Loading...
HomeMy WebLinkAboutB15-2491POST / BRACING NOTES ITEM DESCRIPTION ki= 6X6 P.T. #2 D -F POST OUSE 3'-6" (MIN) EMBEDMENT CODE COMPI IlAhIr-r- DEPTH, 24"0 FOOTING AND i CONCRETE BACKFILL 6X6 P.T. #2 D -F POST OB USE 3'-6" (MIN) EMBEDMENT DEPTH, 18"0 FOOTING AND 1. ALL POSTS EMBEDDED IN GROI S CONCRETE BACKFILL OA 4X6 P.T. #2 D -F DOOR POST PRESSURE TREATED FOR BURIAL. USE 2'-6• (MIN) EMBEDMENT ©DEPTH & 18"0 CONCRETE 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN BACKFILL (NO CONCRETE o FOOTING REQ'D, MAY BE LOCATED BY THE BUILDER IN THE NOTE ORIENTATION N 0 Burro CoLwff AUG 052011 rD DEVELOPMENT Q ,,,,/�6 SERVICES :)E # fd-lj/ if B)Jr -L�q 9 BUTTE COUNTY DEVELOPMENT SERVICE 0 fr 0 z V) n 14'-0" 42'-0" 14'-0" O O 4030 W 14'-0" 0 I 0 o C o �o �o z C3 N _ O C 0 0 © ©AN 12'X8' OHD ' 12'X8' OHD SEE NOTE 4) OA (SEE NOTE 4) 1 REVISED DOOR & WINDOW LOCATIONS, REVISED BAY SPACING 27 JUL 16 JP REV DESCRIPTION DAIS BY CHK PLAN VIEW nALLIANCE aeOregoncom IR`ENGINEERING Specialists in Post Frame Engineering CLIENT OWNER BUILDING LOCATION MAC -CO -METAL BLDGS DEANNA & FRED DEANTONI 6183 MEISTER WAY 729 SKYWAY AVE ANDERSON, CA 96007 CHICO, CA 95928 DATE: 10 SEP 15 DWG NO: JOB NO: DRAWN BY. CB PLOT 0. 96 PFB-01 Of 07 1901215 f 1 REVIEWED FOR s ki= CODE COMPI IlAhIr-r- i DKDa GENERAL NOTES 3068 MD 1. ALL POSTS EMBEDDED IN GROI S © 1Q OA PRESSURE TREATED FOR BURIAL. 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN Q pFESS/Q o MAY BE LOCATED BY THE BUILDER IN THE QR WALL(S) SHOWN UNLESS SPECIFICALLY Q�Ci� CL4 LOCATED ON THIS DRAWING. 3. DOOR POSTS Lip MAY BE SIZED, LOCATED AND EMBEDDED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. DOOR POSTS MAY BE C'JZ Lu m NO. C 6 561 Z OMITTED IF DOOR IS FRAMED DIRECTLY x Exp. I2 31 /{o Im AGAINST A STRUCTURAL POST. "7~C 4. CONTRACTOR TO VERIFY DOOR DIMENSIONS (P AND CLEARANCES PRIOR TO BUILDING �i�. CAVIL CONSTRUCTION AND DOOR INSTALLATION. DOOR SIZE MAY BE REDUCED AS REQ'D TO OF CAU ENSURE CORRECT OPERATION OF THE DOOR. �� •" ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Mark lem, Oregon 97301 • PHONE: 503 589-1727 • FAX: 503 589-1728 IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. 0 © ©AN 12'X8' OHD ' 12'X8' OHD SEE NOTE 4) OA (SEE NOTE 4) 1 REVISED DOOR & WINDOW LOCATIONS, REVISED BAY SPACING 27 JUL 16 JP REV DESCRIPTION DAIS BY CHK PLAN VIEW nALLIANCE aeOregoncom IR`ENGINEERING Specialists in Post Frame Engineering CLIENT OWNER BUILDING LOCATION MAC -CO -METAL BLDGS DEANNA & FRED DEANTONI 6183 MEISTER WAY 729 SKYWAY AVE ANDERSON, CA 96007 CHICO, CA 95928 DATE: 10 SEP 15 DWG NO: JOB NO: DRAWN BY. CB PLOT 0. 96 PFB-01 Of 07 1901215 f 1 42'-0" REAR EAVE VIEW 0 I 0 N N 18" OVERHANGS (INSTALL PER OVERHANG DETAILS DRAWII TYP 30'-0" I` '1 LEFT GABLE VIEW Y4 -v FRONT EAVE VIEW BUTTE COUNTY BUILDING DIVISION; APPROVE gg)FESSJp� coy'Z' 2� L1,1N0. 60561 rrn ��1.� x CIVIL C1�P rALXt '�59zeow QALUANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE 503 589-1727 • FAX: 503 589-1728 IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. 30'-0" r T RIGHT GABLE VIEW /1 IREVISED DOOR & WINDOW LOCATIONS 27 JUL 16 JP REV DESCRIPTION DATE BY I CHK ELEVATION VIEWS lALLIANCE aeOregoncom I&ENGINEERING Specialists in Post Frame Engineering CLIENT OWNER BUILDING LOCATION MAC—CO METAL BLDGS DEANNA & FRED DEANTONI 6183 MEISTER WAY 729 SKYWAY AVE ANDERSON, CA 96007 CHICO, CA 95928 DATE: 10 SEP 15 IDWG NO: JOB NO: REVv DRAWN BY: CB PLOT t. 1281 PFB-02 Of 07 1901215 INSTALL TOP GIRT PER ,OVERHANG DETAILS DRAWING (6) 16d OR 20d NAILS _ " - 2X6 SS D-F PURLINS ® 24" (MAX) O.C. (1),3/4-0 A-307 BOLT INSTALL W/ SIMPSON LU26 HANGERS OR EQUAL W/ NUT & FLAT WASHERS EA SIDE ' 29 GA METAL SHEATHING 'CONTINUOUS 2X BLOCK TO'MATCH POST (4) (MIN) 16d OR 20d NAILS TYP ROOF AND WALLS WIDTH_BETWEEN -TRUSS:-TOP-CHORDS (INSTALL. PER- NOTE ­12-ON • -(3) 3/4"0 A-307 BOLTS CO -(3) • W/ NUT & FLAT WASHERS EA SIDE 3 12 2X CORBEL BLOCK TO MATCH POST WIDTH (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) PRE-ENGINEERED TRUSSES DETAIL 1 SEE DETAIL 1 (BY OTHERS) POST 2X6 SS D-F FLAT GIRTS ® 24" (MAX) O.C. _ ` • NAIL FLAT GIRTS TO POST W/ (3) 16d OR (2) 20d NAILS EA END- BUTTE NDBU 1 E COUNTY iP.T. BOTTOM GIRT BUILDING ®ING DTVI ION NAIL TO POST W/ (6) 16d OR 20d NAILS EA END o NON-STRUCTURAL 4" (MIN) CONCRETE FLOOR APPROVED w1* U' m BACKFILL PER POST/BRACING. NOTES ON PFB-01 •j. -(SEE CONSTRUCTION NOTES) BUILDING DATA: (5)'20d NAILS 2" DEEP INTO EA POST FACE. f WIDTH: 30'-0" f1" 1 REVISED NOTE 27 JUL 16 JP LENGTH: 42'-0" ,• f REV DESCRIPTION DATE BY CHK EAVE HT: 12'-0" Q50F$/0jV - ROOF SLOPE: 3 IN 12 GENERAL NOTES QUO �y q� SECTION A TRUSS SPACING: 14'-0" 1. GIRTS MAY BE INSTALLED COMMERCIAL �� BUILDING CODE: STYLE AT 24" O.C. BY THE CONTRACTOR 2 2 ALLIANCE aeOregon.com WIND LOAD. "110 MPH -WITH 2X BLOCKING BETWEEN MEMBERS LU NO. C 605 1 EXPOSURE:- B OR WITH SIMPSON LU26 HANGERS (OR cr_ Exp. 31 J (7 ENG 1 N E E RI N G SNOW LOAD: 20 PSF EQUAL). IF 2X BLOCKING IS USED, THEN. Specialists In Post Frame Engineering DEAD LOAD: 3 PSF NAIL BLOCKING TO POST WITH (6) 20d . P - g g SOIL BEARING: 1.5 KSF OR (6) 16d NAILS (MIN). NAIL GIRTS TOJ` �Q- CLIENT OWNER BUILDING LOCATION SEISMIC CATEGORY: D BLOCKING WITH (2) 20d OR (3)16d '9� CIVIL MAC-CO METAL BLDGS DEANNA & FRED DEANTONI CBC:2013 NAILS AT EACH'END. _ F' 6183 MEISTER ,WAY 729 SKYWAY AVE •'% ANDERSON; CA 96007. CHICO, CA 95928 ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97 589-1727 : 503 589-1728 DATE: 10 SEP 15 JDWG NO: JOB NO:- REV: IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED F Y OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: CB PLOT 0. 64 PFB-03 of 07 1901215 0 BUTTE COUN-r� Z-UILDING DIVISION GENERAL NOTES 1. IF TOTAL NUMBER OF NAILS SPECIFIED IN EACH BLOCK WILL NOT FIT, DUE TO SIZE OF BLOCKING, THEN INSTALL (MAX) AMOUNT OF NAILS POSSIBLE PER NAIL SPACING ABOVE. 2. IF GIRTS ARE INSTALLED COMMERCIAL STYLE PER GENERAL NOTE 1 ON SECTION A DRAWING THEN INSTALL 2X CONTINUOUS CORBEL BLOCK W/ 16d OR 20d NAILS AT 1-1/4" (MIN) FROM BLOCK EDGE & AT 2-1/2• (MIN) O.C. 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 (3) PLCS ON EACH GABLE WALL CORNER POST UNDER EACH TRUSS HEEL POST NOTE: -ALL 2X BLOCKS TO MATCH POST WIDTH 1 GABLE TRUSS N.T.S. O-VkOFES' f "i1 REMOVED DETAILS 27 JUL 16 JP REV I DESCRIPTION I DATE BY CHK FRAMING DETAILS w No. C 60561 rm ALLIANCE aeOregoncom * Exp.�6 ENGINEERING Specialists in Post Frame Engineering 9% CIVIL CLIENT OWNER BUILDING LOCATION . OFCAL MAC -CO METAL BLDGS DEANNA & FRED DEANTONI 6183 MEISTER WAY 729 SKYWAY AVE J ANDERSON, CA 96007 CHICO, CA 95928 ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97 —172 AX: 503 589-1728 DALE: 10 SEP 15 jDWG NO: JOB NO: REV: IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ER BUILDING LOCATION THAN SHOWN. DRAWN BY: CB PLOT & 16 1 PFB-04 of 07 1901215 ROOF PURLIN PER SECTION VIEW DRAWING TYP _ 2X CONTINUOUS BLOCKING BETWEEN TRUSS TOP CHORDS' INSTALL PER NOTE 12 ON CONSTRUCTION NOTES PRE—ENGINEERED TRUSS TAILS (BY OTHERS) TYP 2X FASCIA TO MATCH PURLIN SIZE, GRADE & SPECIES NAIL TO EA TRUSS TAIL W/ (2) 16d OR 20d NAILS TYP PRE—ENGINEERED TRUSSES (BY OTHERS) INSTALL PER DETAIL 1 ON SECTION A DRAWING 2X TOP GIRT TO MATCH PURLIN SIZE, GRADE & SPECIES ATTACH TO TRUSS W/ SIMPSON LU26 HANGER OR EQUAL INSTALL PER MFR'S SPECIFICATIONS CORBEL BLOCK (INSTALL PER DETAILS ON SECTION VIEW DRAWING) VE WALL POST TYPICAL EAVE WALL OVERHANG DETAIL BUTTE COUNTY N.T.S. PURLINS ®TRUSS OR RAFTER BUILDING DIVISION 2X GABLE FASCIA TO MATCH PURLIN SIZE, GRADE & SPECIES NAIL TO EA PURLIN W/ (2) 16d OR 20d NAILS 2X GABLE FASCIA SUPPORT TO MATCH NAIL PURLIN PURLIN SIZE, GRADE & SPECIES TO OUTRIGGER ATTACH TO OUTRIGGER W/ (3) 16d W/ SIMPSON LU26 HANGER OR EQUAL OR 20d NAILS NAIL FASCIA TO SUPPORT W/ (2) 16d OR 20d NAILS 2X OUTRIGGER TO MATCH PURLIN SIZE, GRADE & SPECIES NAIL TO POST W/ (6) 16d OR 20d NAILS 2X EAVE FASCIA PER DETAIL 1 CORBEL BLOCK (INSTALL PER DETAILS ON FRAMING DETAILS DRAWING) CORNER POST 2X SOLID BLOCKING BETWEEN PURLIN; TOE—NAIL TO TOP OF PURLIN W/ (1) 16d OR 20d NAIL TOE—NAIL TO TOP OF TRUSS/RAFTER W/ (2) 16d OR 20d NAILS EA SIDE 2X CONTINUOUS PURLINS NAIL TO 2X BLOCKING W/ (2) 16d OR 20d NAILS TOE—NAIL TO TOP OF TRUSS/RAFTER W/ (1) 16d OR 20d NAIL EA SIDE INSTALL (1) SIMPSON H2.5 HURRICANE TIE OR EQUAL ® EA PURLIN TO GABLE TRUSS/RAFTER CONNECTION - ,I— - GABLE TRUSS OR RAFTER "SIMPSON CS16 STRAP OR EQUAL WRAP OVER TOP OF OUTRIGGER NAIL EA SIDE TO TRUSS OR RAFTER W/ (8) 10d NAILS EA END PLACE ® 6" (MAX) FROM OUTRIGGER END TYP EA OUTRIGGER AT CORNER POST 2X TOP GIRT TO MATCH PURLIN SIZE, GRADE & SPECIES NAIL TO POST W/ (4) 16d OR 20d NAILS 2 TYPICAL GABLE WALL OVERHANG DETAIL N.T.S. ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 97301 • PHONE: 503 589-1727 • FAX: 503 589-1728 IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. QUO` CLAV`���\ Z w No. C 60561 m Cr. Exp. 7 I sq c1VIL OFC 27 JUL 16J DATE B OVKHANG DETAILS AwrwALLIANCE aeOregon.com ENGINEERING Specialists in Post Frame Engineering CLIENT j OWNER BUILDING LOCATION MAC -CO METAL BLDGS DEANNA & FRED DEANTONI 6183 MEISTER WAY 729 SKYWAY AVE ANDERSON, CA 96007 CHICO, CA 95928 )ATE: 10 SEP 15 JDWG NO: JOB NO: REV:/ )RAWN BY: CB PLOT 0. 24 PFB-05 of 07 1901215 L 2" TRUSS OR RAFTER HEEL TRUSS OR RAFTER HEEL —\ I CORBEL BLOCK FREE OF Z SPLITS, CHECKS, AND SHAKES. i BEFORE AND AFTER NAILING CORBEL BLOCK FREE OF i TRIM FOR TIGHT FIT SPLITS, CHECKS, AND SHAKES. BEFORE AND AFTER NAILING I I A-307 BOLT W/ NUT AND TRIM FOR TIGHT FIT — z FLAT WASHERS EA SIDE A-307 BOLTS W/ NUT AND — v F FLAT WASHERS EA SIDE `� v > N POST (STAGGERED AS SHOWN) I _ z I POST- � NOTE: THIS DETAIL IS FOR BOLT LOCATION AND "' CORBEL BLOCK SIZING ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING OR COATING FOR ALL CORBEL CORBEL BLOCK BLOCKS, BOLTS, TRUSS HEELS AND RAFTER HEELS DIRECTLY EXPOSED TO THE ELEMENTS. FOR (2) OR MORE BOLTS q CORBEL BLOCK & POST j g Z N Z z i NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING OR COATING FOR ALL CORBEL BLOCKS, BOLTS, TRUSS HEELS AND RAFTER HEELS DIRECTLY EXPOSED TO THE ELEMENTS. 2 CORBEL BLOCK FOR (1) BOLT #14 X 7/8"2X (MIN) FRAMING MEMBER STITCH SCREWS PANEL OVERLAP #10 X 1-1/2" NOTE: NO STITCH SCREWS REQUIRED #10 X 1-1/2" LONG SCREWS ® 24" O.C. MID SPAN it #10 X 1-1/2" SCREWS SCREWS 9 ®9" O.C. (MAX) 1/2" (MIN) (MAX) 29 GA METAL SHEATHING EDGE DISTANCE (2X(MIN) FRAMING MEMBER FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #10 X 1-1/2" AT 9" O.C. ADJACENT TO EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2" (MIN.) FROM PANEL EDGES. 9" 2X (MIN) FRAMING MEMBER -/INCREASE LENGTH OF #10 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. (MAX) 29 GA METAL SHEATHING 4 TYPICAL SCREW SCHEDULE N.T.S. 2X (MIN) FRAMING MEMBER #10 X 1-1/2" SCREWS ® 9" O.C. (MAX)Q�Q�OFr�l�q/ 1 NO REV190NS THIS DRAWING 27 JUL 16 JP A QS - REVI DESCRIPTION DATE BY CHK FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING CO STANDARD DETAILS #10 X 1-1/2" AT 9" O.C. ADJACENT TO EACH OF THE MAJOR RIBS. PARALLEL�O TO THE PANEL RIBS, AT TERMINATING EDGES OF ROOF, WALLS AND ALL OPENINGS, C'J= ZAr,ALLIANCE aeOregoncom THE #10 X 1-1/2" SCREWS SHALL BE SPACED AT 12" O.C. (ADDITIONAL BLOCKING Lu No. C6. m MAY BE REQUIRED TO ACHIEVE PROPER SCREW SPACING AT TERMINATING EDGES). ExVp. 1ZD THE FASTENERS SHALL BE 1/2- (MIN) FROM PANEL EDGES. THE DECK SIDE LAPS / `ENGINEERING SHALL BE FASTENED TOGETHER WITH #14 X 7/8" LONG SELF DRILLING SCREWS � Specialists in Post Frame Engineering MID SPAN BETWEEN THE SUPPORTS AT 24" O.C. (MAX). INCREASE LENGTH OF #10 CIVIL SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING.QfC QP CLIENT OWNER 7 BUILDING LOCATION ALTERNATE SCREW SCHEDULEMAC-CO METAL BLDGS DEANNA & FRED DEANTONI 6183 MEISTER WAY 729 SKYWAY AVE ANDERSON, CA 96007 CHICO, CA 95928 ©ALLIANCE ENGINEERING OF OREGON, INC. " 2700 Market St NE " Salem, Oregon 97 3 589-1727 " FAX: 503 589-1728 DATE: 10 SEP 15 1DWG NO: JOB N0: JREV�: IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR Y OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: CB PLOT 0. 16 PFB-06 of 07 1901215 POLE BUILDING CONSTRUCTION NOTES: 1. UNLESS NOTED OTHERWISE, ALL CONCRETE f'c SHALL BE 2500 PSI MINIMUM AT 28 DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO PLACEMENT. NO SPECIAL INSPECTION IS REQUIRED. 2. ALL SOLID SAWN LUMBER 5"X5" AND LARGER SHALL BE ROUGH SAWN VISUALLY GRADED TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE STANDARD OR BETTER. No. 2 DOUG—FIR MAY BE SUBSTITUTED FOR No. 2 HEM—FIR. 3. INSURE THAT 9LL BRACING AND BEARING AREA REQUIRED BY THE MANUFACTURER OF THE PRE—ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 4. ALL POSTS SHALL BE CENTERED IN THE POSTHOLES. ALL POST EMBEDMENT DEPTHS SHALL BE MEASURED FROM THE TOP OF THE CONCRETE PAD TO TOP OF GRADE. IF SOLID ROCK IS ENCOUNTERED, THE CONCRETE PAD MAY BE OMITTED PROVIDED THE POST BEARS DIRECTLY ON SOLID ROCK. POSTS SHALL BE EMBEDDED INTO UNDISTURBED NATIVE SOIL AT THE EMBEDMENT DEPTHS SPECIFIED. IF FILL IS PLACED ON THE SITE, THE POSTHOLE DEPTHS SHALL BE INCREASED AS REQUIRED TO PROVIDE UNDISTURBED NATIVE SOIL UNLESS THE FILL HAS BEEN TESTED BY A CERTIFIED SOILS TESTING LABORATORY TO BE 95% COMPACTED. 5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN DESIGNED FOR STRESS ONLY. THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES. 6. IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL BE THE MINIMUM PSI AS (SPECIFIED IN NOTE 1, UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL INSTALL (5) 20d NAILS 2" DEEP INTO EA POST FACE ON EACH POST BELOW GRADE. 7. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS (GIRTS AND PURLINS) PER THE TYPICAL SCREW SCHEDULE GIVEN ON THE STANDARD DETAILS DRAWING UNLESS NOTED OTHERWISE. 8. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY WITH CBC SECTIONS 2304 & 2305. 9. ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 10. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT BRACING OF ALL TRUSSES SHALL COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION PUBLICATIONS BCSI—B1 AND BCSI—B10. 11. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS OF THE PANELS MUST TERMINATE AT A WALL GIRT. WALL GIRTS 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. 12. IF PURLINS ARE INSTALLED WITH JOIST HANGERS, OMIT THE PURLIN BLOCKS AND INSTALL 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN RAFTERS/TRUSS TOP CHORDS. LOCATE BLOCKING AT THE TOP OF THE RAFTERS/TRUSS TOP CHORDS AND NAIL EA SIDE WITH 16d NAILS AT 12" (MAX) O.C.. CONTRACTOR TO VERIFY THAT THE WIDTH OF THE TRUSS TOP CHORD IS EQUAL TO OR GREATER THAN THE PURLIN WIDTH, PRIOR TO CONSTRUCTION. 13. PROTECTIVE COVERING OR COATING SHALL BE PROVIDED FOR ALL CORBEL BLOCKS, BOLTS, TRUSS AND/OR RAFTER HEELS AND WOOD FASCIAS DIRECTLY EXPOSED TO THE ELEMENTS. 14. UNLESS NOTED OTHERWISE, INSTALL ALL SIMPSON HARDWARE PER MANUFACTURER'S SPECIFICATIONS. BUILDING DIVISION � �p ry ®� / � p"� \`!/ APPROVED QROF�/Q (�.�Y le 1 NO REVISIONS THIS DRAWING 27 JUL 16 JP t REV DESCRIPTION I DATE BY I CHK e1.911�•(` @R�9 ���� � S_ CONSTRUCTION CONSTRUCTION NOTES ABBREVIATIONS & SYMBOLS: �` ' w `� No. C 60561 jo mae0re "ALLIANCE g oncom D—F DOUGLAS FIR EA EACH OPP PLCS OPPOSITE PLACES Exp. � GA GAUGE P.T. PRESSURE TREATED (P x ■ `ENGINEERING GLB GLUE LAM BEAM TYP TYPICAL 9 CAVIL Specialists in Post Frame Engineering H—F HEMLOCK FIR MD MAN DOOR W W/ WINDOW WITH OF CAL CLIENT OWNER BUILDING LOCATION MFR'S MANUFACTURER'S 0 AT MAC -CO METAL BLDGS DEANNA & FRED DEANTONI O.C. ON CENTER 0 DIAMETER �Zv 6183 MEISTER WAY 729 SKYWAY AVE ANDERSON, CA 96007 CHICO, CA 95928 ©ALLIANCE ENGINEERING OF OREGON, INC. • 2700 Market St NE • Salem, Oregon 973 :503 589-172 • FAX: 503 589-1728 DATE: 10 SEP 15 DWG N0: JOB NO: REV:/� IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ER BUILDING LOCATION THAN SHOWN. DRAWN BY: CB PLOT O 1 PFB-07 Of 07 1901715 / 1 \ Job Truss Tnlss Type Dly Pry p� oll 1509.145 A01 DBL FINK 5 1 845571970 SYSTEMS w IIS r uuar=a rn euncoenu r L/d PLATES GRIP (Roof Snow --20.0) Job Re rence a tional ---- -- v s xpca mm Mrex rrlaasaM Inc. .Sal UCIW14:3X482015 Pagel ID:Fd5n AD4eNd4HFwtyJNWYKyXBGO-EIHxR76Pm6Uf1HykaGwfg2H9MZwAtvLgkeeM16yX3h1 -/1r•0 5.9-8 10.4-0 14-10.8 19.5-0 23-17-8 239-0 313-0 1-6.0 5.38 4.6.8 416-8 4-6.8 4.6.8 . 59-8 1.6.0 Scale = 1:53.8 6x8 = 4x5 = 1204 = SA = 4xS = 12-1-13 17-7-3 23.0.10 29,4140 S 5.5.6 5.5.6 rr•as Plate Offgetq IX V1— fR t1 -d-7 Feinol rN Rd -7 FA—i n •n -7_n n Al - LOADING (psf) Design valid for use only wilh MTekO connectors. This design is rased only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verily the opplicaG7ly of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members Additional temporary porary and bracing TCLL 20.0 SPACING- 7-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow --20.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.28 K -L >999 240 MT20 220/195 TCDL 5.0 Lumber DOL 1.15 BC 0.99 Vert(TL) -0.51 K -L >685 180 BCLL 0.0 • Rep Stress Ina NO WB 0.74 Harz(rL) 0.14 H n/a Na BCDL 3.0 Code IBC2012RPI2007 (Matrix) Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 OF SS TOP CHORD BOT CHORD 2x8 OF SS WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (lb/size) B=3173/0-5$, H=3173/0-5$ Max Horz B=231 (LC 10) Max UpffftB=1509(LC 6), H—l509(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD B -C=7417/3040, GN=7036/2956, D -N=-693812970, D -E=6211/2576, E -F=6211/2577, F-0=693812974, 13-0=7036/2961, 13-1-1=7417/3046 BOT CHORD B -M=2940/6909, L -M=2589/6493, K -L=1835/5202, J -K=239616493, H -J=2751/6909 WEBS C -M=282/348, D -M=263/503, D -L=14181719, E -L=-09311666, E -K=-693/1666, F -K=1418!121, F -J=2681503, G J=282/350 240-0 oc pur ins (3-2-3 max.) (Switched from sheeted: Spacing > 2-"). 5-6-0 oc bracing. BUTTE C®UNTD [3UIL®ING DIVISION APPROVED NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=3.Opsf; BCDL=1.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --11.33 plate grip DOL --1.33 2) TCLL: ASCE 7-10; Pf=20.0 psf (Oat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.4 psf or 2.00 times Oat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 7) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at --lb) B=1509, H=1509. 11) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering Is void unless truss is fabricated by Systems Plus Lumber Co. oQ\kpFESS/ONS NIO yF`F2 CID fy v 76428 z m Q O M 2 EXR 12/31/2016. l? 11�FOFcA� October 5.2015 AWARNING - Vafry dealgn panimeters and READ NOTES ON THIS AND INCLUDED NTTEK REFERANCE PAGE ND -7473 rev. 104t.W015 BEFORE USE Design valid for use only wilh MTekO connectors. This design is rased only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verily the opplicaG7ly of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members Additional temporary porary and bracing Welk' ng thepermanent k always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see • ANSIJTPll Oua01y Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. 77 _ Greenback lane Citrus H ' hts 95610 + _ - L, .. '1� p• -'fit `p .. _ • •' t1 v - ,• 'tet •ft �• 'w- ' _- `�+ ..M ALLIANCE 1 ti 'aeOregon.com ENGINEERING 2700 Market St. NE; 503 589-1727 ~ ' .-Specialists in Post Frame Engineering, Salem, OR 97301' FAx 503 589-1728 r �t4-3° POST FRAME BUILDING .:' STRUCTURAL CALCULATION = , '(This structure has been analyzed and designed for structural adequacy only.) " i r ' y "PROJECT Noo 1901216 Rev. 1 l 3 4 ;. •r. •. _ r BUILDING OWNER i LOCATION: }. Deanna & Fred Deantoni ,• '. y' 729 Skyway Ave , Chico CA 96928`' , CLIEN Mac -Co Metal Buildings. 6183 Meister Way. r H.: - f Anderson, CA'96007 ,.r,L�Q ,,r_ •� s PERMIT#' ZT -i l BUTTE COUNTY DEVELOPMENT SERVICES ` '* k REVIEWED FOR CODE COMPLIANCE. Y , ENGINEER: 'ATE—�i_Illc� o-ESSIC a A ' , LU No C 605 I < Exp' 3� # • .. •,� ,• ' , , • -i } _ Yf�- �.. CIVIL 2�\` , • _ CAL\F� f Property of Alliance En ' " c. Unautho d duplication prohibited. ,. . yright Alliance Engineering of Oregon, Inc.' _ 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. ;Phone: (503) 589-1727 Salem, OR 97301 w ww.aeOregon.com , `f Fax: (503) 589-1728. 7/25/2016 1901215 R1 (Deantoni) 30x42x12.xmcd 1 POST FRAME BUILDING REFERENCES: 1. 2013, Edition of the California Building Code / 2012 Edition of the International Building Code 4SCE;Z-10 - Minimum Design. -Loads for Buildings and Other Structures American Society of Civil, Engineers, 2011 3: 12012 --Edition, National Des ign_Specification (NDS) Supplement For. Wood s Construction, American Wood:Council, 2011 4:. i ASABE''.EP486.2 - Shallow Post'and Pier Foundation Design r American Society of Agriculturahand,Biological Engineers, 2012 (a+, 2 di 1 ATk S 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbldg 30 -ft Width of Building Lbldg 42 -ft Length of Building Hbldg := 12 -ft Eave Height of Building 0,hang := 18 -in Length of Eave Overhang. Rpit�h := 3 / 12 Roof,pitch Bay :=,14•ft. Greatest nominal spacing-betweer.eave wall posts WLgableopeniw 0•ft Total width of openings in left gable wall WRgableopenuW := 0 #t` ° Total width..of openings. -in right gable wall WF'VeOp 32 -ft - ,Total width of.openings.i n front eave wad WReaveopenings:=841: Total width of.openings.inreareavevwall- Design Loads.f&RUilding: Risk_Category. Fr Wind Design Values: Wind Speed: Wind Exposure: Vcvina = 110 mph Evosum :_ 77 seismic Design;Values: Site class -•rno •V.! ! r S,:= 0.627 lMapped spectral acceleration for short period Sl := 0.245 -Mapped spectral acceleration for 1, second period R,:= 7 Response modification factor Roof Load Design Values: pg 20•psf Ground snow load ` Pd = 3 psf Roof dead load Roof type is = "metal sheathing". pL = 20psf Roof live load 0 sf Additional truss bottom chord dead load if applicable) Pd2 �_, P C PP • ) 0 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 3 DESIGN, INPUTVALUES (Continued): Structural Members for..Building: Eave Post: Properties: (Solid rough -sawn post unless otherwise specified) Spost 6Xii _.. V Post Species := Post Grade Doug -Fir v 2 v Purlin.Properties: - Girt'Properties: Spur -lin. Sgirt _ species Glrtspecies :- Doug Fir v Doug -Fir Purlutde. Girtgrade Sel-strutv ' -- Seo StrutL%J, PurllIIspacing-:= 24 -in Girtspacing := 24 -in Post Hole, and: Footing; Design Values: gsoi1:= 1500-psf Assumed -soil vertical bearing capacity Sgoir loopsf. Assumed soil lateral bearing capacity d, footing =. 2.0•ft Main eave post footing diameter . — � Slab and: backfill information Concrete slab Yes Bacldill_type Concrete v Main gave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 7/25/2016 1901215 R1 (Deantoni) 30x42x12.xmcd 4 . SNOW LOAD-ANALYSIS: For. roof slopes. greater than 5 degrees, and less than 70 degrees. Pg = 20psf Ground Snow Load (from above) Rangle = 14:04 deg,' Angle of roof Ce.= 11.00 Exposure factor C� = 1.00 Thermal Factor C9 = 0.86 Roof slope: factor Ig,= 1.00 Importancefactor 1. D'eter'mine Roof now Loads: pf:= 0.7-Ce•Gt-4-pg, Equation 1 p i = 14.psf - flat' roof-snow load; ,Roof..slope. <_ 5deg . Pa C.-Pf Equation 2 pg = 12 1 psf : Sloped roof (balanced):sMW load 2. Determine final snow load, ps„ p81 20psf Final roof snow load i NNUANALYSIS: Method 2 Analytical Procedure Vwiad'= 110 mph Wind Speed kd = 0.85" Wind Directionality Factor kn = 1.0 Topographic Factor kz= 0'.701• Wind Exposure Factor.(windward) 1w = 1.00 Importance factor qh := 0.00256-k,,`kzt'kd-Kud2'1w qh =j 11.07 psf f Velocity Pressure Calculated Wind: Pressures: .. e, Windward' Eaye Wall: qww :, qh- GCp ,, qww ;_. 5:29psf Windward Ga61e: Wall: L gwwg:= gh•GCpfwwg gwwg = 4.43-psf Windward Roof L qwr:=1 gh'GCp qwr =—7.64psf Wall Elements: R qwe =+ qh- GCpfw qwe_—9.99psf Internal Wind Pressure qi = gh•GCP, q; =� 1.99psf 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 5 eeward Eave Wal l: --- - -- qlw qh-GCpflw q1w =—4.14psf eeward. Gable Wall: glwg qh' GCpflwg glwg = -3.21 psf eeward Roof: gir := qh. GCpnr qU = —4.83 psf oof Elements: q,:= gh•GCpfr qr _ —8.85 psf 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 6 SEISMIC CALCULATIONS: Sg = 663 Mapped spectral acceleration for ^short periods (from above) Sl 0.25 Mapped spectral -acceleration for 1 -second period (from above) I,= 1:.0 _ Importance factor Ra = 7 Response. modification factor (from above) 1. Deter6 ne-the Seismic Design- Category i a. Calculate SDs and $oi For S For Spy Foci Sg 0.63 For SI = 0.25 Tia = 1.30 — _ F„ 1.91. .]Is := S. -Fa SMI = SI -F, �,.&S - 0.81 SMI = 0.468 (2)_Sml SMS 7 SDs =0.54 SDI 0.31 SeisIIuc_Design_Category = "D" 2: Deteniine the building pararneters Building dead load weight, -W, 1[Wbldg'bldg [(Pf s' + + [2.(Wbldg + lbldg).Hbldg Pd1W •)Pd2 l . W _ 6372.0 lb Building area, Ab: Ab.:= "bldg• Wbldg 2 Ab;= " 1260 ft 7/25/2016 1901215 R1 (Deantoni) 30x42x12.xmcd 7 I Determine the shear force to be applied a. Determine the fundamental period, T uu 0.75 'roof Hbldg i" Ta :•_ .02 ft ? T:= Ta T=0.14 s b. Detemine'the Seismic Response Coefficient, CS: CS is calculated. as: But need not'exceed: C.92 SDs Cs = 0.310 Cs2 - 0.078 But shall not be less than: �. - Csl = 0.024 Cg = 0.078 .Seismic Reponse Coefficient to used in deterriiiation of seismic base shear c: Detemine the:Seisiriic Base Shear: V. shear Cg W. Vbase sheaf = 494'1b 4 'Dminethe'seismic load on the building: Since Seismic- Design Category = 'D" p = 1.3 t = 4501b` Seismic load on building 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 8 BUILDING MODEL: STEP 1: DETERMINE 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-Ri,b which are in common use by builders in this area: The mated al;arid;section properties-for.the Lest panels are thus.reasonable and will be used throughout. t. The stiffness of the test panel was calculated to be: c = 2166 Ib/in STEP, `CALCU,LATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL_ c, .,_ (E X t) / (2 X (1 +V) X (/P) + (K2 / (b' X t)"2)) e Where: Estee = 27.5x10^6 psi (modulus of elasticity for steel) `a-' 0.017" , (thi.ckness of 29 gauge steel) f V 0.3 (Poisson's. Ratio for steed g/p.= 4.139 rata' df,'sheathing corrugation.lengfh:to corrugation. pitch i b' = 144 (12'-0length of test pane { STEP 2:1 f This equation ,was set equal to the stiffness of the test panel (2166 Ib/in) and the unknown:value (K2) was solved for. ' K2 = 1275 in4 sheet edge pudin fastening constant STEP 22: Use neVv building width to determine stiffness of new roof diaphragm (ch) f. . Ws ag K2 :=. 1275in4 e = 14.04 deg Angle of roof pitch .: t. 2 from horizontal bnew cos(e) t:= 0.017 -in Eater:= 27500000•psi bnew � 186 in Esceer t K 2.961.+ 2 1 lb 2 c = 3566 — (bpeW t) to STEP 2.3 & 2.4: Calculate the equivalent horizontal roof stiffness (co 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 Ch := 2•c-cos(e)2 bnew a a= 168 in Ch = 7412 1b M F 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 9 STEP 3: DETERMINE --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 calculated 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 = 366pli s STEP 4: DETERMINE:THE-TOTAL SIDE SWAY FORCE (R): Apply wind loads to the walls -to determine the moment; fiber stress and end reaction•at prop point R. Calculate Total Wind Load: qe 91.6 psf wind load qwwpost qe' a gwwpost = 11.12.pli. . t 2" -Lpost bndg Mwin 1 gwwpost' 8 Mwind = 24394iii•lb - Mwind f:wi�d f 339 sr I Sieavepost wind = p R':= (3 �lwwpost 8ag1 R = 5541b STEP 5 DETERMINE{THE"RATIO OF THE FRAME STIFFNESS TO THEROOF STIFFNESS: This ratio: (k/ CO will be used to`determine the side sway -force modifiers.: k — = 0.049 Ch. STEP 6: DETERMINE;SIDE'SWAY RESISTANCE FORCE: mD.=iO.951 STEP 7:. DETER MIN E''^THE'ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:= mD-R Q = 5271b 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 , 4821 in -lb fdfl = 67 psi Calculate the total molt enf and the total fiber stress in the post. Mtot := mD-Mwind + Mdfl Mtot = 28010 in- lb ftat := mD'-fwind + fdfl ftot = 389psi 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, Fcc. Fcl = 700psi Fc:= Fcl'CMcpost•Ctpost•CFcpost'Cipost F6=:700 psi Allowable compression stress including load factors Lpost bndg = 132 in Bending length of post dpo,t = 6 in Minimum unbraced,dimension of post Ke := 0.8 c:= .0.8 E nin_Wooa = 470000 psi I.:= KJT st_bndg .. L = 105.6 in 0.822"E'a, ` FcE FE = 1247 psi Ie Calculate Colu nwStabitity Factor, CP: . .• 1 + FcE2 ;. 1 + FcE FcE F,.0 ` .... F C F C Emit; := Ea,in_wooa-CMEpost-CtpostE*CipostE E'n,in = 470000 psi Load duration, factors (CD): CD, .,,.,t 1.25 CDWind.= 1.60 C c. D _ c D _ c D P 2.c. 2 -cc Cp_Lr = 0.80 Cp_snow = 0.85 CP wind = 0.73 Fcc_Lr := Fc CDco ist CP_Lr Fcc_Lr = 697.773 psi Allowable compression stress on the post; load case 1 Fcc_Snow Fc CDsnow Cp_Snow Fcc_Snow = 593 psi Frc_w;nd := Fc:CDwnid{CP_Wind Fcc_wind = 814'psi Wroof 23psf. Total roof loading. Allowable .compression stress on the post; load case 2 Allowable compression stress on the post; all load cases except load cases 1. and 2 Pdeadpyst = 693 lb Axial loading per post due to roof dead load PLroofpost = 46.201b Axial loading, per post due to live roof load P.wpust 47881b-' Axial loading per postdue to roof snow load (load case 2) Psnowppst_fs=.3234lb Axial loading per post due to roof snow load (load case 5) Fb := Fbl' CDwind' CMbpost' Ctpost' CLpost' CFbpost' Cfupost' Cipost Fb = 1200 psi' Allowable bending stress per post including load factors 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 11 t Check Load Cases: Load Case 1: Dead Load + Live Roof Load fb1 := 0 fbl = 0psi'' Actual bending stress on post Pdeadpost + PLmfpost f148 -psi Actual compression stress per post Apost . fc CCFALI I Fcc_Lr CCFALII- = 0.21 ° Load!Case:2 Dead Load + Snow Load fbl .0 fb1 = O'psi Actual bending stress on post ' Pdeadpost + Psnowpost fC := fc - 152 psi Actual compression stress per post j fc .: CCFALI2�: -Fcc_snow CCFALI2 = 0.26 # Load Case.3 'D'ead Load + 0.6 Wind Load fb1 := ftot fel = 389psi Actual bending stress on post Pdeadpost fc :_ fc = 19psi Actual compression stress per post Apgst s 2 f bl CCFALI3:= + (Fee—Wind) fc Fb. 1CCFALI3 FcE = 0.33 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 12 Checki.Load Cases - cont'd: Load Case 4: Dead Load + 0.75. * (0.6 * Wind Load) + 0.75 * Live Roof Load fbi — 0.75•(ftot) fbi = 292 psi Actual bending stress on post Pd.dp.9+ 0.75•PL,..*st fc .— f. 115 psi Actual compression stress per, post AP.St 2 f CCFALI4:= F + bi f ` �c_wina Fb 1 FE CCFALI4 = 0.29 Load Case: S: D'ead.Load'+ 0:75 * (0.6 * Wnd'LoadY+ 0'75' Snow Load; %'r, `Oi75•(fiot) fbl = 292psi Actual bending stress onpost Pdeadpost + 0.75-Ppowp- --4 f, = 87,psi Actual. com pression stress per=post AP -St 2 CCFAII.5:= f. + f bl F. Wind fc Fb• 1 — — FE)- CCFALIS = 0.27 S f. Load Case 6:.0.6 *Dead Load:+ 0.6 `Wind Load fbl:i= ftot fbi = 389psi Actual bending stress on`post 0.6 Pdeadpost fc := fc = 12 psi Actual compression stress- per post Apost 2 f C 'FALl6:= fc + bi F� - Fb• 1 - fo— FE CCFALI6 = 0.33 CCFALI = 0.33 Less than or equal to 1.00 thus OK 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 13 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear: qe = 9.6 psf- Eave wall wind pressure from above groaf = 4.8 psf roof wind (0 375•mD'H ..... Lbldg'ge).:+ (�f-Lbldg"�Iroof) Veave wind 2 Veave_wind = 12401b 2. Determine th"e:seismic load to be resisted by the gable wall in shear: Veave seismic -- E Veave- seismic = 2251b . 2- -3: Determine the controlling load=to be resisted by the gable wall -in shear: The controlling Edd Weave Therefore, V gable _shear = 12401b V is the`st ear load that is transmitted through the roof diaphragm to each gable wall,.- gable�shkir . Normalize theagad,to a per foot basis. ygable_sh. vlgablewall== vl 41 if Left•. able shear load Wbldg, WLgableopenuq gablewall = P g Vgable_shear Vrgabldwall= yrgablewaWbldg - WRgableopenings ll - 41 plf Right able shear load The gable wal,K_iaphragms can resist the shear loads as follows: vlgabiewau- 142;p1f Use 29 gauge metal sheathing: install: per the �gablewau 142.p1f.. Typical Screw as"sfiown on -the Standard Details drawing in the engineered ;drawing package. 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xMcd 14 DETERMINE EAVE WALL SHEAR LOADS: 1. Dete4rmine the wind load on the gable wall to be resisted by the eave wall in shear. qg = 9.6 psf Gable wall wind pressure Hroof = 3.8 ft 0.375-mD * Hbldg' Wbldg' gg + 0.5 • I�f' Wbidg' gg . Vgable._wind := 2 Vgable_wind= 886 lb 2. Determine the seismic load to be resisted by the eave wall in shear. vgable_seismic :_ 2 Vgable_seismic_ - 225 lb 3 D'etertnine the controlling loadao he resisted by the,eave wall in shear: The: controlling load = "Vgable_wind" Therefore, V. shear = 886 lb Veave snearis the shear load that is`transmitted through. the roof diaphragm to each eave wall. -- Norrnallze the load to a per foot basis. j Veave_shear �ave'wall — 89 if Front eave shear load i Lbldg — WFeaveopenings •`eavewall P Vv.—.he. r- 26 if Rear eave shear load Lbldg — WReaveq..ings eavewall = P The eavemall diaphragms can resist the shear loads as follows: 5 142 If �aveivail . P Use 29 gauge metal sheathing. Install per the • a Typical Screw Schedule as shown on the Standard`.. �eavewall;5.142 plf ' • Details drawing in the•engineered drawing package. 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 15 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. 1 Post is = "constrained by a concrete slab" Va = 518 lb Lateral shear load at the groundline sMa = 4167ft;1b Momentat the groundline dia_footing = 2 ft Main- post footing diameter Ssoil = 100psf Lateral -'capacity of soil {Trial;;d.e'th = 1.5- ft Thestarting: depth of the post hole_ depth. The final -post hole depth is determined' by -iterating to a final depth:.` depthoat = 1.7 ft This;isthe minimum required post'embedment depth'for lateral loading Gable wall uplift due t6 shear loading on,.gable wall shear panel: - - 'Calculate uplift pullout of.the-gable wall posts due -to shear loads on -the gable.walls. - - • - Ueaw, wind = 1240 Ib - ' Calculated from above Veave=wind lb Cpost �Cpoat = 49616 This is the uplift load' on one gable wall post Wbldg — Wgableop-inp Assume adead load weight :of roof and wall area to -be 2.0 psf. The area of the roof and wall that will: tend to keep the gable wall post in the ground will be as follows:. Roof ` Bay-Wbldg-2psf Roof= 42016 Dead load. of roof• -z [14b old .(Ilbldg-�N)]­2' Gable'_wall ldg (Wbldg Wgableopenings) + I Hroof' 2 !dg. + 2 pSfGable_wall = 1169 lb Dead load of gable wall p, + d pth_gable_footu,g = 3:5 ft gable post embedment depth. Posts -- (Hbldg aepth_gable_foo*)'W post pmts = 136 lb Weight of post diaRable_footmg = 1.5 ft Diameter of gable wall posthole footing Concrete backfill in the gable end posts is = "not,re,quired" to resist gable wall panel uplift. Backfill = 797 lb Gable post backfill weight if gable end post hole is backfilled with concrete (0 if granular or, native soil backfill. Concrete. backfill may or may not be required to resist gable wall panel uplift); Wttot Gable wall + Roof + Posta + Backfill Total resistance for gable wall panel uplift. Since Mt is greater than the WtWt = 2521 lb gable wall panel uplift, CPost, the gable wall footing is adequate. 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 16 FOOTING -DESIGN TOR, MAIN POST: Detemiine the46oting size and depth for vertical bearing, for the main posts. %,,ii =• 1500psf Soil bearing capacity for footing dia_footing = 2 ft Footing diameter dia footing2 A& ting �' 4 Afooting - 3..14 f 2 Footing area* Pot_a,�th = 3.5 ft,~ Minimum required post embedment depth P P 7540 lb End bearing capacity,of footin footing Afootiugi�lsoil' dfactor footing = gg Pmo, = 5481.1b Total footing bad is greater than the snow load (Psnow OK.Note thaeend beain capacity (Pfooting) A. J 7/25/2016 1901215 R1 (Deantoni) 30xt2x12.xmcd 17 GIRT DESIGN: The girt's will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. gwegirt = 2 ph Lgi,t_span = 162 in Orientation = "Flat" _ 2 Mgirt' tlwegirt' L> g M& = 6549in•lb Bending moment in the girt Mgut fbgiri<= S fb& = 3175psi Stress applied to the girt Determine the allowable member stress including load. factors. Fbcri,t `= 1500 psi CDwind = 1.60 CMb& = 1.00 Ct& = 1.00 CL& = 1.00 ,. CF>i = 1.30 Cfi,& = 1.15 C�gi,.t = 1.15 Fbg;,t ; Fbc,;rt Cnw;,�d Ctvm�rt C CLQ CF�t•C •.Cit Fb = 4126 psi > fbcirt This is OK. PU;RLIN DESIGN:. The'pur ins simply span between pairs of trusses orrafters. Determine the adequacy of the purlins. Purlin'= "2x6" Purlinspacing = 24 in o.c. Lpurlin_span = 159 in wp, = 3.72 ph Maximum combined distributed. roof load along top edge of pudin 2 W urlin' Lpurlin span p. -Mpurhn .•— Mpurlin-11752in•lbBending momentirithe pudin 8 MP -lin fbpu<iia:= S fbpurlin = 1554psi Bending stress applied to the purlin purlin Determine the allowable member stress including load factors FbPu1in'.= 1500 psi C�,ow = 1.00 CMbpurtin,= 1.00 Ctpurlin = 1.00 CLpurlin = 1.00 CFpa.= 1.30 Cfi,purl;n = 1.00 C,P„rii,, = 1.15 Fbpurlin •= FbPurlin' CDsn.-CMbpurlin' Ctpurlin' CLpurtin' CFpurlin' C4urlin' Ccpurtin Fbpurlin = 2243 psi'>. fbpurGn This is OK 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 18 MAINTOST CORBEL BLOCK DESIGN: Determine the. required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities ZThort 58 = 17601b Shear capacity for 5/8" dia. bolts zTbolt 34 = 2400 lb Shear capacity for 3/4" dia. bolts s znort io = 4090 lb Shear capacity for V dia: bolts .. zrna,r 16a = 141 lb Shear capacity for. 1.6d nails zTnau god = 1701b : ' Shear capacity for 20d nails ...Psnow = 5481 '1b- Combined snow, orlve roof,`and dead loads on corbels if 5/8,dia. bolts,are used - , sed: _ NWtM = 3.1 Number of 5/8"_ -dia. bolts required in the corbel block; if used. s 4 .3/4. dia. boltsarre used; NWts34 = 2.3 Number of,3/4" dia: -bolts required in the corbel block, if used. _ If.'1 dia. bolts are used: Nboltsjo = 1.3 Number of 1" dia. botts:required in the corbel block; if. -used. KIM nails -are to: be used: ' 1IV 16.1 Number of 20d nails requited, in each corbel block,', luused. ailsMd = . q , Ih.16d nails are to. be=used: 4 n , N81h16d = 19.4 Number of 16d nails required in each corbel block, if used. t SUMMARY-& RESULTS: 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 19 Building Design Loads Ground—snow—load = 20psf Roof dead load = 3 psf Wind speed = 110 mph Wind exposure = 'B" Seismic Design_Caiegory = "D" Footing Details: Post is = "constrained by a concrete slab" Postdepth = 3.5 ft Design Post Depth dia_f°°ting = 2.0 ft - Design Footing,Diameter . - -- - Footingusage = 73 % Stress usage of footing j` Corbel,iBlock'.Bolts: Nb°Its58 =.3.1 - Number of 5/8'dia: bolts required in the corbefblock, if used. Nboltsj4= 2-:3 'Number of 3/4" dia. bolts required in.the corbel block, if used. Nb°llsio = 1.3 Number of 1" dia. bolts required in the corbel block, if used. Nails20d = 16.1 Number of 20d nails required in each corbel block, if used. Nails M6 = 19.4 Number of 16d nails required in each 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. Nostructural observation bythe design engineer is required. Building .Dimensions Wbldg,= 30ft Width of Building Lbldg = 42 ft. Length of Building Hbldg = 12ftEave Height of Building O„,,8 - l81n Length of Eave Overhang i .. . Rpit,�h - 3 /12 Roof pitch Post Details= Post size ."6x6" • ' Postgrade "42'Doug-Fir" Usages 33 % Combined stress usage of post Shear Vy4i Details: =; ugablewan =41 plf, Max. shear in gable wall veaveaeu-:,89p1f ° Max. shear in eave wall Girt'Details:. Girt usage::=,," 76 % Stress usage of wall girt" Orientation.—'"Flat" Purl in. Details:- Purlinx.uSag6 = 69 % Stress usage of roof purlin 7/25/2016 1901215 R1 (Deantoni) 30x42xl2.xmcd 19 Building Design Loads Ground—snow—load = 20psf Roof dead load = 3 psf Wind speed = 110 mph Wind exposure = 'B" Seismic Design_Caiegory = "D" Footing Details: Post is = "constrained by a concrete slab" Postdepth = 3.5 ft Design Post Depth dia_f°°ting = 2.0 ft - Design Footing,Diameter . - -- - Footingusage = 73 % Stress usage of footing j` Corbel,iBlock'.Bolts: Nb°Its58 =.3.1 - Number of 5/8'dia: bolts required in the corbefblock, if used. Nboltsj4= 2-:3 'Number of 3/4" dia. bolts required in.the corbel block, if used. Nb°llsio = 1.3 Number of 1" dia. bolts required in the corbel block, if used. Nails20d = 16.1 Number of 20d nails required in each corbel block, if used. Nails M6 = 19.4 Number of 16d nails required in each 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. Nostructural observation bythe design engineer is required. Butte County Department of Development Services TIM SNELLINGS, DIRECTOR i PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive r Oroville, CA 95965 "4 (530)1638 7601 Telephone -� pone (530) 538-ZI40 Facsimile www.buttecounty net/dds vwvw.burie eneralpian net ADMINISTRATION " BUILDING " PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR ' PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Pmetioes) Ilsted below must be In place during the rainy season (October 1S through April 116) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based onsite conditions. • Stabittzed entry. Provide minimum X to -60 fractured rock 50' long x 15' wide by 6" deep over constructiongradefabric. All sons badked-onto pawed roadways must be*cleaned up on a deity basis. When streets are wet or during a rain event there ils shall be no tracking of soonto'the street. Wattles IrWaSed property behind curb or sidewalks. Rode bags (mkrtmuin 2 per side) at all drain Inlet locations within 150' of the project site. ' • Intemal filters placed Inside each drain Inlet. • Trash bars across the back of all drain Inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk, (Straw Or erosion blankets may be used for this applicatt ). • Stabilize 89 slopes where erosion pow occur and cause slit run off. (Straw, visqueen or erasion • blankets -may be used for this application) • All paint, fuel, construction products eta shall be stored in a covered location away from sidewalks and storm drain Inlets. Portable d'iemical toilets If provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain Inlet.. AJI• trash must be collected and stoned pro Do not let items such as drywall mud boxes, paint buckets, cleaning material containers eta come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway blas may also be used. All concrete washout systems shall be placed off of the paved streets. • . After Installation of the above Items is complete a maintenance program needs to be developed to Insure the continued effectiveness of your BMP's. L K:1BUR D1N012o111Approved fonnslR,es Green Bldg. forniAl3rosion & Sediment control Measures.doc 0 O W W 1 SOAA W 0 Butte County Building Department o 0[vn0•wr vSE E.viC [1 O C California Green Building Standards Code xo Residential VOC Checklist �Vl-MV VOC COMPLIANCE CERTIFICATION - V tgj Q z ADHESIVE (NONE O) MANUFACTURER CALGreen LIMIT' ACTUAL VOCs t I O . N 1 'n SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs e; o a ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs a � � M t .0 !� WW �r C FORMALDEHYDE COMPLIANCE CERTIFICATION i S PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 oO y (Z Hardwood plywood composite core 0.08 o Particleboard 0.09 4 Medium density fiberboard 0.11 Thin medium density fiberboard 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) n O Carpet and Rug Institute's Green Label g O California Department of Public Health Standard Practice for the testing of VOCs A AAA y o O NSF/ANS1140 at the Gold Level t �gQ 0 Scientific Certifications Systems Indoor Advantage- Gold iw ttryyl 0 No carpet installed on this project I certify that the Information provided on this forth is accurate and that the materials used on this project 6' comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building 0 Standards Code. Print norm Signature Date 'See other side of page for VOC limits r 6-jllST/�i(,.. BUTTE COUNTY "AUG 0'5 2016 DEVELOPMENT e� SERVICES 0 gy-y 1 6. Jul n � ------------ O� Pk l v A -AA•. � U � {,yS AZV- k r k PE IT# / 9� 'VIDE%C6Pl PMENT SERVICES " FOR IANCE 7N`� �� ��r Butte County Depai enFi of Development Services y PERMIT CENTER 7 County Center'Driye; Oroville, CA 95965 Main Phone 530:5:38.7601 Fax 530.538.7785 SJTE PLAN Assessor's Parcel. Number: © ® EJ 1A D -= a a o Permit #: .:...L.._....L.......L..-...L..-._.i.._..i__.._.L....._.s_..._Y.-_.L_»....i..�..L....._.L.......i.......L_..._.L._....i.__...i......5._...__.....L.»»_L.._....Lr....1.....»L_._.i........i.._...i_.__..L.Y.L-..�L..._..L.......i..._..L.......5.......b.._..._..i........=...._..L_..«.L.......L_......3.......L...:...L.......L.____.i.._....L.._.....i......_3........i...._.?.:__. 0= WELL _.� I.GAGN r irL� 10l See attached- Minimum erosion control and CSI)) � sediment controls for projects disturbing `Jss (`5�' ) than one acre - Flood Zone, _/ a m! R1.11M.: 0600-2c-0510 P ROX 90/ rROM Z1,06,7_0 I • - -- � fey �=1����s��ric � � /%i n1 w 'S .w 4-26 V The 2013 CBC,, CMC, CPC, CEC, CFC,_FF-t-CzF_ I ` € CGBC. and 2013 California Energy.. -' Standards as amended by the jurisdiction \; i V Oct -� BUTTE apply to this project Q i COUNTY — - — -- — - OCT 0 8 2015 Pf /,J V,o/V BUILDING PERMIT# ,�--' 9/ [ DEVELOPMENT ASSESSOR'S PARCEL#_ U r s- 0. SERVICES — y� 3 �r PERMI fib_ I UTTE COUNTY DEVELOPMENT SERVICES P REVIEWED FOR CODE C ppMPLIANCE ® �Q DATE (� F Lal r� BY ^r i L,)'KY s hop OV 0 j Lx/�r I T�O SGA LF �N3j S.i��1 FORM NO Complete construction Post Debris fComp Recovery_ final report documentation and V.O.C,- - r Compliance Certification submit to Building Division prier_tn fne! b-,0d;ne inspection _I See attached- Minimum erosion control and sediment controls for projects disturbing less than one acre i PERMIT WILL BE RQUIRED•FROM BUTTE COUNTY BUILDING -DEPT. FOR FUTURE'ELECTRICAL �- INSTALLLATIONS K5 Owner Name: Scope of Work.- V e—w M f�7'f}( Site Location: 719 ---- Contact name: uu ,N t , Phone: Flood Zone: T3v z TILE _ 'LE_ C O P'­,�7 Scale Gv pT O 5 t.r K:\BUILDING\Amira Revised fonns for review l 1-17-14\Fully revised fonris and documents 12-01-140BP-03 Site_Plan_Paper_REV'D_8.13.14_AKM.doc Pa;;e 1 of 1 1 i5...,� �,�l