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HomeMy WebLinkAboutCOM2003-00158 Post Frame Storage and Fence Dog Training Area - COM Permit / Conditions - 10/2/2003 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Inspection Line(360)327-7262 t Mason County Bldg. 3 426 W. Cedar P.O. Box 186 Phone: (360)427-9670,ext.352 i Shelton,WA 98584 COMMERCIAL BUILDING PERMIT COM2003-00158 OWNER: WASHINGTON STATE PATROL RECEIVED: 9/15/2003 CONTRACTOR: LICENSE: EXP: ISSUED: 10/2/2003 SITE ADDRESS: 631 W DAYTON-AIRPORT RD SHELTON EXPIRES: 4/2/2004 PARCEL NUMBER: 420023260010 LEGAL DESCRIPTION: TR 1 OF N1/2 SW 631 W DAYTON-AIRPORT RD SHELTON PROJECT DESCRIPTION: DIRECTIONS TO SITE: 30'by 36'post frame storage building. FENCE DOG 631 DAYTON AIRPORT RD TRAINING AREA General Information Construction &Occupancy Information Type of Use: COMM Insp.Area: 1 No.of Units: Type of Constr.: V-N Type of Work: NEW Fire Dist.: 11 No.of Bathrooms: Occ.Group: B No.of Stories: 1 Occ. Load: 54 Valuation: $ 9,212.16 Building Height: 14 Pre-Manufactured Unit Information Square Footage Information Make: Length: Lot Size: Model: Width: Building: 1,080 Year: Serial No.: Basement: Parking Spaces: Setback Information Shoreline&Planning Information Front: S 1,200.00 Ft. Shoreline: Ft. Rear: Ft. Slope: Ft. Water Body:NONE Shoreline Desig.: Side 1: Ft. SEPA?:No Comp.Plan Desig.: Urban Growth Area Side 2: Ft. Fire Protection System Information Auto Fire Alarm System?: N Emergency Key Box?: N Standpipe?: N Auto Fire Sprinkler System?: N Access Road?: Y Fire Extinguishers?: Y Fixed Fire Suppression System?: N Fire Hydrants?: N Fire Lanes?: N COM2003-00158 Please refer to the following pages for conditions of this permit. 1 of 4 Plumbing Fixtures Mechanical Fixtures FEES Type Qty. Type Qty. Type By Date Amount Receipt Plan Check Fee N.IP Q/1ri/7nn� 4117 Al Ri9nninn Planning Review Fee NAP Q/1x;/9nn� ,t9Fn nn R1,?nn�nn t EH Plan Review r,Fw Qr9,Ar9nna Per,nn R1*>nnRnn UFC Plan Check Fee RAR Qi,>x;ignn� ecR Q1 R19nnRnn Building State Fee KAPr; QigFrgnn� lta�rn R1gnn�nn Building Permit Fee RAW, Qi9ers)nns 4.t1R1 99; R19on.inn Total $647.47 CASE NOTES FOR COM2003-00158 CONDITIONS FOR COM2003-00158 1) 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 otential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800- 7-0982. son signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. X 2) The use, handlirlwand storage of hazardous ma Nals or flampia I an combustible liquids in excess of 10 gallons is not allowed without the approval of the Mason County Fire Marshal. X 3) All upland areas disturbed or newly reated b on tru tion activities shall be seeded, vegetated or given an equivalent type of erosion protection (silt fencing or straw matting). X 4) Approved per dimensions and Wtbacks on submitted site plan. X • 5) Provide 1 (one)2A 10BC fire extinguisher mounted in an approved location and height. X 6) All approved plans are required to be on-site for inspection purposes. If inspection is called for and plans are not on site, Approval WILL NOT be granted. In addition, a Re-Inspection fee in the amount of$52.30 per hour(minimum h )will be charged and must be collected by this department prior to any further inspections being performed or approval granted. X 7) PURSUANT TO 1997 UNIFORM BUILDING CODE, ALL SITES MUST HAVE AP OVED NUMBERS OR ADDRESSES PROVIDED 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 REINSPECTION FEE, BASED ON RATES AS ADOPTED BY THE JURISDICTION AND THE 1997 UNIFORM BUILDING CODE WILL BE ASSESSED IF OW CONTRACTOR FAILS TO POST ADDRESS ON SITE PRIOR TO REQUESTING INSPECTIONS. X f COM2003-00158 2 of 4 8) The approved plot plan is required to be on-site for inspection purposes. If inspection is called for and plot plan is not on site, Approval WILL NOT be granted. In addition, a Re-Inspection fee in the amount of$52.30 per hour(mini?tfial hour)will be charged and must be collected by this department prior to any further inspections being performed or approval granted. X 9) Changes to approved building plans that affect compliance to the current non-residnergy Code (NREC), ventilation and Indoor Air Quality �. Co V AQ) Uniform Building/Plumbing/Mechanical Codes and/or Mason County Regulations shall be approved prior to construction. X 10) C STRUCTION PR SS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND UNIFORM BUILDING CODE.x 11) All building permits all 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- pliant with Mason County ordinances and building regulations. X This permit eoomes null and void if work or construction authorized is not commenced within 180 days,or if oonstruction or work is suspended fora period of 180 days at anytime 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. OWN ER OR AGENT: DATE: /Q—Z —0 3 t COM2003-00158 3 of 4 K CONCRETE MECHANICAL MANUFACTURED HOME N � o Footings f Setbacks Date By Ribbons `'' 0 Date ru�z �03 B Gas Piping Date By Foundation Walls Date By Set-up M 00 Date By INSULATION Date By B G 1 Slab Insulation Floors Final Date By Date By Date By FRAMING Walls FIRE DEPT Date By Date By Date By PLUMBING Attic OTHER yy�� Groundwork Date By ,r „frgwer- Fitt l��Sts lv Date By WALLBOARD NAILING 1 �� E A-tq D.W.V. Date By Date By FINAL INSPECTI Water Line Date''] S p — B Date By -/ Date By S- 3 �l0703 ije "S 2�2 Fre - 0 � O N Z w y o � o �y 0o b y 0 I r G FORM MUST BE COMPLETED IN INK PLEASE PRESS HARD PERMIT NO.. BLO MASON COUNTY BUILDING PERMIT APPLICATION 426 W.Cedar/P.O.Box 196,Shelton,WA 98584 Shelton 360 427-9670 Beliair 360 275-4467 Elma 360 482-5269 Seattle 206 464-6968 APPLICANT INFORMATION CONTRACTOR INFORMATION Owner 7'c G✓a a S7` fYd Contractor Name V,S P Mailing Address Po Jinx_ 1/ !? Mailing Address ,a0 2loK Z62,4 City Stat A�& Zip Code 9,fSeY-o; 2 City S9� State Zip Code 9dS0/ Phone S9L-&12-Other Ph.(3Xa )Syl LOOD Ph. - e Other Ph.(,YW6 Lien/Title Holder Contractor Reg.# Address lExpiration — / — / SEPTIC/WATER SYSTEM INFORMATION-Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System Well Water System Name of Water System PARCEL INFORMATION-12 digit Tax Parcel No. S/e200a /�3;z / 6 Fire District_ Legal Description rE' Z of V r- Sr(V 3 rf Sae262 A.' Site Address(Pleas include str t am ,street nu ber and ity) e,✓ Directions to site CdL Will timber be cut and sold in parcel preparation?(Yes/No) Is your property within 200'of the following:Body of Water(Name) SaltwaterlpQ— Lake Al River/Creek &V PondLVe Welland�U�Seasonal Runoff Alp Stream/ _Slopes or Bluff PERMANENT RESIDENCE❑ SEASONAL RESIDENCE❑ TYPE OF JOB New_X Add Alt Repair Other Use of Building S r Ape Describe Work ' r o non I ,<r No.of Bedrooms o.of Bathrooms A/ SQUARE F OTAGE-1 st FloorA0 2nd Floor 3rd FloorIVVA4 oft7,_Baseme t A Deck Other sq.ft. Garage��Attached�Detached 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 190 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-1 certify that I am exempt from the requirements of the CONTRACTOR'S AFFIDAVIT4 certify that I am currently registered as a Contractor Registration Law RCW 18.27 and am aware of the ordinance contractor in the Stale 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 on nce therewith. No changes shall be made without first obtaining shall be done in conformance therewith. No changes shall be made without app v first obtaining approval. X Da X Date FOR OFF IA USE BEYOND THIS POINT Accepted by Date Submittal Amount Due Receipt No. DEPARTMENTAL REVIEW A ROVE_2 DENIED CONDITION CODES Building D m Occ Gro e Constr. .S O g Planning Department Environmental Health Department Public Works Department Fire Marshal ECEIVED Valuation$ SEP 151003 FEES s, DBulId,ngPe,rm,,,trmit Fee Site Inspection W. CEDAR ST! w Fee EH Review Fee Base Fee Planning Review Fee l.&Base Fee Other Pellet Stove Fee State Fee ee Pre-Paid at Submittal nd nfi xR;ki11- TOTAL FEES ( ) 36'-0" PL04NN 6X6 P.T. #2 H-F POST 12'-0" 12'-0" 12'-0" EMBED PER DETAILS ON PFB-03 TYP (4) PLCS EA GABLE WALL 10'X8' OHD 3068 MD 6X6 P.T. #2 H-F POST TYP 0 cn O n In N N D n � O O w� H — I CK W -1 J J O -i m m CD CD O Q I Z Z O P.T. DOOR POST TYP 10'X8' OHD 3068 MD Q GENERAL NOTES a -,, R. K � 1. ALL POSTS TO BE 6X #2 H-F AND ORIENTATED AS SHOWN � o\lY'ASF7j�r�C - UNLESS NOTED. PLAN VIEW 2. ALL POSTS IN CONTACT WITH GROUND SHALL BE PRESSURE + Cr /. TREATED HEM-FIR TO 0.60 pcf RETENTION CCA. ' �' IA�Tc E E N G tN EERING 3, PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE e-~ r F T Y THE BUILDER IN THE WALLS SHOWN :r.. : www. olebuildin en ineerin .com LOCATED B ( ) P 9 9 9 UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. f I��ti " 730 Hawthorne Ave. NE• Salem, Ore on 97301 503 589-1, 4. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE /, ��1 CLIENT OWNER / BUILDING LOCAMC?N CONTRACTOR UNLESS NOTED OTHERWISE. `' - ' ROCHESTER LUMBER IWASHINGTON ST. PATROL C\'�L v 5. CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES P.O. BOX 219 1631 W. DAYTON AIRPORT RD. PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. E>,F !r,F 1 ROCHESTER, WA 98579 ,SHELTON, WA 98584 ©AWANCE ENGINEERING OF OREGON. LLC 1N8 DATE 3 SEP 03 DWG. NO.: JOB NO.: REVL IT IS UNLAMFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWNG TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHONN. DRAWN BY: JW PLOT 0 96 PFB-01 of 06 190053 4 o a 10'X8' OHD 0 0 3068 MD 36'-0* _I I_ 30'-0" r REAR EAVE VIEW LEFT GABLE VIEW 12 4� 0 0 10'X8' OHD o 0 3068 MD 36'-0' 30'-0" _ FRONT EAVE VIEW RIGHT GABLE VIEW ,���OF Cw d ✓`' ELEVATION VIEWS 1,ANCE ENGINERI ti Y www. olebuildin en ineerin .com NG 39188 � P 9 9 9 �C39188 730 Hawthorne Ave. NE • Salem, Oregon 97301 503) 589-1727 F$S7 aU� CLJENT iOWNER�BUI— - LOCAl10N ONAIt ROCHESTER LUMBER !WASHINGTON ST. PATROL P.O. BOX 219 631 W. DAYTON AIRPORT RD. , EXPIRES: 12/04,/0-?—�i ROCHESTER, WA 98579 SHELTON, WA 98584 ©� � ENGINEERING DATE: 3 SEP 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. DRAWM BY: JW PLOT Ot 128 PFB-02 Of 06 190053 I v NAIL TOP GIRT TO POST W/ (4) (MIN) 16d OR 20d NAILS (6) 16d OR 20d NAILS (1) 3/4"0 A-307 BOLT W/ FLAT WASHERS EA SIDE 2X6 #2 D—F PURLINS ® 24" (MAX) O.C. .� (4) (MIN) 16d OR 20d NAILS NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS •� (3) 3/4.0 A-307 BOLTS W/ FLAT WASHERS EA SIDE NAIL 2X6 BLOCKS TO TRUSSES o 4 12 W/ (2) 16d OR 20d NAILS EA SIDE 2X CORBEL BLOCK TO p MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) DETAIL 1 SEE DETAIL 1 PRE ENGINEERED TRUSSES BY OTHERS POST INSTALL (3) 20d NAILS 2• DEEP al IN EA POST FACE ® MID—SLAB �i < 29 GA METAL SHEATHING DEPTH FOR POST CONSTRAINT TYP ROOF & WALLS PERIMETER POST 2X6 #2 D—F COMMERCIAL GIRTS ® 24" (MAX) O.C. (SEE GENERAL NOTE 1 BELOW) SEE DETAIL 2 BOTTOM GIRT P.T. BOTTOM GIRT. NAIL TO POST W/ (6) 16d OR 20d NAILS EA END 4" (MIN) CONCRETE FLOOR 'O z M v GRANULAR BACKFILL, FULL DEPTH (SEE CONSTRUCTION NOTES) DETAIL 2 24"0 X 6" THICK CONCRETE FOOTING BUILDING DATA: R. NF_ WIDTH: 30'-0• GENERAL NOTES R LENGTH: 36'-0" �` 1 WAS r� EAVE HT: 10'-0• 1, GIRTS MAY BE INSTALLED COMMERCIAL STYLE �� �pl ROOF SLOPE: 4 IN 12 AT 24. O.C. BY THE CONTRACTOR WITH 2X , TRUSS SPACING: 12'-0• �D __,�� ° SECTION A BLOCKING BETWEEN MEMBERS OR WITH �, L„ BUILDING CODE: SIMPSON LU26 HANGERS (OR EQUAL). IF 2X WIND LOAD: 80 MPH BLOCKING IS USED, THEN NAIL BLOCKING TO T JANCE ENGINEEj� EXPOSURE: C POST WITH (6) 20d OR (6) 16d NAILS (MIN.). t7 J1� i SNOW LOAD: 25 PSF NAIL GIRTS TO BLOCKING NTH (2) 20d OR %� R`;C�`� 24�1 �4" www.polebuildingengineering.Com i DEAD LOAD: 5 PSF (3) 16d NAILS AT EACH END. Or 97301 503 589-1727 ��`S `�? 730 Hawthorne Ave. NE• Salem, SOIL BEARING: 1.5 KSF 2,PURLINS MAY BE INSTALLED WITH SIMPSON ��`NTALlr (TYPE: SW,SP,SM,SC,GM,GC) LU-26 HANGERS (OR EQUAL), OVER—LAPPED, CLIENT OWNER BUILDING LOCATION] ZONE: 3 OR BUTTED ON THE TRUSSES AS REQUIRED RM-HICSTER LUMBER WASHINGTON ST. PATROL UBC: 1997 BY THE CONTRACTOR. I EXPIRE. I2/0403 P.O. BOX 219 631 W. DAYTON AIRPORT RD. ROCHESTER, WA 98579 SHELTON, WA 98584 ©ALLANCE ENGINEERING OF OREGON, LLC /998 DATE: 3 SEP 03 JOWG. NO.: JJOB NO.: REV IT IS UNLAMFUL AND POTENTIALLY DANGEROUS FOR THIS DRAMING TO BE USED FOR ANY OTHERW UMG LOCATI N 1FMN SHOINd. DRAWN BY: JW IPLOT O: 64 1 PFB-03 of 06 190053 • TRUSS HEEL (6) 16d OR 20d NAILS 2X BLOCKING BETWEEN GIRTS W/ (10) 16d OR 20d NAILS IN EACH BLOCK PLACE NAILS AT 1-1/4' (MIN) FROM BLOCK EDGE & AT 2-1/2' (MIN) O.C. TRIM BLOCK FOR TIGHT FIT TYP (2) PLCS ON EACH GABLE WALL CORNER POST UNDER EACH TRUSS HEEL GIRT • NOTE: IF TOTAL NUMBER OF NAILS SPECIFIED WILL NOT FIT DUE TO SIZE OF BLOCKING, AN • POST EXTRA BLOCK MAY BE ADDED TO AC ATE • THE REMAINDER OF THE NAILS � RHF� VAsy� rfi _03 3911. . O`F`Q�.Cf�rh-Rb� SS�ONAL��G NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH. EXPIRES: 12/04/0-7 D N ABLE TRUSS FRAMING DETAILS_ _ j JANCE ENGINEER Y in n ineerin I www.polebwldl ge .com g g Gi 730 Hawthorne Ave. NE• Salem, Oregon 97301 (503) 589-1727 CLIENT OWNER BUILDING LOCATION R H STER LUMBER WASHING N T. PATROL P.O. BOX 219 631 W. DAYTON AIRPORT RD. ROCHESTER, WA 98579 SHELTON, WA 98584 ©ALUANCE ENGINEERING OF OREGON, LI.0 1998 DATE: 3 SEP 03 DWG. NO.: JOB NO.: REV 17 IS UNLAMFUL AND POTENTIALLY DANGEROUS FOR THIS DRANtNG TO BE USED FOR ANY OTHER BIJWNG LOCATION 1HAN SHOVIN. DRAWN BY: JW PLOT 0: 1 i PFB-04 of 06 190053 2" CORBEL BLOCK do POST ' 2" TRUSS OR RAFTER HEEL TRUSS OR RAFTER HEEL CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES. CORBEL BLOCK FREE OF "� Z BEFORE AND AFTER NAILING SPLITS, CHECKS, AND SHAKES. 1v TRIM FOR TIGHT FIT BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT A-307 BOLT W/ NUT AND FLAT WASHERS EA SIDE Z N z A-307 BOLTS W/ NUT AND v W FLAT WASHERS EA SIDE N (STAGGERED AS SHOWN) z ' POST z POST NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. CORBEL BLOCK CORBEL BLOCK �\ FOR (2) OR MORE BOLTS FOR (1) BOLT #14 x 7/8" STITCH SCREWS 0 24" `PANEL OVERLAP #9 X 1-1/2" O.C. MID SPAN. SCREWS 9" 29 GA METAL SHEATHING #9 X 1-1/2" SCREWS (MAX) 1/2" (MIN) EDGE DISTANCE 2X (MIN) FRAMING MEMBER #9 X 1" LONG SCREWS 0 9" O.C. (MAX) t(MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED 9" 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. 2X (MIN) FRAMING MEMBER #9 X 1-1/2" SCREWS � �R. HF� 4 TYPICAL SCREW SCHEDULE FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS)USING #9 X �� �OFWASI� N.T.S. TT �v 1-1/2" AT 9" O.C. ADJACENT TO EACH OF THE MAJOR RIBS. PARALLEL TO THE h� G STANDARD DETAILS PANEL RIBS, AT TERMINATING EDGES, THE #9 X 1-1/2" SCREWS SHALL BE SPACED E N iN E AT 12" O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW SPACING AT TERMINATING EDGES). THE FASTENERS SHALL BE 1/2" (MIN) FROM .r` LLIANCE www. olebuildin en ineerin m"ING PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WITH #14 X '' >91i3`i �� P 9 9 9 7/8" LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24" O.C. �U,� �FC/Sn Eti�� �� 730 Hawthorne Ave. NE• Salem, Oregon 97301 503 589-1-4 (MAX). INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED f�`cl t� ,L��C' cuENT OWNER BUILDING LOCATION SUBSHEATHING. RO H STER LUMBER A HINGTON ST. PATROL 3 ALTERNATE SCREW SCHEDULE P.O. BOX 219 631 W. DAYTON AIRPORT RD. N.T.S. ExF!FIES: 12/04/ ROCHESTER, WA 98579 SHELTON, WA 98584 _ ©ALLIMCE ENGINEERING OF OREGON LLC 1998 DATE: 3 SEP 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: JW IPLOT 0: 16 1 PFB-05 of 06 190053 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 BACKFlLL 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 BACKFlLL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6' LIFT. 2. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT 8. IF THE DRAWINGS SPECIFY SAND BACKFlLL 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 9LL 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 SCHEDULE 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 BACKFlLL 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 BACKFlLL IN THE BRACING OF ALL TRUSSES SHALL COMPLY WITH TRUSS PLATE INSTITUTE HIB-98 POST FRAME SUMMARY SHEET. POSTHOLES, THE BACKFlLL SHALL BE 5/8' TO 3/4' (—) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL INSURE 13. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS THAT THE BACKFlLL IS SATURATED PRIOR TO BACKFLLING AND OF THE PANELS MUST TERMINATE AT A WALL GIRT. WALL GIRTS IS COMPACTED AFTER EACH 6" LIFT. THAT LIGHT PANELS ARE ATTACHED TO MUST BE FASTENED TO THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END UNLESS COMMERCIAL GIRTS ARE USED. �o ABBREVIATIONS & SYMBOLS: � �� ,�' G�� �� CONSTRUCTION NOTES__ ENGINEEA EACH S FIR POPPLC OPPOSITELLIANCE EA EACH PLCS PLACES �v3 GA GAUGE P.T. PRESSURE TREATED WWW.p0lebUildingengineefing.COm 'INGI GLB GLUE LAM BEAM TYP TYPICAL �, 391ti3 �r 730 Hawthorne Ave. NE• Solem, Oregon 97301 1503 589-1727 H-F HEMLOCK FIR W WINDOW CLIENT OWNER BUILDING LOCATION MD MAN DOOR W/ WITH NAL 0 HESTER LUMBER WA HIN ON ST. PATROL MFR'S MANUFACTURER'S ® AT P.O. BOX 219 631 W. DAYTON AIRPORT RD. O.C. ON CENTER 0 DIAMETER ROCHESTER, WA 98579 SHELTON, WA 98584 ENGINEERING OF OREGON, LLC 1998 r DATE:3 SEP 03 DWG. NO.: JOB NO.: IR©ALLIANCE EV IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: JW PLOT O: 1 PFB-06 of 06 190053 ALLJANCE ENGINviLm "The Pole Building Engineering Company" POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 190053 BUILDING OWNER / LOCATION: Washington State Patrol 631 West Dayton-Airport Rd. Shelton, WA 98584-8945 CLIENT: Rochester Lumber P.O. Box 219 Rochester, WA 98579 ENGINEER: WAS11 ^b CID s; -19,M 6810IN EXPIRES: 12/04/23 Property of Alliance Engineering of Oregon, LLC. Unauthorized duplication prohibited. Copyright©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 I 9/5/03 190053 (Washington State Patrol) 30x36x10.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 1996,CYS Job NO.94115-02 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 2 SUMMARY OF DESIGN VALUES: Building Dimensions Wbldg := 30 [ft] Width of Building) Lbldg:= 36 [ft] (Length of Building) Hbldg:= 10 [ft] (Eave Height of Building) Rpitch := 4 / 12 [roof pitch] Bay:= 12 [ft] (Greatest spacing between eavewall posts) Wgableopenings :=0 [ft] (Total width of openings in one gable wall) Weaveopenings := 15 [ft] (Total width of openings in one eave wall) Truss heel = 12 [in] (Depth of truss/rafter heel) Post Properties: P,idth :=6 [in] (Post width y-axis) POST SIZE Pdepth := 6 [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) Fel = 575 [psi] (Allowable compression stress for the posts) Ew,,d= 1100000 [psi] (Allowable modulus of elasticity for posts) Lpost_b,dg = 108 [in] (Bending length of post) 9/5/03 190053(Washington State Patrol) 30x36x10.mcd 3 SUMMARY OF DESIGN VALUES (Continued): Purlin Properties: Purfin—spacing := 24 [in] Spurlin Sx26 Fpurlin FbDF2dim Spurlin = 7.56 [in^3] Fp,,1in = 900 [psi] (Allowable bending stress for the purlins) Girt Properties: Girt wing :=24 [in] Sgirt Sx26 Fgirt FbDF2dim Sgirt = 7.56 [in A3] Fgi t = 900 [psi] (Allowable bending stress for the girls) Footing and Post Hole Design Values: q,,i1 := 1500 [psf] (Assumed soil vertical bearing capacity) dia footing :=2 ft [diameter of footing] Design Loads for Building: Wind Design Values: Fastest wind speed: gs gs80 (mph) Wind Exposure: E = "C" Exposure � Roof Load Design Values: Wsnow:=25 [Ibs] (Ground snow load) Wdead:= 5 [Ibs] (Roof dead load) (GO TO LAST PAGE FOR SUMMARY OF RESULTS) I 9/5/03 190053 (Washington State Patrol) 30x36x10.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= 1.06 Cer = 1.06 Cgww:=0.8 (Pressure coefficient for windward wall) Cgl,,,,,:=-0.5 (Pressure coefficient for leeward wall) Cqw,:=0.3 (Pressure coefficient for windward roof) Cgl, := -0.7 (Pressure coefficient for leeward roof) Cgwe:= 1.2 (Pressure coefficient for wall elements) Calculated Wind Pressures: Windward Wall: Leeward Wall: qww Cew-Cgww'gs'Iw qlw Cew-Cglw-gs'Iw qww= 13.91 [psf] qlw= —8.69 [psq Windward Roof: Leeward Roof: qwr Cer•Cgwr•gs.Iw qlr = Cer•Cglr.gs•Iw qwr= 5.22 [psq qj _ -12.17 [psq Wall Elements: qwe Cew-(Cgwe- 0.1)•gs•Iw qwe= 19.12 [psf] 9/5/03 190053 30x36x10.mcd 5 (WashingtonState Patrol) 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' = (EXt) / (2X (1+V) X (g/P) + (K,)/ (b' Xt)"2)) Where: E = 27.5x10116 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. K-)= 1275 inA4 sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (el): Wbldg-12 K2 := 1275 [lb/ft] brew•= t :=0.017 [in] cos�0� 0 = 18.435deg (roof angle of incline) bnew= 190 [in] 1' := 27500000 (E-t) e' K2 c = 3725 [lb/in] 2.961 + (bnew•t)2 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 6 STEP 2.3& 2.4: Calculate the equivalent horizontal roof stiffness (cl) 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* 2 bncw Y ch.= 2.c.�5(p) . a= 144 (in) `' cb = 2S 04 po/ 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= 566 lb/in 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 = 13.9 [pli] glwpost = —8.69 [pli] gtot = 22.6 [pli] 2 M Lpost_bndg M in-Ibs wind�= gtot' 8 wind= 32950 [ ] Mwind II fwind= fwind= 458 [psi] 2'Sxpost Lpost_bndg R:= 3-gto, R = 915 [Ibs] 8 STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (kicl) will be used to determine the side sway force modifiers. k — = 0.064 ch 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 7 STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: nil) = 0.94 STEP 7: CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:= mD-R Q = 857 Ib 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. Mdff = 8442 [lb in] fdtl = 117 [psi] Calculate the total moment (Mt,j) and the total fiber stress (ft,o. Mtot = mD.Mwind +Mdil Mtot = 39281 [lb in] ttot=mD•fwind+fdfl ftot = 546 [psi] 9/5/03 190053(Washington State Patrol) 30x36x10.mcd 8 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 Fc�. Fcl = 575 [psi] Fc:=Fcl•1.15•.85 Fe= 562 [psi] (Allowable compression stress including load factors) Lpost-b dg = 108 [in] (Bending length of post) dpost =6 [in] (Unbraced dimension of post) Ke:=0.9 le:=Ke.Lpost—U°dg c:=0.8 1e= 86.4 [i n] KcE:=0.3 Ew,od= 1100000 [psi] .95•EWood FcE:=KcE• 2 FcE= 1512 Ic post FcE F 2cE L�Fc 1 + — 1 +—Fc Fc Cp:_ — — Cp= 0.91 2•c 2•c c Fcc:=Fc•C Fcc= 510 psi P 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 9 POST DESIGN:(Continued) Calculate Combine Flexural and Axial Loading Index Wroof= 30 [psf] (Total roof loading) Psnowpost = 4500 [Ibs] (Axial loading per post due to roof snow load) Pdeadpost = 900 [Ibs] (Axial loading per post due to roof dead load) Psnowpost + Pest fc:= 2 fc= 88 [psi] (Actual compression stress per post) Apost Fb:=Fbl•1.6•.85 Fb= 782 [psi] (Allowable bending stress per post including load factors) fbl ftot fbi = 546 [psi] (Actual bending stress on post) 2 f CCFALI:= + bl Fco Fb 1 CCFALI= 0.77 less than or equal to 1.0 is OK 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 10 POST EMBEDMENT FOR CONSTRAINED CONDITION: Calculate the required post depth. The concrete floor will provide a constrained condition for the post. Mtot = 39281 in - lbs Ph = applied lateral force (P) and distance from ground to applied lateral force (h). M Ph:= tot 2.12 Ssoil = 150 [psf] (Assumed soil lateral bearing capacity) depth_Wstc = 3.5 [ft] Trial depth of embedment. S3= 1397 (calculated using a trial depth of embedment) depil1C := 4.25• (Ph) bpost the = 2.7 [ft] (minimum required post embedment depth) S3• 12 Calculate pullout of the posts due to shear loads on the end walls. Wbldg Hroof= 2 •tan(0) Hof = 5 [ft] 0.375•mD•(Hbldg)•1-bldg•(gww— 91w) +(Hof)'1-bldg-(9wr — 91r) Veave_wind 2 Veave_wind = 2992 [lbs] (total load transferred into each gable wall) Veave_wind•Hbldg _ lbs this is the uplift load on one post] Cpost:— Cyst — 997 ( P P ] Wbldg — Wgableopenings 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: Wbldg 1 bldg 1 bldg Wbldg Gable wall =Hbldg' .2 Eave wall =Hbldg- 2 •2 Roof 2 - 2 •2 2 Gable wall = 300 [lbs] Eave wall = 360 [lbs] R of= 540 [lbs] Posts (Hbldg +depthc)-Wpost aia .ting2 Apost Post—hole 150•depthj)ostc 3.14• — — Posts = 111 [lbs] 4 144 Post hole = 1517 [lbs] Wttot Eave wall + Gable wall + Roof+ Posts Wttot = 1311 [lbs] (Note that Wttot is greater than Cpost. Thus OK.) 9/5/03 190053 (Washington State Patrol) 30x36xl0.mcd 11 FOOTING DESIGN: Check the soil bearing capacity of the punch pads. . 2 ( 1 Afootin 3.14•I do 2 gl ft^ g:_ 2 [this is the area of the footing] gsoi1 = 1500 [psf] dia_footing = 2 ft depth_postc = 3.5 ft (trial depth of embedment) dfactor = 1.5 (calculated using a trial depth of embedment) Pfooting Afooting•gsoil•dfactor Pfooting = 7065 [lbs] (end bearing capacity of footing) Psnow= 5400 [lbs] Note that the end bearing capacity (Pto t4 is greater than the snow load (P5now). This is OK. I • 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 12 ANALYSIS FOR GABLE WALL: Calculate the load that is transmitted to each gable wall. Hbldg = 10 Ift] qww= 13.9 psf qwr= 5.2 psf Hroof = 5 [ft] Lbldg = 36 [ft] qlw = -8.7 psf qk = -12.2 psf 0.375-mD•(Hbldg)-1 bldgw(q,vw— glw) + (Hroof)-Lbldg-(gwr — qk) Veave—wind 2 Veave wind = 2992 [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. Veave wiud VgableNNall v = 100 Ibs/ft Wbldg — Wgableope�ungs g��blewall [ ] 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 pif). If vgablewall < 110 plf Then no additional sheathing is required. ' 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 13 EAVE WALL SHEAR ANALYSIS: Calculate the load that must be resisted by the shear capacity of the eave walls. Hroof = 5 [ft] Hbldg = 10 [ft] qww= 13.9 psf Wbldg = 30 [ft] Lbidg = 36 [ft] qlw= —8.7 psf 0.375•mD•(Hbldg)'Wbldg-(gww— qlw) +0.5•(Hroof)•Wbldg•(gww— qlw) Vgable_wind �= 2 vgable_wind = 2037 [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 —Weaveopemngs veavewO = 97 [lbs/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 plf X 1.33 = 110 plo. If V avewO < 110 plf Then no additional sheathing is required. ' 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 14 GIRT DESIGN: The girls will simple span between posts. Calculate bending stress (fbgid)due to wind loading (4wegirt)and determine the required girt size. G;rt_sp�ing gwegirt =9we Qwegirt = 3.19 [pli] Lgit_,p,, = 138 [in] 12-12 2 M L�-� M = 7587 [lb in] 8 gut = 9wegirt• 8� Mgut fbg� := fbgid = 1004 psi (stress applied to the girt due to wind loading) Sgirt Determine the allowable member stress. LDFwiud:= 1.6 Cfrgift = 1.00 Cfgift = 1.30 Cr:= 1.15 Fgirt = 900 [psi] Fbgirt :=LDFwind•Cfugirt•Cfgirt•Cr-FO Fbgirt = 2153 > %girt psi This is OK. PURLIN DESIGN: Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin size. wpurlinsnow =4.74 [pli] (Distributed load along top edge of purlin) Calculate the maximum moment (Mp,rrlin)in the purlin and the maximum fiber stress (fbp,rrlin) due to snow and dead load. Lpurlirr_span = 135 in (bending length of purlin) 2 Npurlinsnow•Lpurlin_span Mpurlin 8 Mpurlin = 10806 [lb in] fbpurhn := Mpurhn %purlin = 1429 psi [stress applied to the purlin SPurhn due to snow and dead load] Determine the allowable member stress. LDFs„ow:= 1.15 %urlin = 1.30 Cr:= 1.15 Cfupurlin = 1.00 Fpurlin = 900 [psi] Fbpurlin :=LDFsnow•Cfpurlin•Cr•Cfupurlin•Fpurlin Fbpurlin = 1547 > %purlin [psi] This is OK. a • 9/5/03 190053 (Washington State Patrol) 30x36x10.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 = 5400 [lb] If 5/8 dia. bolts are used: Nbolts58 = 10 Number of 5/8" dia. bolts required in the corbel block If 3/4 dia. bolts are used: Nbolts34 = 2.1 Number of 3/4" dia. bolts required in the corbel block w 9/5/03 190053 (Washington State Patrol) 30x36x10.mcd 16 SUMMARY OF RESULTS: Building Dimensions Wbldg = 30 [ft] (Width of Building) Lbldg = 36 [ft] (Length of Building) 14bldg = 10 [ft] (Eave Height of Building) Rpitch = 4 / 12 [roof pitch] Post Details Pwidth = 6 [in] (Post width y-axis) POST SIZE Pdepth = 6 [in] (Post depth x-axis) (All posts will be Hem-Fir) Grade = "2" (Grade of Post ( 2, 1, or SS = Select Structural)) Usage = 0.77 i6 (Combined stress usage of post) Shear Wall Details: FootingDetails: ugablewall = 100 [Ibs/ ft] (Shear in Gable wall) Postdcpth= 3.5 [ft] (Design Post Depth) Veavewall = 97 [Ibs/ft] (Shear in Eave wall) dia_footii,g = 2 [ft] (Design Footing Diameter) Girt Details: Footingusage= 0.76 % (Stress usage of footing) Girt usage= 0.47 % (Stress usage of wall girt) Purlin Details: Perlin_ usage= 0.92 % (Stress usage of roof purlin) Corbel Block Bolts: Nbolts58 = 3.0 Number of 5/8" dia. bolts required in the corbel block if used. rlbolts34 = 2.1 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. SPRINKLER CONTROLLER N oM -Y4" SPRINKLER CONTROLS a J � 1Y4' CONDUIT TO SITE O Y LIGHTING POLE , X p Io IL- 1Y4' CONDUIT TO NEW BLD. LLJ w`-d EMPTY 34 CONDUIT TO H W� AUTO SHOP BLD. Q:7 i X IF t- EMPTY Y4 CONDUIT TO NEW BLD. Nog PRIMARY CONDUIT TO EXISTING za: SERVICE PANEL O:2 62 EXISTING ELECTRICAL }♦ F� EXISTING i JUNCTION BOX LAYOUT Lo CONTAINER NO SCALE a D_ 3 I I E E F 1 I I E E E E E E E E Y j j E E EXTEND FENCE TO BUILDING, E E E -- — ---- E E E PLACING OC/CI POST AT E E BUILDING AND SWING OF E L-------------------------------� � E E •GATE USING MIN. 1 SACK E E E E EXISTING ELECTRICAL I OF CONCRETE PER POST. WSP TRAINING ACADEMY ENTRANCE JUNCTION BOX I E E PLACE OC/CI FENCING E E E E 4 STORAGE BUILDING F 'BETWEEN POST E E E E E E E E E E E E E o EXISTING CONDUITS FOR USE E E E E ELECTRICAL SERVICE EXISTING ELECTRICAL �� IN THIS CONSTRUCTION d E E V) � E E E 11 SHT 2 - SE � a PANEL SEE NOTE SUB PANEL E �\ E EXTEND FENCE TO BUILDING. B13e . NOTE 12, SHT. 2 `I \� E PLACING OC/CI POST AT BUILDING \ STORAGE 30 E AND SWING OF GATE USING MIN. �\ 1 SACK OF CONCRETE PER POST. EXISTING • BUILDING E E PORE OC/CI FENCING BETWEEN c 3 AUTO SHOP .�• ��,, E k �F ,D a 0 L-J z 36'-0" p ea0am"'F Ra E- m i 24'-4y4" W Z z 10 E'-� o c0 0 , z o an ake �-- - s EXISTING ROADWAYz w take p o a w a a LTON v=i a o x 3 0 L o < }} APPVD O 7 Q 3 to APPROVED 0. MASON COUNTY STORAGE BUILDING APPVo- DCD PLANNING PLOT PLAID M SITE PLAN REQUIRED TO BE ON SITE 2. - lb. z • VICINITY MAP N CHANGES SUBJECT TO APPROVA SCALE 1"-20' T/ �C/c ,. •/afros n• KVM0 W/A0D0fQA ,-•zo• ✓ / Date / o -�-=_a DATE: 7/15/03 uj/ NORTH DWN. BY: JSG o ENGR: SHEET: to CHK: MA FILE: Z. TE B7 REVISION