 . 3. Post-Frame Building Design Walker and Woeste. ASAE Monograph Number 11. ASAE 1992 4. 1997 Edition, National Design Specification(NDS)2nd Supplement For Wood Construction,American Wood Counsel 5. 1996 Diaphragm Test by the National Frame Builders Association and observed by Braun Intertec Corporation Canby, Oregon. 6. 1989 Shear Panel Test with Val-Rib Cladding by Devco Engineering Inc.for Valley Rolling Mills,Inc.of Salem Oregon 7. Shear and Flexibility Factors for BHP Steel Building Products Nor Clad Metal Cladding System By Capital Engineering Laboratories,July 19%,CYS Job NO.94115-02 RECEIVED NOV 13 2003 4ELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 2 SUMMARY OF DESIGN VALUES: Building Dimensions Wbldg 18 [ft] (Width of Building) Lbldg := 36 [ft] (Length of Building) Hbldg :— 14 [ft] (Eave Height of Building) Rpitch :=4 / 12 [roof pitch] Bay:= 12 [ft] (Greatest spacing between eavewall posts) Wgableope❑;ngs := 16 [ft] (Total width of openings in one gable wall) Weaveopen;ngs := 8 [ft] (Total width of openings in one eave wall) T,,,, heel := 12 [in] (Depth of truss/rafter heel) Post Properties: Pwidth == 6 [in] (Post width y-axis) POST SIZE P&pth := 8 [in] (Post depth x-axis) (All posts will be Hem-Fir) Grade:= "2" (Grade of Post (2, 1, or SS = Select Structural)) Fbl = 575 [psi] (Allowable bending stress for the posts) Fc1 = 575 [psi] (Allowable compression stress for the posts) EN,o()d= 1100000 [psi] (Allowable modulus of elasticity for posts) Lpsst bndg = 156 [in] (Bending length of post) RECE�v N©� 13 2003 i3E'�FAI� OFFICE 11/10/03 210233 (Bauer) 18x36xl4.mcd 3 SUMMARY OF DESIGN VALUES (Continued): Purlin Properties: Pu,ji,R_ g :=24 [in] spurlin == Sx26 Fpi th. FbDF2dim Sp,uji, - 7.56 [in A3] Fpuh = 900 [psi] (Allowable bending stress for the purlins) Girt Properties: Girt-spacing :=24 [n] So :=Sy26 Fo :=FMMdim So = 2.W [in A31 Fgirt =850 [psi] (Allowable bending stress for the girls) Footinq and Post Hole Design Values: qs0fl := 1500 [psf] (Assumed soil vertical bearing capacity) dia footi,g := 1.5 ft [diameter of footing] Design Loads for Building: Wind Design Values: Fastest wind speed: qs=gs80 (mph) Wind Exposure: fi = „B" Roof Load Design Values: WsnoW:= 25 [lbs] (Ground snow load) Wdead := 5 [lbs] (Roof dead load) (GO TO LAST PAGE FOR SUMMARY OF RESULTS) RECEIVED NOY 13 2003 BELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 4 WIND ANALYSIS: UBC conditions: Method 1 (Normal Force Method) Calculate the Design Wind Pressure. q = CeXCgXgsXI Where: Ce = Combined height, exposure and gust factor coefficient(w=wall,r-roof) Cq = Pressure coefficient qs= Wind stagnation pressure Iw = Importance Factor qs= 16.4 Iw,:= 1.0 CeW=0.62 Cer = 0.63 Cqww,:=0.8 (Pressure coefficient for windward wall) Cql,:=-0.5 (Pressure coefficient for leeward wall) Cgwr:=0.3 (Pressure coefficient for windward roof) Cqk:=-0.7 (Pressure coefficient for leeward roof) Cqw�:= 1.2 (Pressure coefficient for wall elements) Calculated Wind Pressures: Windward Wall: Leeward Wall: qww Cew•Cgwwgs•Iw qlw Cew•C4w•gs•1w qw w= 8.13 [psq q1w= -5.08 [psfJ Windward Roof: Leeward Roof: qwr Cer.Cgwr.gs•Iw qlr Cer•Cglr.gs•Iw qwr= 3.07 [psf] qk =—7.17 [psf] Wall Elements: qwe:=Cew-(Cgw,e— O.l)•gs•Iw, qwe= 11.18 [pst] RECEIVED VV 13 2003 BELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36xl4.mcd 5 BUILDING MODEL: STEP 1: CALCULATE THE SHEAR STIFFNESS OF THE TEST PANEL This procedure relies on tests conducted by the National Frame Builders Association. The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area. The material and section properties for the test panels are thus reasonable and will be used throughout. The stiffness of the test panel was calculated to be: c = 2166 Win STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c' = (E X t)/ (2 X(1+V)X (9/p) + (K2/(b'X t)"2)) Where: E = 27.5x10^6 psi (modulus of elasticity for steel) t= 0.017" (thickness of 29 gauge steel) V= 0.3 (Poisson's Ratio for steel) g/p= 1.139 ratio of sheathing corrugation length to corrugation pitch b' = 144" (12'-0" length of test panel) STEP 2.1: This equation was set equal to the stiffness of the test panel (2166 lb/in) and the unknown value (K2)was solved for. K2= 1275 inA4 sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (ch): Wbldg 12 K2:= 1275 [lb/ft] 2 bnew= - t 0.017 [in] cos(( ) O = 18.435 deg (roof angle of incline) bnew= 114 [in] E:=27500000 (E-t) ` K� c = 1361 [lb/in] 2.961 + (bnewtf RECEIVED NOV 13 2003 i3ELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 6 STEP 2.3& 2.4: Calculate the equivalent horizontal roof stiffness (c) for the full roof: Since ch is for the full roof, the roof length must be ratioed by the aspect ratio of the roof panel (b/a)where "a" is the truss spacing in inches. a:= Bay,12 2 bncw ch:= 2•c-cos(0) a = 144 (in) a ch= 193 i lio i in] STEP 3: CALCULATE THE STIFFNESS OF THE POST FRAME(k): Since the connection between the posts and the rafters can be assumed to be a pinned joint, the model for the post frame can be assumed to be the sum of two cantilevers (the posts)that act in parallel. The stiffness of the post frame can be calcula from the amount of force required to deflect the system one inch. The spring constant(k) in pounds per inch of deflection results directly. k= 445 Win STEP 4: CALCULATE TOTAL SIDE SWAY FORCE(R): Apply wind loads to the walls to determine moment(Mwind), fiber stress (fwind) and end reaction at prop point (R). Calculate Total Wind Pressure: a gwwpost qww a 12.12 glwpost qlw- 12 12 gtot= gwwpost— glwpost gwwpost = 8.1 [pli] glwpost = —5.08 [pli] gtot = 13.22 [pli] Lpost2 Mwind gtot' 8 Mwid= 40210 [in-lbs] Mwind fwind= fwind= 314 [psi] 2•Sxpost R:= 3-gtot Lposbnd8 R = 773 [lbs] g STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k)co will be used to determine the side sway force modifiers. k — = 0.23 ch RECEIVED `NOV 13 2003 BELFAIR OFFICF 11/10/03 210233 (Bauer) 18x36x14.mcd 7 STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: nil) = 0.77 STEP 7: CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q := niD.R Q = 596 lb Since not all of the total side sway force (R) is resisted by the roof diaphragm, some translation will occur at the top of the post. The distributed load that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. Mdfl = 36947 [lb in] fdfl = 289 [psi] Calculate the total moment(Mtot) and the total fiber stress 1 ftot). Mtot mD-Mwind +Mdfl Mtot = 67921 [lb in] ftot mD•fwmd+fdfl tint = 531 [psi] RECEIVED NOV 13 2003 BELFAIR OFFICE Bauer 18x36x14.mcd 8 11/10/03 210233 (Bauer POST DESIGN: Assume the following post properties: 1. The posts will be modeled as propped cantilevers fixed at the base and propped at the eave line by the roof diaphram. The two posts will act at each frame to resist bending. 2. The roof will act as a diaphragm and act as a simple support for the posts. 3. The roof will act as a simple horizontal beam spanning between shear walls. 4. The posts will be pressure treated for ground contact. 5. The controlling load case will be Dead Load + Wind Load + 1/2 Snow Load. Calculate allowable unit stress(compression Fcc). Fcl = 575 [psi] Fc:=Fel-1.15•.85 Fc= 562 [psi] (Allowable compression stress including load factors) Lpo,t_b,dg = 156 [n] (Bending length of post) dp,,t=8 '[in] (Unbraced dimension of post) Ke:=0.8 1e:=Ke-LpoA_bndg c:=0.8 1e= 124.8 [n] KcE:=0.3 EW,00d= 1100000 [psi] .95•EW� FcE:=Ke 2 FcE= 1288 1e FcE FcE 2FcE 1 +— 1 + — — Fc Fc Fc CP:= 2 c — 2 c — c CP 0.89= Fcc:=Fc-Cp Fcc= 499 psi RECEIVED NOV 13 2003 BELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 9 POST DESIGN:(Continued) Calculate Combine Flexural and Axial Loading Index Wm,f= 30 [psf] (Total roof loading) Psnowpost = 2700 [lbs] (Axial loading per post due to roof snow load) Pest = 540 [lbs] (Axial loading per post due to roof dead load) Psnowpost 2 +Pdeadpost fc:= f,= 39 [psi] (Actual compression stress per post) Apost Fb:=Fbl•1.6•:85 Fb= 782 [psi] (Allowable bending stress per post including load factors) fbl hot fbl = 531 [psi] (Actual bending stress on post) � CCFALI:= c2 + fbt F� fc Fb I FcE CCFALI= 0.71 less than or equal to 1.0 is OK RECEIVE® NOV 13 2003 BELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36xl4.mcd 10 POST EMBEDMENT FOR CONSTRAINED CONDITION: Calculate the required post depth. The concrete floor will provide a constrained condition for the post. Mtot = 67921 in-lbs Ph = applied lateral force (P) and distance from ground to applied lateral force (h). M Ph:= tot (2-12) S,Ofl = 150 [psf] (Assumed soil lateral bearing capacity) depth_.posto = 3.5 [ft] Trial depth of embedment. S3= 1397 (calculated using a trial depth of embedment) - 4. • (Ph)�e 25 � deAe = 3.2 [ft] (minimum required post embedment depth) S3 12 Calculate pullout of the posts due to shear loads on the end walls. Hroof:= 2 WHdg•tan(0) Hroof= 3 Ift] 0.375•mD•(Hbldg)-Lbldg-(gww—2 glw) +(Hoof)-Lbldg-(gwr— glr) Veave_wind Veave wind = 1516 [lbs] (total load transferred into each gable walQ C�.- Veave-wind Hbldg Cat = 1179 lbs [this is the uplift load on one post] WbIdg Assume a total weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the pole in the ground will be as follows: Lam Ladg Wig Gable wall Hadg W bldg•2 Eave_wall Hbldg• 2 •2 Roof 2 . 2 Gable wall = 252 [lbs] Eave_wall = 504 [lbs] Roof= 324 [lbs] - Posts = Hbl + c 'Wst 2 � Post—hole = 150• ,-poste• 3.14• f 4 144t do� Posts = 201 [lbs] Post hole = 860 [lbs] Wttot Eave wall + Gable wall + Roof+ Posts Wttot = 1281 [lbs] (Note that Wttot is greater than Cpw. Thus OK.) RECEIVED NOV 13 2003 13ELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 11 FOOTING DESIGN: Check the soil bearing capacity of the punch pads. . Afooting := 3.14.I rdia—footing 2 ftA 2 [this is the area of the footing] 2 Qsoil = 1500 [psf] dia_footing = 1.5 ft dept,_po,to = 4.0 ft (trial depth of embedment) dfaotor = 1.6 (calculated using a trial depth of embedment) Pfooting Afooting•9soi1-dfwtor Pfooting =4239 [lbs] (end bearing capacity of footing) Psnow=3240 [lbs] Note that the end bearing capacity (P.4 is greater than the snow load (P now). This is OK. RECEIVED NOY 13 2003 BELF,AIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 12 ANALYSIS FOR GABLE WALL: Calculate the load that is transmitted to each gable wall. Hbldg = 14 [ft] qww= 8.1 psf qw, = 3.1 psf Hroof = 3 Ift] Lbldg = 36 [ft] qlw = —5.1 psf qb = —7.2 psf 0.375•mD•(Hbldg) Lb •(gw 2 w— qlw) + (Hro0f)'1 bldg'(gwr— qIr) Veave_wind Veave wind = 1516 [Ibs] This is the lateral wind load that is transmitted to each gable wall. This load will be transmitted through the roof diaphragm to the gable walls. Normalize the load to a per foot basis. V eave wind vgablewall Wbldg vgablewall = 84 [Ibs/ft] The gable wall diaphragms can resist 100% of the ultimate load given by reference 6. This value may be increased by 1/3 for wind (82.5 plf X 1.33 = 110 plf). If vgablewall < 110 plf Then no additional sheathing is required. Next, The lateral wind load that is transmitted to the gablewall with the large openings will be resisted by the gable wall posts in bending. Check the bending stress in these posts. Opening_height := 144 Mgablewall = Veave_wind•Opening_height Mgablewall 1'xgablewall Fgablewall = 758 psi 2.Sx612 Fxanw. := 1.6-675 Flow = 1080 psi RECEIVE[ Since FX9abiewau < Fxallow this is ok. WOV 13 2003 ULFAIR OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 13 EAVE WALL SHEAR ANALYSIS: Calculate the load that must be resisted by the shear capacity of the eave walls. Hroof = 3 [ft] HHdg = 14 [ft] yww = 8.1 psf LHdg = 36 [ft] qlw = —5.1 psf Wbldg = 18 [ft] 0.375•m13 (Hb1dg)'Wbldg-(gww— q1w) + 0.5•�Hroof}-Wbldg-(9ww— qlw) Vgable_wind 2 Vgable_wind = 660 [Ibs] This is the lateral wind load that is transmitted to each eave wall. This load will be transmitted through the roof diaphragm to the eave walls. Normalize the load to a per foot basis. V gable wind Veavewall Lbldg _ Weaveopeivngs Veavewall = 24 [Ibs/ft] The eave wall diaphragms can resist 100% of the ultimate load given by reference 6. This value may be increased by 1/3 for wind (82.5 pif X 1.33 = 110 plf). If Veavewall < 110 plf Then no additional sheathing is required. RECEIVED NOV 13 2003 BELFAIR OFFICE 11/10/03 210233 (Bauer) 18x36xl4.mcd 14 GIRT DESIGN: The girls will simple span between posts. Calculate bending stress (fbo)due to wind loading (q,e&)and determine the required girt size. gwegirt = qwe G,rt wing gwegirt = 1.86 [pli] Lgirt_span = 138 [in] 12.12 2 M L�-� M = 4438 [lb in] 8 girt := gwegirt- girt Mgirt fbgirt := fbgirt = 2154 psi (stress applied to the girt due to wind loading) Determine the allowable member stress. LDFwind:= 1.6 Cf„girt = 1.15 Cfgit = 1.30 Cr:= 1.15 Fgit = 850 [psi] Fbgirt :=LDFwind-Cf„g;,t-Cfgjrt-Cr-Fg;rt Fbgirt = 2338 > fbgirt psi This is OK. PURUN DESIGN: Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin size. wpulinsnow =4.74 [pli] (Distributed load along top edge of purlin) Calculate the maximum moment (Mp,,,ji„)in the purlin and the maximum fiber stress (hp h.) due to snow and dead load. Lpn,hn sp®n = 135 in (bending length of purlin) 2 ��piulinsnow.1'pn�_� Mpurlin ' 8 Mp ulin = 10806 [lb in] fain := MWrhn f*,;n = 1429 psi [stress applied to the purlin spurlin due to snow and dead load] Determine the allowable member stress. LDFsnow:= 1.15 Cfpurlin = 1.30 Cr:= 1.15 Cfupurlin = 1.00 Fpfli, = 900 [psi] Fbpurlin :=LDFsnow'Cfpurlin-Cr-Cfupurlin-Fpudin Fbpwfin = 1547 > fbpurhn [psi] This is OK. RECEIVED 10 132003 BELFAIP. OFFICE 11/10/03 210233 (Bauer) 18x36x14.mcd 15 CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the truss block. Assume full snow load and dead load on the roof. Pbolt 58 1590 [lb] Pbolt 34 2190 [lb] Psnow= 3240 [lb] ff 518 dia.bolts are used: "dia. bolts N�lWg - 1.8 Number of 518 required in the corbel block If 314 dia.bolts are used: Nbolts34 = 1.3 Number of 3/4"dia. bolts required in the corbel block RECEIVED NOV 13 2003 13ELFAIR OFFICE • 11/10/03 210233 (Bauer) 18x36x14.mcd 16 SUMMARY OF RESULTS: Building Dimensions Wbld = 18 [ft] (Width of Building) Lbldg = 36 (ft] (Length of Building) Hbld = 14 [ft] (Eave Height of Building) Rpitch = 4 / 12 [roof pitch] Post Details P"vidth = 6 [in] (Post width y-axis) POST SIZE Pdeptli = 8 [in] (Post depth x-axis) (All posts will be Hem-Fir) Grade = "2" (Grade of Post (2, 1, or SS = Select Structural)) Usage = 0.71 % (Combined stress usage of post) Shear Wall Details: FootingDetails: ugablewall = 84 [Ibs/ft] (Shear in Gable wall) Postdepth= 4.0 [ft] (Design Post Depth) veavewall = 24 [lbs/ft] (Shear in Eave wall) dia footing = 1.5 [ft] (Design Footing Diameter) Girt Details: Footingusage= 0.76 % (Stress usage of footing) Girt usage = 0.92 % (Stress usage of wall girt) Purlin Details: Purhn_usage = 0.92 % (Stress usage of roof purlin) Corbel Block Bolts: Nbolts58 = 1.8 Number of 5/8" dia. bolts required in the corbel block if used. Nbolts34 = 1.3 Number of 3/4" dia. bolts required in the corbel block if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. RECEIVE 70 13 2003 13ELFAIR OFFIC, PERMIT NO.: BLD MASON COUNTY BUILDING PERMIT APPLICATION 426 W.Cedar/P.O.Box 186,Shelton,WA 98584 Shelton 360 427-9670 Belfair 360 275-4467 Elma 360 482-5269 Seattle 206 464-6968 APPLICANT INFORMATION CONTRACTOR INFORMATION Owner HowarA Saae, Contractor Name „i`uNnd Au.IJorg S sterrws Mailing Address ciLAk Roa,4 Mailing Address 3fNir ThernJV to Ra.A City Shelta.. State VJA 'Zip Code. 9,YS94 City Port l.udlsW State�R Zip Code 983 4S Phone( 3&o ) ylb- ya3y Other Ph. Ph. 3eo 437-iz 19 Other Ph.( Lien/Title Holder Contractor Reg. # SouMoeSo1-7NM Address Expiration / if /o_ SEPTIC/WATER SYSTEM INFORMATION-Connect to New Septic Existing Septic P< Connect to Sewer System Name of Sewer System Well a1 Water System Name of Water System PARCEL INFORMATION-12 digit Tax Parcel No. .2 � 00 q Fire District Legal Description Site Address(Please include street name, street number and city) 155 JE Cornw'valty Clah Rb.a . Sheifam Directions to site Nori h or, Hoy., 3 Ptah+ on Ack¢rjr;a IQJ I Apprgicyaiei.i .2Va n„les jLfl on I Will timber be cut and sold in parcel pr paration? (Yes/No) Alo Is your property within 200' of the following: Body of Water (Name) Picker o' N$S am Saltwater>_ Lake River/Creek Pond Wetland Seasonal Runoff Stream Slopes or Bluffs PERMANENT RESIDENCE❑ SEASONAL RESIDENCE TYPE OF JOB Newer_Add Alt Repair Other Use of Building Describe Work 41•>, butIch No. of Bedrooms -A)- No. of Bathrooms _oO- SQ 'A E F OTAGE-1st Floor 2nd Floor 3rd Floor Loft Basement Deck Other sq. ft. Garage &q# Attached Detach ed__X_Carport Attached Detached MOBILE HOME INFORMATION-Make Model Model Year Length Width Serial No. No. of Bedrooms No. of Bathrooms Type of Heat Purchase Price $ Replacement Unit ?(Yes/No) Installer Name Certification No. NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structures for review and inspection of this project. Acknowledgment of such is by signature below: OWNER AFFIDAVIT-I certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT-I certify that I am currently registered as a Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the State of Washington and that I am aware of the ordinance requirements for which this permit is issued and that all work will be done in requirements regulating the work for which this permit is issued and all work conformance therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without approval. first obtaining yproval. j.-D— Date —03 X Date FOR OFFICIAL USE BEYOND THIS POINT Accepted by Date ,/ Submittal Amount Due Receipt No. DEPARTNIENTAI. REVIEW APPROVED DE"NIEIa CONDITION COpI:S Building Department M Occ Grou In_e Type Constr. D 3U �Lt 1 U Planning Department Environmental Health Department Public Works Department I Fire Marshal Valuation $ OELFAIR OFFICE FEES Building Permit Fee Site Inspection Plan Review Fee ( �] a � ' EH Review Fee Plumbing& Base Fee Planning Review Fee (, , Mechanical&Base Fee Other Wood/Gas/Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal ( ) TOTAL FEES FORM MUST BE COMPLETED IN INK PLEASE PRESS HARD MASON COUNTY PROJECT SITE INFORMATION Case No. Name Howard Bauer PARCEL NUMBER ,A.1otiq /t yDsa.10 Date SHOW THE FOLLOWING ON SITE PLAN Show Direction by indicationg N, S, E, W in relation to the site plan Lot Dimensions Fences Existing Structures Driveways Structure Setbacks Shorelines Water Lines Topography Well Location (including adjacent) Drainage Plan Names of Streets Easements Names of Fronting Streets Septic System DRAW SITE PLAN BELOW Include adjacent properties if on shoreline or within 100 feet of adjacent property line. adjacent property line- I I <—adjacent property line I I I I I I I I I I I I I I I I I I I I RECEIVED I I I I NOV 13 2003 I I BELFAIR OFFICE I I I I I I I I I I I I I I I I I I I I I I I adjacent property line- I I E-adjacent property Fine SAMPLE SITE PLAN adjar�nt property lined 310� _ _ _ Fadjacent property Fine I p 30' rR�SCRvE _ go-�l SE.A_SG wJ AL I a L _Y PTIL n��K I "I MOMt I .Gr16.Eiu I > PRoPOstD rapt:C_ �I 1 I R I VAC./4tvT I I 7� c.nrtAa6 \ I 1 30 I j I(� C0.oPo�CD So• AbR tCu.LTLLRAL I I I I , I � I /00' I I � t_...eLL I I I I kt /00. I A I adjacent property line-.* ; I ; E-adjacent propert�line TOPOGRAPHY PROFILE(Show a side view of property. Show slopes, cuts and fills. If possible include height and the degree of slopes. See sample topography profile.) SAMPLE TOPOGRAPHY PROFILE dtstar.cm fio ruLtL�NC 8;5t'av+C.L tG Slops -faa d7s+a�am Sig ature Date