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HomeMy WebLinkAboutB16-1918 063-040-0451! BUTTE w%vw.buttecounty.neddds SITE PLAN Assessor's Parcel Number: 0 © 0 - o a 0—F(51 ®a] Permit #: &6-M8 .......... ..........: r :< 3 El PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR .. . ...c0 E COMPLIA CE OAT" Owner Name: L oyp C' )P4rd z e Site Location: GAct tc-- Rd r", /• a,s-t Ra/I� Contact name: L o.d 174_ v v Phone:S3o- Flood Zone: No Scale l"= Revised 7.20.2015 q 761 1761 Remove vegetation and debris from under and away from structure. Maintain clearance for a fire safe environment. . KEEP CALIFORNIA GREED PREVENT 1N u*VIES IN BUTTE COUNTY' Srd�q�e See attached— Minimum erosion control and sediment controls for projects disturbing less than one acre /. . Scope of Work: M► tAl }. uy - Page I of 1 333' Iso' Surface. Drainage shall cornply with, 2013 CRO' .section R401.3 minimum 5% (6 inches°° in 10 feet) slope away from foundation walls ................. .. ... ................ ... ................ .. .. .. .............. .. . •.. .... r u fi" d G ewl e ,t W-,..6. /-o r D'. S or UAB 81, / ir,� DEVELOPMENT SECVIUS COPY Pm Rd COUNTY Butte County Department of Development Services ' PERMIT CENTER AUG 312016 t 7 County Center Drive, Oroville, CA 95965 DEVELOPMENT Main Phone 530.538.7601 Fax 530.538.7785 SERVICES w%vw.buttecounty.neddds SITE PLAN Assessor's Parcel Number: 0 © 0 - o a 0—F(51 ®a] Permit #: &6-M8 .......... ..........: r :< 3 El PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR .. . ...c0 E COMPLIA CE OAT" Owner Name: L oyp C' )P4rd z e Site Location: GAct tc-- Rd r", /• a,s-t Ra/I� Contact name: L o.d 174_ v v Phone:S3o- Flood Zone: No Scale l"= Revised 7.20.2015 q 761 1761 Remove vegetation and debris from under and away from structure. Maintain clearance for a fire safe environment. . KEEP CALIFORNIA GREED PREVENT 1N u*VIES IN BUTTE COUNTY' Srd�q�e See attached— Minimum erosion control and sediment controls for projects disturbing less than one acre /. . Scope of Work: M► tAl }. uy - Page I of 1 333' Iso' Surface. Drainage shall cornply with, 2013 CRO' .section R401.3 minimum 5% (6 inches°° in 10 feet) slope away from foundation walls ................. .. ... ................ ... ................ .. .. .. .............. .. . •.. .... r u fi" d G ewl e ,t W-,..6. /-o r D'. S or UAB 81, / ir,� DEVELOPMENT SECVIUS COPY Pm Rd r BUTTE ' COUNTY AUG.31 2016 • . DEVELOPMENT SERVICES 0' LLOYD PURDUE 14295 CARNIGIE RD M AGALI A, CA- 95954 40'/ I O' X G I' X 171_(`11/ 15-011 PERMIT# 0112 BUTTE C LINTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIA CE (c BY—` =: N Q i a cWi 2 0 • Wm2 OOy W 0 g; Z - Lu O owW w< 01 C) olaip � J y y°ayLL a a0,zowo ^oZp 20w0 aN-9w N UW oWz0000� o m0_o zoWoo��my W y Q Z a Q F ^' mZZp W W WN CL/ ¢yyyZW 2WWyp,J y LL a I- d U.�w� O u Soy vi , LL ow W N LL Z 0 m O = o� o6 LL' _ goo` , Ln 1 y�2 g g Q U __ Q U,Q .. - . • rN Q LLOYD PURDUE 14295 CARNIGIE RD M AGALI A, CA- 95954 40'/ I O' X G I' X 171_(`11/ 15-011 PERMIT# 0112 BUTTE C LINTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIA CE (c BY—` =: N Q i a cWi 2 0 • Wm2 OOy W 0 g; Z - Lu O owW w< 01 C) olaip � J y y°ayLL a a0,zowo ^oZp 20w0 aN-9w N UW oWz0000� o m0_o zoWoo��my W y Q Z a Q F ^' mZZp W W WN CL/ ¢yyyZW 2WWyp,J y LL a I- d U.�w� O u Soy vi , LL ow W N LL Z O Z Z m Z Z DESIGN NOTES DESIGN CRITERIA DRAWING INDEX w0 u o 0 0 I . ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH PREVAILING CODE: CBC 2013 (IBC 201 2) 1 ........ COVER SHEET CBC 2013, IBC 2012, ASCE 7-10, OSHA, AISC 3GO, AWSD 1 . 1 USE GROUP: U (CARPORTS, BARNS) � ` ' • - RISK CATEGORY: I � �• ° ' - y 2 ........ ELEVATIONS • • < � ' CODES AND ALL APPLICABLE LOCAL REQUIREMENTS. _ 2. BASE CONNECTIONS SHALL BE PROVIDED A5 SHOWN, ,_ _ • y PLAN �o s � 10 2. I . DEAD LOAD (D) D 2 O PSF 3A ... FOUNDATION ,.'ON FOUNDATION DETAILS SHEET.2 ROOF LIVE/5NOWLOAD (Lr) Lr = 25 PSF z �Q i:' � O o r- o ' 3. SNOW LOAD (S) �W ' �- 38.:..... FOUNDATION DETAILSor a m n 3.,. ALL MATERIALS IDENTIFIED BY.MANUFACTURER NAME MAY BE IMPORTANCE FACTOR is = 0.80 4 FLOOR PLAN DETAILS • cz! m m GROUND SNOW LOAD Pg 37 PSF 3 -SUBSTITUTED WITH MATERIAL EQUAL OR EXCEEDING ORIGINAL. F - - O � �Q► r- co 4. ALL SHOP CONNECTIONS SHALL BE WELDED CONNECTIONS: +� SEE w~ $ o • + ti• ... .. '• - .r .",. T� 4. WIND. LOAD _ �. V r a.-' .. N � DETAILS` ,_ , • "'" ' � - DESIGN IND SPEED � ult < 105 MPH .� , �,SA �Q :FRAME SECTIO 5. '"' ALL' FIELD CONNECTIONS SHALL BE TEK5 # 12''(1 /4°X 111). . - ;� ,- e =" ,� EXPOSURE r' 'C 5. 5El5MIC,LOAD (E)rt 5B ........ FRAME.SECTION -DETAILS • - i G' " STEEL 5HEATHING'5HALL BE 29GA. CORRUGATED, • �� 4 r 547/0.289 . , :. "� seat: SDs/SD 1 0. DESIGN CATEGORY D. GA ...... MAIN BLDG SIDE WALL FRAMING "' ' �GALV. OR PAINTED -STEEL - MAIN RIB HT. 3/4" (FY=80KSI) OR EQ: -' � - 'r - .7. ALL STRUCTURAL LIGHT GAUGE TUBING AND CHANNELS SHALL BE ' ` ' IMPORTANCE FACTOR', le 1.00 - 1-. GB ........ RIGHT LEAN TO. SIDE WALL•FRAMING t DETAILS GRADE 50 GALVANIZED STEEL. " , , r .' . Q4OFESS/p 8. 'STRUCTURAL TUBE T52 I/2"X2. I/2" - 14GA..IS EQUIVALENT TO LOAD COMBINATIONS: 7A-.._.::. END WALL FRAMING. �� �l z, I . D.+ (Lr OR S) . ,- CIVIL t�`2 752 1/4"X2 1/4" - 1.2GA AND EITHER ONE'MAY BE USED IN LIEU OF THE OTHER. 2. D + (0. GW OR.±0.7E) 7B:'....:. END WALL DETAILS f Yco 9.', '1 2GA 15 DEFINED AS 0.109" THICKNESS.• 14GA IS DEFINED AS 0.083" 3. D + 0.75 (O.GW OR ±0.7E) + 0.75 (Lr OR 5) w OMAR m , 4.O.GD + (O.GW OR ±0.7E) U-YASEIN IN THICKNE55. 2GGA 15 DEFINED AS 0.019" THICKNESS. 29GA IS DEFINED AS 0.01 5" THICKNESS. .' - s 389o�N y ... w F OF CALl rM • TE EXPIRES:.12/31/2016 CQPY20.181.0 DATE SIGNED: JUN 23 2016 0 O m _ N W = 0 Z m " ��((�� U ) ~ C) W O Z IL/ U) W ~ W W / w 13- _ U _ u) O U T) lL L _ m � m LO0 m<o O Z Z m Z Z DESIGN NOTES DESIGN CRITERIA DRAWING INDEX w0 u o 0 0 I . ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH PREVAILING CODE: CBC 2013 (IBC 201 2) 1 ........ COVER SHEET CBC 2013, IBC 2012, ASCE 7-10, OSHA, AISC 3GO, AWSD 1 . 1 USE GROUP: U (CARPORTS, BARNS) � ` ' • - RISK CATEGORY: I � �• ° ' - y 2 ........ ELEVATIONS • • < � ' CODES AND ALL APPLICABLE LOCAL REQUIREMENTS. _ 2. BASE CONNECTIONS SHALL BE PROVIDED A5 SHOWN, ,_ _ • y PLAN �o s � 10 2. I . DEAD LOAD (D) D 2 O PSF 3A ... FOUNDATION ,.'ON FOUNDATION DETAILS SHEET.2 ROOF LIVE/5NOWLOAD (Lr) Lr = 25 PSF z �Q i:' � O o r- o ' 3. SNOW LOAD (S) �W ' �- 38.:..... FOUNDATION DETAILSor a m n 3.,. ALL MATERIALS IDENTIFIED BY.MANUFACTURER NAME MAY BE IMPORTANCE FACTOR is = 0.80 4 FLOOR PLAN DETAILS • cz! m m GROUND SNOW LOAD Pg 37 PSF 3 -SUBSTITUTED WITH MATERIAL EQUAL OR EXCEEDING ORIGINAL. F - - O � �Q► r- co 4. ALL SHOP CONNECTIONS SHALL BE WELDED CONNECTIONS: +� SEE w~ $ o • + ti• ... .. '• - .r .",. T� 4. WIND. LOAD _ �. V r a.-' .. N � DETAILS` ,_ , • "'" ' � - DESIGN IND SPEED � ult < 105 MPH .� , �,SA �Q :FRAME SECTIO 5. '"' ALL' FIELD CONNECTIONS SHALL BE TEK5 # 12''(1 /4°X 111). . - ;� ,- e =" ,� EXPOSURE r' 'C 5. 5El5MIC,LOAD (E)rt 5B ........ FRAME.SECTION -DETAILS • - i G' " STEEL 5HEATHING'5HALL BE 29GA. CORRUGATED, • �� 4 r 547/0.289 . , :. "� seat: SDs/SD 1 0. DESIGN CATEGORY D. GA ...... MAIN BLDG SIDE WALL FRAMING "' ' �GALV. OR PAINTED -STEEL - MAIN RIB HT. 3/4" (FY=80KSI) OR EQ: -' � - 'r - .7. ALL STRUCTURAL LIGHT GAUGE TUBING AND CHANNELS SHALL BE ' ` ' IMPORTANCE FACTOR', le 1.00 - 1-. GB ........ RIGHT LEAN TO. SIDE WALL•FRAMING t DETAILS GRADE 50 GALVANIZED STEEL. " , , r .' . Q4OFESS/p 8. 'STRUCTURAL TUBE T52 I/2"X2. I/2" - 14GA..IS EQUIVALENT TO LOAD COMBINATIONS: 7A-.._.::. END WALL FRAMING. �� �l z, I . D.+ (Lr OR S) . ,- CIVIL t�`2 752 1/4"X2 1/4" - 1.2GA AND EITHER ONE'MAY BE USED IN LIEU OF THE OTHER. 2. D + (0. GW OR.±0.7E) 7B:'....:. END WALL DETAILS f Yco 9.', '1 2GA 15 DEFINED AS 0.109" THICKNESS.• 14GA IS DEFINED AS 0.083" 3. D + 0.75 (O.GW OR ±0.7E) + 0.75 (Lr OR 5) w OMAR m , 4.O.GD + (O.GW OR ±0.7E) U-YASEIN IN THICKNE55. 2GGA 15 DEFINED AS 0.019" THICKNESS. 29GA IS DEFINED AS 0.01 5" THICKNESS. .' - s 389o�N y ... w F OF CALl rM • TE EXPIRES:.12/31/2016 CQPY20.181.0 DATE SIGNED: JUN 23 2016 I + . FIN. GRADE OR -i TOP OF CONC. 40'-011 -' 101-011 01-0" -' FRONT END WALL ELEVATION SCALE: 3/32" : P FIN. GRADE TOP OF CONC. I TED ROOF INSUL D FIN. GRADE TOP OF CONC. SCALE: 3/32": 1' GO' -0" LEFT SIDE WALL ELEVATION SCALE: 3/32" : I' O 0 H L } N N J H v- m w Z w Cn O PERMIT# (D� i a l — �U c=n o 0 BUTTE COUNTY DEVELOPMENT SERVICES w m O – Ln Ou_ – REVIEWED FOR - COL omp -9 CE zQ m DATE--°: BY 0 s� U Q m 'n '0 So 23 N U Q r' r N � Lf) J cn N Q Z OOm Z H' U O W W Z W v=i i v ZLLJ a F- J d LLJ U O to u_ u_ t\ m co u — m Lf) u_ 0 N CD O 2 N_ W D 0 D n O 0 H Z O } N N J H Z m w Z w Q¢~ PERMIT# (D� i a l — O c=n o 0 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR - COL omp -9 CE oo DATE--°: BY Q► s� m 'n '0 So 23 r' r o X o � F- M Z ''�I►d�'GQ`in 7 SEAL . �OQ�xOFESS/o CIVIL10 82 w 0 AR A. m U-YASEIN ST C73389 �Q ATF OF CA\ \f - ATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 FOUNDATION NOTES: I . MIN. SLAB SIZE SHALL BE 50'X GO' 2. CONTROL JOINTS SHALL BE PLACED SO AS TO LIMIT MAX. SLAB SPANS TO 20' IN EACH DIRECTION. 3.' CONCRETE ANCHORS SHALL BE LOCATED AS SHOWN ON THE FOUNDATION PLAN (SEE SHEET 3A). 4. MIN. EMBEDMENT DEPTH OF ANCHORS TO BE 4 3/8". 5. ANCHORS TO BE SPACED NO MORE THAN G" FROM POSTS. G. ALL ANCHORS TO BE A307 EQUIVALENT OR BETTER.. 7. DEPTH OF SLAB TURN DOWN FOOTING SHALL BE GREATER THAN FROST DEPTH ' SPECIFIED PER LOCAL CODE. " 8. ASSUMED SOIL BEARING CAPACITY IS TO BE A MIN. OF 1 500 PSF. 9. CONCRETE STRENGTH TO BE A MIN OF 2500 PSI @ 28 DAYS. T .i. GO' -0" i FOUNDATION PLAN SCALE: 1/8": P TRUSS CHORD 2k SQ. X 1 2GA TUBE TRUSS WEB 2k SQ. X 1 2GA TUBE RUSS CHORD REINF. 2" SQ. X 1 2GA TUBE BASE RAIL 2<' SQ. X 12GA TUBE PEAK BRACE 214" SQ. X 1 2GA TUBE KNEE BRACE 2k SQ. X 12GA TUBE CROSS BRACE 2k SQ. X 14GA TUBE PURLIN 2k SQ. X 1 2GA TUBE GIRT 2d' SQ. X _14GA TUBE LATERAL BRACE 2k SQ. X 12GA TUBE CONNECTOR SLEEVE 2k SQ. X 1 2GA TUBE CONNECTOR SPLICE 2" SQ. X 12GA TUBE COLUMN POST ANCHOR W 24' SQ. X 1 2GA TUBE CONCRETE 5LAE5 3/4"0 X 7" EXPANSION / WEDGE BOLTS - PEP ESR 2526 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMP ---I- CE DATE I3Y 1 '-O" TRUSS WEB Lo MAIN BLDG. � � TRUSS POST wLo (4) ANCHORS FIRST GIRT I (3) — BASE TUBE d or N U Q m Q ° d a N Q ° a :1411 (� W2.0 WWF 3) #4 REBAR O • CONT. T*6 FOUNDATION DETAIL SCALE: 3/4": P 1 z c SEAL: �OQ�kOFESS/Ov` Q CIVIL t<`2 c� OMAR A. m ABU-YASEIN T C73389 �Q 9TF OF CAL\ * ATE EXPIRES: 12/31/2016 DATE SIGNED:, JUN 23 2016 Lo � � O wLo (3) — LL - O or N U Q m Q Z N Q g (� O z 11J O Z W w z Y W W Q c O Z a U w ° �z OU o J U Lr) u - u- I - m m Q I — O m Q O N_ W 3 D o o 6i O Z i� J ~ ZZ ZW > >Z > LLI O w ¢Q F 0 vi 0 0 �OQ�kOFESS/Ov` Q CIVIL t<`2 c� OMAR A. m ABU-YASEIN T C73389 �Q 9TF OF CAL\ * ATE EXPIRES: 12/31/2016 DATE SIGNED:, JUN 23 2016 � n O O z70 z0 °rn rn U) = U) rn ° 7 03 • 7'U3 70 n �r 0 c S � D 70 Z z Z Ci 0 > a 70 rnX ° 0 Nlrr- c T) ? U1 N Q n = C) 0 N = - 70 �• 0 a a 0 Ln U1 p . -1 rn ° D ,p s. CD 70 O D I'-G" OR A5 PER IN LOCA_ CODE MIN Dp 6'j0i n rn C rn O • �z �Z I'-G" OR A5 PERQ DLOCAL CODE MIN = D O z • Fn N p — 0 �z Z zn N 3> z� �- 0Un rn �� 0 n` O (� 70 4krn � y -rn E: =N C O� rn� =N y U1- n>y z ern- = 0, n 5>c � /� _ � 7 03 z 03 703 Un = 70 U) r 0 70 0 z fel 70 p z D O ,, a c Fn U3 z rn 11 D O a.e .� n z o p� _ - rn p�-- -� r e * O J e 70 1 'JGn z 111' 7701 C i\ z �. Fn�I 1 a Z1. G.. co — ®m � –N+ Cel c, z N O T ° Nf1'1e o � , -LL- 01 Zm o O O '0® , ®� m .. Cid 0 CA Dr � D • s Z m REG y y co O ��C OWNER: LOCATION: ;Uo 0 C K ° e�' 9Z LLOYD PURDUE 14295 CARNI95 RD m„ w D MAGALIA, CA 95954 cn co - _ , SHEET TITLE- FOUNDATION DETAIL Z Z � y CONCRETE 5LAB w o a33M9 ��p�� DRAWING NO.: M6D5B837FF5 PROJECT NO.: 233-1 G-OG45 Cl 457 N. Broadway, DRAWN BY: AF CHECKED BY: a� Joshua, TX 76058 1-866-730-9865 DATE: G1201201 G SHEET NO.: 315 OF 7 FOUNDATION NOTES: ' I . CONCRETE ANCHORS SHALL BE LOCATED NEXT TO EVERY P05T AND ON EITHER 51DE OF OPENINGS. TWO ANCHORS SHALL BE INSTALLED AT CORNER OF ENCLOSED BUILDINGS WITH END WALLS - ONE ON EACH BASE RAIL. 2. MIN. EMBEDMENT DEPTH OF ANCHORS TO 5E 4 3/8". 3. ANCHORS TO BE SPACED NO MORE THAN G" FROM POSTS. 4. ALL ANCHORS TO BE A307 EQUIVALENT OR BETTER. 5. DEPTH OF CONCRETE STRIP FOOTING SHALL BE GREATER THAN FROST . DEPTH SPECIFIED PER LOCAL CODE. G. A55UMED SOIL BEARING CAPACITY 15 TO BE A MIN. OF 1 500 P5F. 7. CONCRETE STRENGTH TO BE A MIN OF 2500 P51 @ 28 DAYS'. o . - N , GO' -4" TRUSS CHORD MEMDER.PROPERTIE5 24'5Q. X A A� UA A A lOJ A A A A A A TRU55 WEB 24' 5Q. X II' -0 TRU55 CHORD REINF. 2" 5Q. X iA A 5A5E RAIL 24' 5Q. X A A PEAK BRACE 24' 5Q. X A^+ A IA - KNEE BRACE 24' 5Q. X IA A CROSS BRACE I 3A 0 A A W_T _ A_A A_ _A A A A__A_ A A A A, - PURLIN GO' -4" TRUSS CHORD MEMDER.PROPERTIE5 24'5Q. X 12GA TUBE TRU55 WEB 24' 5Q. X 12GA TUBE TRU55 CHORD REINF. 2" 5Q. X 1 2GA TUBE 5A5E RAIL 24' 5Q. X 1 2GA TUBE PEAK BRACE 24' 5Q. X 1 2GA TUBE , KNEE BRACE 24' 5Q. X 1 2GA TUBE CROSS BRACE 24' SQ. X 14GA TUBE PURLIN 24' SQ. X 12GA TUBE GIRT 24' 5Q. X 14GA TUBE LATERAL BRACE 24'5Q. X 12GA TUBE CONNECTOR 5LEEVE 24' SQ. X 12GA TUBE CONNECTOR SPLICE 2" 5Q. X 1 2GA TUBE COLUMN P05T 24' SQ. X 12GA TUBE • g ►— IMANCHORW 5/8"0 X 7" EXPANSION / WEDGE BOLTS - PER. E5f? 252E G0;8 FOUNDATION PLAN SCALE: 1 /8" : P PERMIT/i 1"/i �"1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR. CO. OIVIPLIANCE ;. DA 12BY TRU55 WEB (4) ANCHORS BASE TUBE . _ MAIN BLDG. d' TRU55 POSTLn - FIRST GIRT v GRADE z _ Lu Lu w Qo a U o e' •a, _ � a d � �o (4) #4 REBAR CONT. ' 24" FOUNDATION DETAIL 2 SCALE: 3/4": P -3B • I G0;8 FOUNDATION PLAN SCALE: 1 /8" : P PERMIT/i 1"/i �"1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR. CO. OIVIPLIANCE ;. DA 12BY �coco rl- rn o X M m~r Z=3 L00 't - r SEAL: �OvvOFESS/OA/_` CIVIL FZ G, OMAR A. m ABU-YASEIN C73389 OF CALNFO ATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 Ln d' 0_/O w • �o Lu L �m _ U-- O m N g ►— Q �g O m Z Q Z U w Z W Y w w Q a/ LL O ly. _ _ z U a v cn 0 p oz , U LL - O J Q) � LL- � (\ m co CD _ O CD O N_ W D oC)C IL Z 1- CD m ~ Z Z w Q H O U) 0 0 0 �coco rl- rn o X M m~r Z=3 L00 't - r SEAL: �OvvOFESS/OA/_` CIVIL FZ G, OMAR A. m ABU-YASEIN C73389 OF CALNFO ATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 7 TRU55 P05T - END WALL COLUMN P05T FIRST GIRT Ln in W Ln �o Ln O m i V U n N m MIN. 4" LL EDGE DIST. � Q J m� Q� N r COLUMN POST (4) ANCHOR 2 p o m (4) ANCHORS _ FIRST GIRT O LLJ L-- ►- o Z H LU O w w ° DE p a v m ° v ZO Z U n ° S ,� O CL/ No � 0 0 OLn N > N F120u ( l e.. O e .v Z `/ 'No e a v a 20 11 m o ' a ° 4 @ 48" C/C m (3) #5 REBAR (3) #5 REBAR :E N a. CONT. TSB. L Z a TYP. _ CONT. T*B. 2'-0" C IL ° - Z O H c7 m z L - FOUNDATION DETAIL I o o SCALE: 3/4" • I' PERMIT# �� � BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR's > o20 CODE COMPLIA CE �e (2) ANCHORS DATE `IIZ?'11 b BY �; O o X M am~ Iu Iu Inco 22 X 22 X 4 ANGLE MIN. 4" EDGE DIST. - Q c 61 ".•.,Q► to o - ANCHOR(2) V - FIRST GIRT Q o GRAD T SEAL: N _ % •d ° v Q�OFESS/O v — O ���0 CIVIL n 5EE SECTION FOR REINF. FOUNDATION DETA SCALE: 3/4": 1' OMAR A. m �. ABU-YASEIN (4) #5 ° 20" REBAR C73389 �S CONT.14" �TFOF CAL\FOQ 4 @ 48" C/C ATE EXPIRES: 12/31/2016 D. DATE SIGNED: JUN 23 2016 I t I � � rn 70 o Cat • s m C) �rn 71 O z m REGI T F Z p OOO X O n CO N w -< D - T m 70 n0 co m_ D r z CA)r ,tiq Z D==rn N �u rn w 00i al 3N�`�� ns 0 Oz 0 rn as rn �- N D r 6) Cat • s C) C) �rn 71 O 70 C --1 Z p OOO 03 70 n0 O N z p. 70 OC D==rn �u rn rn n C Oz 0 rn C7 rn �- N Cl -D_-1 rn N p 03 Oz rn �O7oo _ q O rn p n 70 N.. C) D D D rn z 79 ,�, OD _ O O p o F Z 70 _O '- -iD= rn p z rn 70 0 z 03 nN 0 rn 0' . rn -n 0 N n s y 7_0- N n =F rn K y i 0O � -Ni Oz 0 z o W O _ O r D D 0 = 0 0 C) -t G) � zO rn p C71 orn C)z z p n x rn rn n D D N CP 0 70 0 03 0 rn r N t t- OO rn p t N) N) N 0 = --1 s rn D Cn D0060J0.600app (A rn Z' N rn rn N rn Orn N (P N N N `G- S3 z rn p x x 0 X r =n O (7p �p Z X F U) X z x - 0 z 705 N -i CA O rn N = D D 0 rn N N D N N <D rn p O D O D G7 D rn G7 D C N o0 O D y .•, O D rn G7 D rn rn rn i� 0 Z: rn N C rn rn. _ rn 03C13U(j030003a03 r -n rn rn rn r -n rn rn cp 7n rn rn 0 rn rn D p 70 (P Oz z z' p 0 --1 rn � �d O rn > q -D1 � 0 rn z I' z = rn rn. O0 N rn O _ 70 n 0 z = rn 0Z O w OWNER: LOCATION: • �A�C - 14295 CARNIGIE RD LLOYD PURDUE MAGALIA, CA 95954 SHEET TITLE:=0UNDATION PLAN • I YiPj i..+ CONCRETE PIER5 �9po� DRAWING NO.: MBD5B837FF5 PROJECT NO.: 233-1 G-OG45 457 N. Broadway, DRAWN BY: AF CHECKED BY: Joshua, TX 76058 1-866-730-9865 DATE: G1201201 G SHEET NO.: 3A OF 7 D D C) C) �rn 70 C --1 Z p OOO 03 70 CA O 70 -1 G� rnOrn> C DN 0 = D D -1 >0 N 03 rn a:= N z 70 CD z 7o 70 D 79 ,�, O a_ O O 0��'� Drnrn�p 71 -rn1 � r rrnn rn rn ren N — nz rn 79 rn -n co 03 W X x x 03 0 W O r N t N) NN) t t N) N) N ) r i --1 rnD Cn D0060J0.600app N N N N N N N (P N N N N S3 z rn p x x x X X X X x X X x x x 0 705 0 N N N N N N N N N N N p N z p O D O D G7 D G7 D G7 D O D G7 R O D G7 D O D O D O D G7 D rn rn rn �03 rn 03C13U(j030003a03 r -n rn rn rn r -n rn rn rn rn rn 30]03 rn rn rn rn z z rn > q O � z _ � n OWNER: LOCATION: • �A�C - 14295 CARNIGIE RD LLOYD PURDUE MAGALIA, CA 95954 SHEET TITLE:=0UNDATION PLAN • I YiPj i..+ CONCRETE PIER5 �9po� DRAWING NO.: MBD5B837FF5 PROJECT NO.: 233-1 G-OG45 457 N. Broadway, DRAWN BY: AF CHECKED BY: Joshua, TX 76058 1-866-730-9865 DATE: G1201201 G SHEET NO.: 3A OF 7 MAX. G" POST FIRST GIRT ANCHOR a V. ° + a ZLLJ _ ° •' A a Qa ' D do e a a G ° J ° G° ° G Q G g ° a a G O ° 1 a MIN. (1) #4 BAR � v a G ° d G ° CL/a 4. G e' a. - 3G" LG. a G Q d G ° CONCRETE 42" 0 PIER 0 ANCHOR N TRUSS POST --- l;r FIRST GIRT J CONCRETE PIER FOUNDATION DETAIL SCALE: 3/4" : I' fII CVIVIiI\LIL I IL -IN POST FIRST GIRT — 30" 0 MIN. (1) #4 BAR - 3G" LG. CONCRETE PIER 12" TRUSS POST FIRST GIRT — FOUNDATION DETAILO SCALE: 3/4": P TRUSS CHORD mm-slira-e- 24' SQ. X 1 2GA TUBE TRUSS WEB 24' SQ. X 1 2GA TUBE TRUSS CHORD REINF. 2" SQ. X 1 2GA TUBE BASE RAIL 2-4`5Q. X 1 2GA TUBE PEAK BRACE 24' SQ. X 1 2GA TUBE KNEE BRACE 24' SQ. X 1 2GA TUBE CROSS BRACE 24' SQ. X 14GA TUBE PURLIN 214" SQ. X 1 2GA TUBE GIRT 24' SQ. X 14GA TUBE LATERAL BRACE 24'5Q. X 12GA TUBE CONNECTOR SLEEVE 24' SQ. X 1 2GA TUBE CONNECTOR SPLICE 2" SQ. X 1 2GA TUBE COLUMN POST ANCHOR'A' - OPT. 1 24' SQ. X 1 2GA TUBE 3/4"0 X 20" THRD. ROD EMBED. IN CONC. ANCHOR'A' - OPT. 2 3/4"0 X 7" EXPANSION / WEDGE BOLTS - PER E5R-2526 ANCHOR'B' 3/4"0 X 30" THRD. ROD EMBED. IN EARTH PERMIT# PW�51' 19 ( 6 BUM COUNTY DEVELOPMENT SERVICES REVIEWED FOR C® COMPL!TCE A BY Z9 AN M G" 12" TRUSS N POST G � v ANCHOR ' a G o a 4 G • FIRST GIRT G a G CONCRETE a' PIER G 4 �.. o :. d • MIN. (1) #4 BAR ° G a a - 3G" LG. G ' ' G •4 a I CONCRETE 24,'_0 PIER FOUNDATION DETAIL 3 SCALE: 3/4": P 4 MAX. G" SEAL: w 1 Ln 0 IV oDC Ln r Lu Ln c� m J _ u- O zQ U ~ H w w Z 0 Z Q D m ZZ > Q D m Q J N m U Q Q Ln J Q L.L Q W N Q Z W Z m ~w w Y Z LuO w H w O a v U Z Q) � F- oz L 0 oULn ULL- LLu— m � m O Q LL_ O CD w 0 IV D J } O Z 0 ~ H w w Z 0 Z Q D m ZZ > Q D LLI F- D �00 o c`oo co rn o X o m` ~M z�co s Lo 0— OOQ�OFESS/Oyv, CIVIL c�`2//•- Vj w OMA R A. m cr BU-YASEIN X 73389 S 9TF OF CAS-\FOe' DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 101-011 ol 50'-0" 40'-0" 10'-0" G'-0" G' 0" 14'-0" O' -O" 40'-0"1 -1 50'-0" ccn N n, > x= a D z N - o Dz z po cn ��CFn i� X c'�n Z rn_ D z 1 Z N0 70 = 79 �c> -0 _O 70 N= �y rn - X1-1 O . : 1 1� O = ,Qv 70 N C rn m �x� Z W � D D �N =-, o� 0KM G) x 0 Z -, - 07 ®m 0 (� Gr X z a� Z �' rnX _ m cn x N O O Aez < > X � C5 - D Z (J� AI_ ` rn F (� 03 N X N n Gi Q F z/-� - z N n -0 _ �x = 000 (� rn J N = r- -U 6 c)N 0 �� ro _ O Gi 71,1 r N _ O - Q70 G� D rn x QYEA D D D D z = 0 M r7 G)-2 = N 79 v � Z -q REGIS' X yy D F1� OWNER: (LOCATION: •_v '� a, O �_ C 14295 CARNIGIE RD M w D 0 , o �9 LLOYD PURDUE MAGALIA, CA 95954 W D� < � = Z, co ;1 SHEET TITLE: �° m D o FLOOR PLAN ANCHORS `c w opt/ z N y N o 9 2i33N�9�� 9�PO DRAWING NO.: M13D5B837FF5 PROJECT NO.: 233-1 G-OG45 ch o 457 N. Broadway, DRAWN BY: AF CHECKED BY: o� Joshua, TX 76058 1-866-730-9865 DATE: G1201201 G SHEET NO.: 4 OF 7 4 ROOF PURLIN ,-------------------- @ 48" C/C TYP. 3 2 TRU55 CHORD q -p l3 ' 4� Qn TRUSS WEB ------ ----- It l 77�� `---------- -------6'-O"(5) ROWS OF LATERA INTERIOR CHORD REINF. KNEE BRACE - 48" LG. I------------ TRUSS CHORD TRUSS WEB SIDE WALL GIRT @ 3 48" C/C MAX TYP. 55 ` 29GA. CORRUGATED GALV. PURLIN - 48a FrRsT BAY SPgcrnlc Lo 1,511 4-XG- - 12GA. PLATE W/. (1 O) #1 2X I" SCREWS AS SHOWN. TYP. E.S. TOTAL (2) 5/8"0 BOLTS FOo W/ WASHERS 1` NUTS KNEE BRACES INTERIOR CHOR7REINF. 4'-ULG W/ TOTAL (12) 1/4" SDS F RAM E D ETAI LI -T1 - vw , viv FRAME SECTION PERMIT; 5CAIF: 3/1 G" : P c TRU55 CHORD 21" 5Q. X 12GA TUBE TRUSS WEB 2:' 5Q. X 12GA TUBE RU55 CHORD REINF. 2" 5Q. X 12GA TUBE BASE RAIL 24" 5Q. X 12GA TUBE PEAK BRACE 24' 50. X 12GA TUBE KNEE BRACE 2�' 5Q. X 12GA TUBE C9055 BRACE 21" 5Q. X 14GA TUBE PURLIN 2; SQ. X 12GA TUBE GIRT 2'*" SQ, X 14GA TUBE LATERAL BRACE 2'*" SQ. X 12GA TUBE CONNECTOR SLEEVE 21" SQ. X 12GA TUBE CONNECTOR SPLICE 2" 5Q. X 12GA TUBE COLUMN P05T I 24 50. X 12GA TUBE ROOF PURLIN ,-------------------- @ 48" C/C TYP. 3 2 TRU55 CHORD q -p l3 ' 4� Qn TRUSS WEB ------ ----- It l 77�� `---------- -------6'-O"(5) ROWS OF LATERA INTERIOR CHORD REINF. KNEE BRACE - 48" LG. I------------ TRUSS CHORD TRUSS WEB SIDE WALL GIRT @ 3 48" C/C MAX TYP. 55 ` 29GA. CORRUGATED GALV. PURLIN - 48a FrRsT BAY SPgcrnlc Lo 1,511 4-XG- - 12GA. PLATE W/. (1 O) #1 2X I" SCREWS AS SHOWN. TYP. E.S. TOTAL (2) 5/8"0 BOLTS FOo W/ WASHERS 1` NUTS KNEE BRACES INTERIOR CHOR7REINF. 4'-ULG W/ TOTAL (12) 1/4" SDS F RAM E D ETAI LI -T1 - vw , viv FRAME SECTION PERMIT; 5CAIF: 3/1 G" : P c IL_ N c\l Q ; I In O ' r FULLY w_ L 9 _ i u - INSULATED ROOF Q m O CL zzU QU N U Q 1fl F— Ln Lo J U w x m� l KNEE BRACE IL_ c\l Q ; I i 0 CL Oa W Y F— N LEAN TO U w x I l KNEE BRACE z LU - 24" LG. O Q O LU Ci cn J � u- F Lf) U_O i LL_ 0 Q :2 cliw O f � ui O O m 10'-O" w ►- z z - 3'-0"LG CONNECTOR SPIJCER ' W/TOTAL (24) 1/4" SDS TRU55 WEB BASE TUBE L 2 112"X2 1 /2"X I /4" E.S. GIRT @ 48" C/C MAX. WELD TO BASE FIRST GIRT 1'-0" BASE DETAIL/' -1 Z w Q�Q LLi j O fn O i 4ENT SERVICES ) FOR LMCE cc to ;o o BY= --,Y d m"� eco z co r` w o0 to 0 La OMAR A. �m BU YASEIN sT C73389 ATF OF CAL��� DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 (28) 114"X I " 5D5 TO EA. MEMBER. TOTAL (5G) G"X4"X 12GA. PLATE W/. (10) 114"X I " 5D5 AS SHOWN E.S. Ih,\ �/(2) 3/4" THRU BOLT W/ 8' - T5 2"SQ. 12 WA5HER/NUT5 u CONNECTOR SLEEVE t\ • • • • • • • • • • • • • • • • • • • • • • • 14 @ 3"=42" G" 14 @ 3"=42" PEAK DETAIL I SCALE: 3/4": P 29GA. CORRUGATED GALV. PURLIN 4"XG" - 1 2GA. PLATE W/. \ (1 0) # 12X I " SCREWS AS ` SHOWN. TYP. E.S. TOTAL (2) 5/8"0 BOLTS W/ WASHERS t- NUTS KNEE BRACES INTERIOR CHOR REINF. *01G W/ TOTAL (1 2) 1/4' SDS FKAME DETAIL 12" LG. CONNECTOR SLEEVE - FIELD BOLT W/ # 12x I " TEKS SCREWS b' 3'-0"LG CONNECTOR SPUCER W/ TOTAL (24) 1/4" SDS GIRT @ 48" C/C MAX. TRU55 WEB5 TRU55 CHOR 1/2" RETU R TYP. WELD DETAIL SCALE: NTS GIRT PERMIT# 1�?1L7" Iq 1 F2 BUTTE COUNTY DEVELOPMENT SERVICES REV EWER FOR CO C®IO/lPL-I CE DA -- BY- MAIN FRAME PURLIN 2"X 12GA. W/ ?X I " SDS (G) #12X1"5D5A55HOWN. TYP. CONNECTION DETAIL (2) AT EA. TRU55 COL. SCALE: 3/4": I COL. BRACE DETAI L� SCALE: 3/4": 1' J SEAL D Ln 0 /^ V1 U w� Ln 0 Q m O IL/Q U Z N m ~ U Q W 0 Ln Q J ~ Z Z N Q Lu 2 z o m U) 0 O Z w 0 Z 3 U w U O w w Z W d U c= O F= V1 U W O J Lr) LL- LLm U_ m o m Q O N w D 0 0- J Z O ~ } 0 m J ~ Z Z Lu w Q O U) 0 0 T 'COO Io r- � oxM m~r ZLco t oI IT n �OQ�OFESS/O�` CIVIL t<`2 w OMAR A. m ABU-YASEIN X 73389 �P 9TF OF CAS \FOS DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 U) N N m D rn r c Z m rn _ f Q 'ny G� X O c7 ' n) C kO � D � T U) z � m z � T 2/ o N rn Fn D o � f r- rn 0 Z G� n00 c --i . �O' C GG - I V 4 Q � N N m m r c v a m rn _� r�RFO m 'ny y W 0-10 X O c7 ' n) C kO � D � T U) ti m z T 2/ m_D p N rn N o � f Fn m p, Cp OD M' I7' -G" 22'-10P C MMM mom v T m Vm 0 m �® z DI zo � m C, m OWNER: LOCATION: 14295 CARNIGIE RD LLOYD PURDUE MAGALIA, CA 95954 SHEET TITLE: SIDE WALL FRAMING DRAWING NO.: MBD55837FF5 PROJECT NO.: 233-1 G-OG45 457 N. Broadway, DRAWN BY: AF CHECKED BY: Joshua, TX 76058 1-866-730-9865 DATE: G1201201 G SHEET NO.: GA OF 7 N D rn _� Z U1 U) - r n rn N � f Fn m 0 o O II Q N rn O OP y r- rn Z G� p, Cp OD M' I7' -G" 22'-10P C MMM mom v T m Vm 0 m �® z DI zo � m C, m OWNER: LOCATION: 14295 CARNIGIE RD LLOYD PURDUE MAGALIA, CA 95954 SHEET TITLE: SIDE WALL FRAMING DRAWING NO.: MBD55837FF5 PROJECT NO.: 233-1 G-OG45 457 N. Broadway, DRAWN BY: AF CHECKED BY: Joshua, TX 76058 1-866-730-9865 DATE: G1201201 G SHEET NO.: GA OF 7 MEMDER TRU55 CHORD KO 24'5Q. X 1 2GA TUBE TRUSS WEB 24' 5Q. X 12GA TUBE RU55 CHORD REINF. 2" SQ. X 1 2GA TUBE BASE RAIL 24" 5Q. X 12GA TUBE PEAK BRACE 24" SQ. X 1 2GA TUBE KNEE BRACE 24" SQ. X 12GA TUBE CRO55 BRACE 2''5Q. X 14GA TUBE PURLIN 24" 5Q. X 12GA TUBE GIRT 24' SQ. X 14GA TUBE LATERAL BRACE 24" SQ: X 12GA TUBE CONNECTOR SLEEVE 24" SQ, X 12GA TUBE CONNECTOR SPLICE 2" 5Q. X 12GA TUBE COLUMN POST 24'5Q. X 12GA TUBE 10i 12" TR PC FIRST TRUSS G"XG"X 12GA. PLATE CHORD W/, (g) 4"X I " TEKS EDS AS SHOWN .S. T5 24" 5Q. 14GA. GIRT I 00 1 T5 24" 5Q. 14GA. CROSS BRACE MEMBER \_ MAIN FRAME BRACEDETAI LO SCALE: 3/4" : I' .......­. 8'-G 4 1- 5 SPACES @ 102 = 42'-10 1- 8'-G 34j' 9"X9"X 12GA. PLATE W/. Ln (10) 4"X I " TEKS 5D5 AS SHOWN E.S. a/ L O T5 24" SQ. 14G CROSS BRACE MEMBE PERMrr* - 1,61100 BUTTE COUNTY DEVELOPMENT SERVICES m REVIEWED FOR C COMPLIANCE N DP►TE_._ Z �o BY N _ Ir GO' -O" - RIGHT LEAN TO SIDE WALL FRAMING SCALE: 1/8": P SEAL: (0OD 0cax m'-1� z �co C? �0 �OQROFESS/6 CIVIL t�`2 G) ° OMAR A. m w Q� BU-YASEIN X S 73389 TF OF CAL\FOS ,DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2011 wL d - U- 00) I_' m O CLIU LU co L9 o o /by I U Q 9° L J Q QD pf°b° a z .. 2 m Z Z .. 0 W Z w Y H O w w Z BRACE DETAI 2 ° J SC ALt: 3/4": I' U d O U- U J > - Lu m Q lL O ( (� CD O V J W U W/ Q� } O -1 t= Z m w ~ F- Z 3: Z 3: w ¢ LLI F- O U) o 0 0 PERMrr* - 1,61100 BUTTE COUNTY DEVELOPMENT SERVICES m REVIEWED FOR C COMPLIANCE N DP►TE_._ Z �o BY N _ Ir GO' -O" - RIGHT LEAN TO SIDE WALL FRAMING SCALE: 1/8": P SEAL: (0OD 0cax m'-1� z �co C? �0 �OQROFESS/6 CIVIL t�`2 G) ° OMAR A. m w Q� BU-YASEIN X S 73389 TF OF CAL\FOS ,DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2011 N Fn ren r -n D r— r— Z "r -j O N N ci N N rn N rnp . - -0 m m a) 0 e0 C �® Z ?.M r -OMM M r z ® : n m — CO � X (DP X N n \ 1 N- D D O rn rn U) ' O z D� p, a� 2) Oo �1rn rno=C�o N � — U) �0:4 N=N� v NOS N o0� 0 4 -AOrnx y� D N N 1 0 X C N� X _ DrnDrn� AU10ND =�rnN rn Q m v U) 0 � rn9rn>DN -� 03 R CN m F x �y rn s C=P rn o -n n V CK 1 n o rnO c� y c D� F W T,`o m_ D o C N �'A Z Z N n rn <rn W rn N � 0 rn 70 0 .0- o G zOG) rn no Orn 457 N. Broadway, Joshua, TX 76058 1-866-730-9865 0 rn NOS N o0� 0 4 -AOrnx y� D N N 1 0 X C N� X _ DrnDrn� AU10ND =�rnN rn Q ZNrn G)j 70 D rn7ro�zrnrn U) 0 � 0 rn CPO n N n C -g rn rn rn N 7 AOrnx p�rnx C) -1 N�k�CN -1 4Or X NN?d70X -I�= rn- Drrnn6600>:: zrn0) 0 -r - a N%D z N -000 CP D \ / rno00� NCP�0 OWNER: LOCATION: 14295 CARNIGIE RD LLOYD PURDUE MAGALIA, CA 95954 SHEET TITLE: END WALL f ID A NIMM I N G DETAILS DRAWING NO.: M13D55837FF5 PROJECT NO.: 233-1 G-OG45 DRAWN BY: AF CHECKED BY: DATE: G/20/201 G SHEET NO.: 7A OF 7 n C 0 C rn Q nn� CQ rn9rn>DN 03 CN 70z70� rn s C=P rn rnO 0 0 O r= rn n rn <rn rn rn rn 70 Z rn At N At t t At t ANt t N N r CP p CP p N p'p N N p Cn p N p N p N p N p N p N pp N � x x x X X X x X x X X X X , D D D D D D D D D D D D D C C C C C C C C C C C C C rn mmmmnrnrnrnm rnrnrn 03 OWNER: LOCATION: 14295 CARNIGIE RD LLOYD PURDUE MAGALIA, CA 95954 SHEET TITLE: END WALL f ID A NIMM I N G DETAILS DRAWING NO.: M13D55837FF5 PROJECT NO.: 233-1 G-OG45 DRAWN BY: AF CHECKED BY: DATE: G/20/201 G SHEET NO.: 7A OF 7 COLUMN / END WALL POST DIAGONAL . BRACE BASE RAIL 2 112" X 2 112" X 14GA - G" LG. SECURE TO POST * DIAGONAL BRACE W/ (5) # 12 TEK5 SDS AS SHOWN . LATTICE BRACE DETAILO 5CALE: 3/4" : I ' END WALL POST 2" X 2" X 2" X 18GA ABOVE HEADER CLIP ANGLE E.S. WALL POST SECURE TO P05T DOUBLE DOOR AND DOOR HEADER HEADER W/ (4) # 12 TEK5 AND BASE RAIL A A(4) SDS AS SHOWN 1/8" FILLET - 1 1/2" 2" X 2" X 2" X 18GA LG. @ 8" C.C. STITCH BRACE W/ (5) # 12 WELD BOTH SIDES o STAGGERED - TYP. TEK5 SDS AS SHOWN ABOVE HEADER DETAI AND BASE RAIL G 5CALE: 3/4': P COLUMN / END POST 2" X 2" X 18GA 2 112" X 2 112" X 14GA WALL POST . CLIP, ANGLE. - G" LG. SECURE TO SECURE TO POST '- END WALL POST AND BASE RAIL A A(4) P05T t DIAGONAL DIAGONAL 2" X 2" X 2" X 18GA SECURE TO POST BRACE W/ (5) # 12 BR• o FIRST TEK5 SDS AS SHOWN HORIZONTAL CLIP ANGLE E.S. AND BASE RAIL SCALE: 3/4° : 1' BRACE 1 /8" FILLET - 1 112" LG. Q 2" X 2" X 2" X 18GA CLIP ANGLE SECURE TO POST AND BRACE W/ (4) # 12 TEK5 5D5 LATTICE BRACE DETAIL 2 5CALE: 3/4" : 1' END WALL PO`T ABOVEHEADE 2" X 2" X 2" X 18GA CLIP ANGLE E.S. SECURE TO POST AND DOOR HEADER W/ (4) # 12 TEK5 5DS AS SHOWN DOOR HEADER J INIW ABOVE HEADER DETAII..� 5CALE: 3/4" : P `� END WALL - POST 2" X 2" X 2" X I SGA CLIP ANGLE E.S. SECURE TO P05T AND HFAnFR 1A// (41,b 12 OWN DOOR POST 2" X 2" X 18GA END WALL POST 2" X 2" X 2" X . CLIP, ANGLE. SECURE TO POST '- END WALL POST AND BASE RAIL A A(4) o CLIP E.S. SECURE TO # 12 TEK5 2" X 2" X 2" X 18GA SECURE TO POST �`� W/ (4/7) # 12 TEK5 SDS AS SHOWN FIRST GIRT 2f" X 2Y'X a' ANGLE CLIP ANGLE E.S. AND BASE RAIL SCALE: 3/4° : 1' 2" X 2" X 2" X 18GA 1 /8" FILLET - 1 112" LG. Q SECURE TO P05T t W1 (4) # 12 TEK5 o 0m CLIP ANGLE. SECURE @ 8" C.C. STITCH WELD O AND HEADER W/ (4) SD5 AS SHOWN ° N TO POST AND BASE BOTH SIDES U_Q o # 12 TEKS SDS AS RAIL W/ (4) # 12 TEK5 STAGGERED - TYP. SHOWN SDS AS SHOWN DOUBLE DOOR �2 z END WALL 'HEADER L m POST Z ~ W FIRST GIRT 2§" X 2Y" X V ANGLE DOOR POST Y Z DOOR HEADER DETAIL DOOR BASE DETAIL(�) LL -a SCALE: 3/4° : I'O5CALE: U) 3/4" : P ,. END WALL - POST 2" X 2" X 2" X I SGA CLIP ANGLE E.S. SECURE TO P05T AND HFAnFR 1A// (41,b 12 OWN DOOR POST END WALL POST 2" X 2" X 2" X . 18GA CLIP ANGLE. SECURE TO POST 4 X 4" X 18GA FLAT AND BASE RAIL A A(4) o CLIP E.S. SECURE TO # 12 TEK5 a P05T AND BASE RAIL SDS AS SHOWN �`� W/ (4/7) # 12 TEK5 SDS AS SHOWN FIRST GIRT 2f" X 2Y'X a' ANGLE DOOR BASE DETAI LO SCALE: 3/4° : 1' SEAL: �OQ\kOFESS/0 � CIVIL <Cl G� OMAR A. m PERMIT# 7i(a % IQ I e? ABU-YASEIN BUTTE COUNTY DEVELOPMENT SERVICES T C73389 �Q REVIEWED FOR 9r FCA`WF COD COMPLIANCE DATE is BY DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 —J O Lu m Q u - 0m � � O CL/ U W N m U_Q C Ln J Q N Q �2 z .. O m Z ~ W O Y Z 3 U w LL -a U U) Z O Q _I U O Q U-) i LL ur m z CD � Q o o W N w cz ILZ ~ (D z m z Z w Q Q O(D It H 0 0 0 SEAL: �OQ\kOFESS/0 � CIVIL <Cl G� OMAR A. m PERMIT# 7i(a % IQ I e? ABU-YASEIN BUTTE COUNTY DEVELOPMENT SERVICES T C73389 �Q REVIEWED FOR 9r FCA`WF COD COMPLIANCE DATE is BY DATE EXPIRES: 12/31/2016 DATE SIGNED: JUN 23 2016 - . ;go - .►' .'~ .�.:+''I�� r, -� �-,��. may, fes-+ �•�.:�}`, 07 A -'J., ...z 1 !1 ,�i a '�', j:" i,.�} ► �.' ' �.� � � �' CIVI ..I OAR A. I. - •.... A&A 1L'1W'14Il1WEEIIJNG _ CIVIL STRUCTURAL f SINCE 1996 5911 Renaissance Place; Suite B ~,Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 PROJECT: . v LLOYD PURDUE - PROJECT NO.: - 233-16-0645 SHEET No. 10 CLIENT: 'AMERICAN CARPORTS,INC.. LOCATION: 4.. n - -- _ ,. - MAGALIA,CA.95954. E CALCULATED BY: - A F r CHECKED BY: - - - : O:A c= • ` xT APPROVED BY SCALE: . DATE' • 6/24/2016. DATE-- z 6/24/2016 = DATE r = INDEX TO CONTENTS .. 1 SUMMARY:...................................`........::......................:......................3 X. 'FOUNDATION CALCULATIONS:(CONCRETE STRIP)........ ..........8 1. BUILDING SIZE: ................................................................................... ......3 1. CONCRETE F00TINC,: ,..,,,,,......•.......................................:...................x ? ....::::......:..................................................... '..........................:.:....... 3 XI. FOUNDATION CALCULATIONS:(CONC PIER -42 INCH DIA) .........8 H.' CODE INFORMATION ........ .................................... 3 ^r 1. REACTIONS ANCHORS' 8 .............................. 1. CODE: ...................................... ....... 3 2. CONCRETE PIERS: ............................................................................................. 8 2. OCCUPANCY: .... : ............. : ......................................................................... X11. FOUNDATION CALCULATIONS:(CONC PIER -30 INCH DIA) .........9 M. • LOAD CALCULATIONS: ....................... : ..................................................... 3 1. REACTIONS ANCHORS:„•9 ............................................................................... 3. DEAD LOAD(D): ................................................ ; ......................... : ................... 3 2. CONCRETE PIERS: ............... .............................................................................. 9 4. 5. RooF LIVE LOAD(L,): ................................................................................... ;. SNOW LOAD(S): ......................-...'..............:................................................... 3 3 -XIII. FOUNDATION CALCULATIONS:(CONC PIER -24 INCH DIA) ...10- 6.- WIND LOAD (W): .......................: ...: 3 1. REACTIONS ANCHORS:.................. :..................10 7... EARTHQUAKE LOAD (E):. .............:...... .... 3 2. CONCRETE PIERS:............. r ...10 IV. LOAD COMBINATIONS: ......................................................... .................. 3 : XIV. APPENDICES:..................... ............................................................................ V. MATERIAL PROPERTIES:............................................. I 4 1. WIND LOAD CALCULATIONS: ............................................................ W 1 - O4 ......................... 2. ANALYSIS (STAAD.PRO) INPUT FILE: SI O1 04 1. STEEL: .............................................................................................................. 4 3. ANALYSIS (STAAD.PRO) OUTPUT FILE:.......................................... S001-25 VI. SECTION PROPERTIES: .......................................................................... 4 4. METAL SHEATHING SPECIFICATIONS:........................................ MS 1 V. II MAXIMUM DEFLECTIONS: 4 ' QROFESSjp�9 VIII. CONNECTION. CALCULATIONS. - CIVIL, �r - ^ • ............. ....... ........'4 1. SIDE TRUSS COLUMN - BASE CONNECTION: r.................. 4' ' r ”' • OMAR' A m 2. FRAME WEB CONNECTION: ' ............... ..... 5 Y BU YASE A - IN - : 3. PEAK CONNECTION:.................'.................................:................................... 5 ' - C13389 IX-.% FOUNDATION CALCULATIONS: (CONCRETE SLAB) .... �: 6 , , _, rte. •e • 1 " i t.- OF_ t 1: REACTIONS ANCHORS:: ......................'.. 6 CAL 2. ANCHOR CHECK: ............................................ ......I 6 ATED: 06/23/2016,- 3. 'CONCRETE TURN DOWN FOOTING: ............................:..................................... 7 . w I. Summary: 1. Building Size: Length: Main Building Width: Lean to Width: Eave height: Roof pitch: 2. Loads: Roof live load: Ground snow load: Wind speed: Seismic SS spectral response accel.: Seismic category: II. Code Information: 1. Code: CBC 2013 (IBC 2012) 2. Occupancy: Occupancy Group: Risk category : III. Load Calculations: 3. Dead Load (D): Dead load (super imposed): 4. Roof Live Load (L,): Roof live load (specified): 5. Snow Load(S): Peak ground snow load: Exposure factor: 60 ft 40 ft to ft 17.5 ft 3/12 25 psf 37 psf 105 mph 0.635 D U I D=2psf L, = 25 psf pg = 37 psf Q =1.00 Thermal factor: PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET NO.: A&LEAGlNEE 11 CIVIL -STRUCTURAL gig CLIENT AMERICAN CARPORTS,INC. LOCATION: MAGALIA,CA.95954 _3/ 3/ 10 SINCL 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: 5911 Renaissance Place, Suite B Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 A. F. O.A. *Please see Appendix Wl-W4 for wind load calculations DATE: 16/24/2016 1 DATE- ATE 6/24/2016 DATE: I. Summary: 1. Building Size: Length: Main Building Width: Lean to Width: Eave height: Roof pitch: 2. Loads: Roof live load: Ground snow load: Wind speed: Seismic SS spectral response accel.: Seismic category: II. Code Information: 1. Code: CBC 2013 (IBC 2012) 2. Occupancy: Occupancy Group: Risk category : III. Load Calculations: 3. Dead Load (D): Dead load (super imposed): 4. Roof Live Load (L,): Roof live load (specified): 5. Snow Load(S): Peak ground snow load: Exposure factor: 60 ft 40 ft to ft 17.5 ft 3/12 25 psf 37 psf 105 mph 0.635 D U I D=2psf L, = 25 psf pg = 37 psf Q =1.00 Thermal factor: C, =1.10 Importance factor: IS = 0.80 Slope factor: C, -1.0(1 Flat roof load. p f = 0.7 Ce Ct IS pg (> 20 psf) ->pf=0.7 x 1.00x 1.10x0.80x37=22.79 psf Sloped roof load: Ps = CS Pf cps= 1.00x22.79=22.79 psf =S *Roof live load controls 6. Wind Load (W): *Please see Appendix Wl-W4 for wind load calculations 7. Earthquake Load (E): Site Class: D Spectral response acceleration at short periods: Ss = 0.635 g Site Coeffecient: Fo =1.291 Adjusted spectral response acceleration: SMs = F� SS --> SMs = 1.291 x0.635 = 0.820 % g Design spectral response acceleration: SDs = 2�3 SMS VSDS =(2/3)x0.820 =0.547%g Response modification factor: R = 2.0 Occupancy importance factor: I = 1.00 Weight of structure: W = 7901.00 lbs Seismic response coeffecient: CS = SDs R/I -CS=0.547/(2.0/1.00)=0.273 * 60% self weight was applied to structure in both horizontal directions. IV. Load Combinations: 1. D+(L,orS) 2. D + (0.6W or 0.7. E) 3. D + 0.75 (L, or S) + 0.75 (0.6W or 0.7 E) 4. 0.6 D + (0.6W or 0.7 E) P MIT# P.5 (% - I k I '6 BUTTE COUNTY DEVELOPMENTSERVICES REVIEWED FOR CODE COMPL-IA ICEBY Q(tOFESS/Oq� CIVIL G? OMAR A. m lBU-YASEIN �X' ST �- C73389 \F OF CAS -f DATED: 06/23/2016 V. Material Properties: 1. Steel: ASTM A572 Grade 50 Fy = 50 ksi F~ = 65 ksi E = 29,000 ksi y = 4901bs/ft3 VI. Section Properties: Section PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET NO.: t&SENGIEER NG CIVIL •STRUCTUR� 4/ 10 CLIENT: AMERICAN CARPORTS,INC. LOCATION: MAGALIA,CA.95954 SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: 5911 Renaissance Place, Suite B Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 A. F. O.A. 3.793 1.43 DATE; 6/24/2016 DATE 6/24/2016 DATE. V. Material Properties: 1. Steel: ASTM A572 Grade 50 Fy = 50 ksi F~ = 65 ksi E = 29,000 ksi y = 4901bs/ft3 VI. Section Properties: Section A IZ ly Gauge TS222212GA 0.933 0.715 0.715 12 TS222214GA 0.719 0.564 0.564 14 TS222212GAD12 1.867 3.793 1.43 12 TS222212GAD12I 2.214 5.903 2.32 12 VII. Maximum Deflections: Xmax ly Ymax Ix Zmax ly 120 120 180 0.47 2.250K 0.89 2.670K 1.95 2.250K VIII. Connection Calculations: 1. Side Truss Column — Base Connection: PERMIT# P5( �o' 1 BUTTE COUNTY DEVELOPMENT SERVICES REVV'ED FOR bo CO OMP�I- CE OQFtOF ESS/O� G CIVIL Z OMAR A. m YASEIN XT C73389 Q OF CA% f .TED: 06/23/2016 TRU55 WFB 1� tsxy� 1 une "l2z"X2i''X�"k5. A. Forces: Uplift force in column: P = 4.67 Kips Max. Shear Force: V= 2.11 Kips Max. Combined force: F = (P2 + V2) 0.5 —> F = (4.57 2+2.08 2) 0.5=5.02 Kips B. Dimensions & Properties: a. Column: Tube side: s, = 2.25 in Tube thickness: t� = 0.109 in b. Base rail" Tube side: Sb = 2.25 in Tube thickness: tb = 0.109 in c. Weld: Weld size: t, = 0.125 in Weld tensile strength: F�, = 60 ksi C. Weld checks: Total length of weld: 1, =8 s,. �1,,,=8x2.25 =18 in Nominal shear strength: P„H, = t 1,,, Fu, (AISI E2.4-3) � P„ , = 0.109 X 18 x 60 =117.72 Kips Allowable shear strength: Pm = P„K, / SZ P,,, = 117.72 / 2.35 = 50.09 Kips >5.02 Kips OK 2. Frame Web connection: PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET NO.: A&AENGINEERING5 CLIENT: LOCATION: / i AMERICAN CARPORTS,INC. MAGALIA,CA.95954 Max. tension at web: CIVIL • STRUCTURAL 10 SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: 5911 Renaissance Place, Suite B Tel: (419) 292-1983 A. F. O.A. SCREW J DATE: 6/24/2016 DATE: 6/24/2016 DATE: Toledo, Ohio 43623 Fax: (419) 292-0955 P,,, = 117.72 / 2.35 = 50.09 Kips >5.02 Kips OK 2. Frame Web connection: L• ' _II f I A. Forces, i I = � _` Max. tension at web: T=12.215 Kips B. Dimensions & Properties: SPLICE a. Weld: SCREW J Weld size: tH, = 0.125 in Weld tensile strength: FaW = 60 ksi A. Dimensions & Properties: b. Web: Q�OF SS/0� a. Bottom Connector Sleeve: Tube side: s,y = 2.25 in C IL �� Tube side: sS = 2.0 in Tube thickness: t, = 0.109 in v_� Tube thickness: t5 = 0.109 in c� OMAR A. m Length: g 1, = 96 in c. Cords: U- ASEIN plates at top: Tube side: s, = 2.251 Tube thickness: t� = 0.109 'n C� 389 �Q Width: WP = 4 in Plate thickness: 12GA C. Weld checks: OF CAL�FO� Length: 1p, = 6 in Total length of weld: 1W =2x sW DATED: 6/23/2016 c. Fasteners: -> lW = 2 x 2.25 = 4.5 in Fastener type: HILTI Kwik Pro Nominal shear strength: P„W = t lw F„w (AISI E2.4-3) Nominal diameter: #12 —> P. = 0.109 x 4.5 x 60 = 29.43 Kips Number of fasteners at top: nf, =10 Allowable shear strength: Pa, = P„W / 92 Number of fasteners at bottom: n f, = 28 Paw = 29.43 / 2.35 =12.52 Kips > 12.215 Kips OK 3. Peak Connection: B. Fasteners Check: A. Forces: - Allowable tensile strength: Taft = 0.68 Kips (ESR -2196) Allowable shear strength for sleeve: Vag, = 0.63 Kips (ESR -2196) Max. tension at top: PL = 4.597 Kips Allowable shear strength for plate: VaR = 0.63 Kips (ESR -2196) Max. tension at bottom: Pb = 5.237 Kips ERMIT# (la - BUTTE COUNTY DEVELOPMENT SERVICES REVIEV1iE® FOR �0 PNCOMPLIANCE DATE BY _ - PROJECT: LLOYD _77 PURDUE - - PROJECT NO.: _ 233-16-0645' `"- SHEET NO.: ' r A84A ENGWEERIIiTG , MI. ` C • STRUCTURAL ,CLIENT: 1 AMERICAN CARPORTS,INC. LOCATION: - MAGALIA,CA.95954 6/ .10 - SWCE 1996, CALCULATED BY: CHECKED BY. APPROVED BY: SCALE 5911 Renaissance Place, Suite B Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 A. F. D.A. + y ... , F776/24/2016 DAT E: - 6/24/2016 DAT& ... Total allowable shear strength for top connection: Vaftt = of Vaf, -:-+ Vaft, = 10 x 0.63 = 6.3 Kips > 4.597 Kips OK • - . Total allowable tensile strength for top connection: • Taftt = of Tan -> Taft, = 10 x 0.68 = 6.8 Kips > 4.597 Kips OK . Total allow9ble shear strength for bottom connection: Vafbt = of Vaf, -> Vaftb = 28 x 0.63 = 17.64 Kips > 5.237 Kips OK IX. Foundation Calculations: (Concrete Slab) 1. Reactions Anchors: - Max uplift reaction: Fap = 4.67 Kips Max downwards reaction: Fd„ = 9.88 Kips Max, lateral reaction: Flt = 2.11 Kips Max. overturning moment: , Mo; = 68.13 Kips -in 2. Anchor Check: . Anchor type: POWERS WEDGE -BOLT+ SCREW ANCHOR (See ESR -2526 For specifications) Anchor diameter: cp = 3/4 in Effective embedment: hef = 4.25 in Min. edge distance: c = 4 in Nominal concrete strength: f, = 2500 psi -A. Uplift Resistance: a. Steel strength in tension:. _ ONsa = (0.65) (37100) --+fpNsa = 24.115 Kips p Concrete break out strength in tension:' CI' Nb = ANc Wed,NWc,NWcP,NNb W OMA A NcoCIA -i +'where ` r` AN.o = 9 hef' = 9 x 4.252 =162.56 int C7: ' ANS _ (c + 1.5 }Ie f) 2 _ (4 + 1.5 x 4.25) 2 =107.64 in OF i 0.7+0.3c/(1.5hef)=0.7+0.3x4/(1.5x Wea,N = 0.89 ATED: 0 y/c.N =1,0 x. Wcp, N='Min (1.5 het / Cac, 1.0) N = Min (1 5 Y4.25 16 = 1.062S, 1.0) 1.0 ., . k, 17 Nb = kcf� hef =17 x 2500 X 4.251'5 = 7446 lbs WNcb = 0.65 x 107.64 / 162.56 x 0.89 x 1.0 x 1.0 x 7.446 fPNcb = 2.852 Kips b. y Controlling resistance in tension: fp Na = min I(PNsa, 6PNeb, (PNp,al -' <pNa = 2.852 Kips c. Adjust for ASD: Controlling combination:. - 0.9D + 1.6W Adjustment factor a = 0.9 (0%) + 1.6(100%) . --� a = 1.60 Number of Anchors: n=4 Allowable tension: TASD = n * cp N„ / 1.6 -' TASD = 4 * 2. 852 / 1.6 = 7.12 Kips > FaPOK B. Shear Resistance: �. a. Steel strength in shear: fpVsa = (0.60) (19350) (PVsa = y11.61 Kips ))NX9T b. Concrete break out strength'in shear: Vch W= A �`ed,vc,VVb vco`whereAvco = 4.5 crn 2= 4.5x 42 = 72.00 inzt=-1.5c(c+1.5 c) 3.75 x 42 =60.00 m2 Wed,V,=0.7+0.3c/(1.5e)=0.7+0.3x4/(1.5x4) Wed,v = 0.90 1.0 _. 1 c=V 2.910r %2016. •PERMIT# � da = 0.75 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED -FORT CO E COMPLIANCE DAT 2 RY r 0.2 Vb =7l ae J d0 f,cl.5 ll o 0.2 _ -> V =7x(2'410 ,0.75,%2500 x4.0015 0.75) Vb= 3179.88 lbs - �PV,b = (0.65) 60 / 72 x 0.90 x 1.00 x 3.1 =1.51 Kips c. Concrete pry out strength in shear: VAP = k�P Nvb VAP=0.7*2.852 = 1.99 Kips d. Controlling resistance in shear: fP V. = min IcpVsa, 9Vcb, fPVcPI -> 9Na =1.51 Kips Number of Anchors: n=2 cpN„ = 2* 1.51 Kips= 3.02 kips > FII OK 3. Concrete turn down footing: Width of footing: bf =18.00 in Depth of footing: df =18.00 in A. Bearing Resistance: Length of bearing on top of concrete: lb = 9.00 in Approx. bearing area under post: Ab = bf (2df + lb) --> Ab = 18.00 x (2 x 18.00 + 9.00) = 954.00 int Assumed soil bearing capacity: Sb =1500 psf Bearing capacity: Fb = SbAb -> Fb = 954.00 / 122 x 1500 / 1000 = 9.94 Kips > Fd,, OK B. Uplift Resistance: Unit weight of concrete: Length of slab: Width of slab: Total area of slab: ye = 150 pcf is = 60.00 ft 'bs = 40.00 ft As = is bs -+ Aslb = 2400.00 ft2 Thickness of slab: is = 4.00 in Volume of concrete in slab: - V. =Aa t, - V, =- 24UU.UU (4.00 / 12) = 800.00 ft3 Area of turn down footing: Af = A.,- Os - bf) (bs - bf) -+ Af = 2400.00 - (60.00 -18.00 / 12) (40.00 - 18.00 / 12) _ 147.75ft2 Volume of concrete in footing: Vf = Af (df - ts) -> V f = 147.75 * (18.00 - 4.00) / 12=172.38ft3 Total volume of concrete: V, = VS + V f -+ V, = 800.00 + 172.38 = 972.38 ft3 Total weight of foundation: W, = yC. Vt -> W, = 150 x 972.38 / 1000 =145.86 Kips Moment arm resisting uplift: Mn = Wt bs / 2 -> M, = 85.73 x 40.00 / 2 = 2917.13 Kips -ft Safety factor: SF = 2.00 Allowable resisting moment: Ma = Mn / SF Ma = 2917.13/ 2 =1458.56 Kips -ft Total uplift in column line: Fup,t =10.46 Kips Moment arm causing uplift: M. = n. F„P j bs -> M„ =10.46 x 40.00 = 418.48Kips-ft < Ma OK ('w1VjAkB QROFESS10 IVILAR A. mYASEIN S C73389 �P• TF OF CA0- - o DATFU.P�,17� �` d COUNTY DEVELOPMENT SERVICES' REVIEWED FOR C®®E' ,p MPLI- CE DATE- .. - �iy/ iY PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET NO.: A&A EATp-�aA EERING CIVIL - STRUCTURAL 7/ 10 CLIENT: AMERICAN CARPORTS,INC. LOCATION: MAGALIA,CA.95954 SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE 5911 Renaissance Place, Suite B Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 A. F. O.A. DATE DATE. 1 6/24/2016 DATE:6/24/2016 r 0.2 Vb =7l ae J d0 f,cl.5 ll o 0.2 _ -> V =7x(2'410 ,0.75,%2500 x4.0015 0.75) Vb= 3179.88 lbs - �PV,b = (0.65) 60 / 72 x 0.90 x 1.00 x 3.1 =1.51 Kips c. Concrete pry out strength in shear: VAP = k�P Nvb VAP=0.7*2.852 = 1.99 Kips d. Controlling resistance in shear: fP V. = min IcpVsa, 9Vcb, fPVcPI -> 9Na =1.51 Kips Number of Anchors: n=2 cpN„ = 2* 1.51 Kips= 3.02 kips > FII OK 3. Concrete turn down footing: Width of footing: bf =18.00 in Depth of footing: df =18.00 in A. Bearing Resistance: Length of bearing on top of concrete: lb = 9.00 in Approx. bearing area under post: Ab = bf (2df + lb) --> Ab = 18.00 x (2 x 18.00 + 9.00) = 954.00 int Assumed soil bearing capacity: Sb =1500 psf Bearing capacity: Fb = SbAb -> Fb = 954.00 / 122 x 1500 / 1000 = 9.94 Kips > Fd,, OK B. Uplift Resistance: Unit weight of concrete: Length of slab: Width of slab: Total area of slab: ye = 150 pcf is = 60.00 ft 'bs = 40.00 ft As = is bs -+ Aslb = 2400.00 ft2 Thickness of slab: is = 4.00 in Volume of concrete in slab: - V. =Aa t, - V, =- 24UU.UU (4.00 / 12) = 800.00 ft3 Area of turn down footing: Af = A.,- Os - bf) (bs - bf) -+ Af = 2400.00 - (60.00 -18.00 / 12) (40.00 - 18.00 / 12) _ 147.75ft2 Volume of concrete in footing: Vf = Af (df - ts) -> V f = 147.75 * (18.00 - 4.00) / 12=172.38ft3 Total volume of concrete: V, = VS + V f -+ V, = 800.00 + 172.38 = 972.38 ft3 Total weight of foundation: W, = yC. Vt -> W, = 150 x 972.38 / 1000 =145.86 Kips Moment arm resisting uplift: Mn = Wt bs / 2 -> M, = 85.73 x 40.00 / 2 = 2917.13 Kips -ft Safety factor: SF = 2.00 Allowable resisting moment: Ma = Mn / SF Ma = 2917.13/ 2 =1458.56 Kips -ft Total uplift in column line: Fup,t =10.46 Kips Moment arm causing uplift: M. = n. F„P j bs -> M„ =10.46 x 40.00 = 418.48Kips-ft < Ma OK ('w1VjAkB QROFESS10 IVILAR A. mYASEIN S C73389 �P• TF OF CA0- - o DATFU.P�,17� �` d COUNTY DEVELOPMENT SERVICES' REVIEWED FOR C®®E' ,p MPLI- CE DATE- .. - �iy/ iY X. Foundation Calculations: (Concrete Strip) 1. Concrete footing: Width of footing: bf = 24.00 in Depth of fQoting: df a 15.UU In A. Bearing Resistance: Post Spacing: 1b=102.87" Approx. bearing area under post: Ab = br lb Ab = 24.00 x 102.87 = 2468.88 int Assumed soil bearing capacity: Sb =1500 psf Bearing capacity: Fb = SbAb Fb = 2468.88 / 122 x 1500 / 1000 = 25.71 Kips > Fd„ OK B. Uplift Resistance: Unit weight of concrete: Length of footing: 2. Concrete Piers: Pier sizP.• Perimeter of pier: ->p,=n x 42.00= 131.95 in Surface area of pier: --+ AS = 7r x 42.00 x 42.00 = 5541.77 int a. Uplift Resistance: Coeffecient of active earth pressure: Unit weight of soil: Friction angle between soil and concrete: Unit skin resistance: CIVIL ��\ ye =150 pcf y A. is = 60.667 ft W M YA E I N X' Volume of concrete in footing at one side: V f = is b f df -> V f = 60.667 x 24.00 / 12 x 15.00/ 12 =151.67 ft3 Weight of footing at one side: Wt = 0.6ye Vf Wt = 0.6 x 150 x 151.67 / 1000_ = 13.65 Kips - > Rr = 13.65 Kips Total possible uplift force for critical uplift load case F„_ 10.462 kips < 13.65 Kips OK XI. Foundation Calculations:(Conc Pier -42 inch Dia) 1 --k.Isaoa Q T OF COO� DATED: 06/23/2016 b. Reactions Anchors: Max uplift reaction: F„p = 4.67 Kips Max downwards reaction: Fd„ = 9.88 Kips Max. lateral reaction:Fit = 2.11 Kips Max. overturning momePRMIT# - Q �II BUTTE COUNTY DEV PO MENT SERVICES REVIEVVE® FOR DATLO EPOMPLI CE BY Total skin resistance: fp = 42.00 in d = 42.00 in Ps = ncp AS = 7rcpd Ka= 0.30 y' =120 lbs/ft' 6=24° f5 = y'Kt, tan6 z FS = fofspsdz F, = y'K, tan6 ps d2/ 2 PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET NO.; Ry���AATT,,{{�-� qq pp ENGINEERING tll&tf\ S.1V�Y1W��da1l1V�II CLIENT: � LOCATION: p � 8 goo AMERICAN CARPORTS,INC. MAGALIA,CA.95954 CML - STRUCTURAL Fmp,pier = Fs + Wpier > Frup,pier = 1.08 + 5.05 = 6.13 Kips > 4.67 Kips OK 10 SINCE 1996 CALCULATED BY: CHECICED BY: APPROVED BY: SCALE: 5911 Renaissance Place, Suite B TeL• (419) 292-1983 A. F. O.A. Abp = n/4 fp2 -'Abr =1385.44 int. DATE 6/24/2016 DATE: 6/24/2016 DATE Toledo, Ohio 43623 Fax: (419) 292-0955 X. Foundation Calculations: (Concrete Strip) 1. Concrete footing: Width of footing: bf = 24.00 in Depth of fQoting: df a 15.UU In A. Bearing Resistance: Post Spacing: 1b=102.87" Approx. bearing area under post: Ab = br lb Ab = 24.00 x 102.87 = 2468.88 int Assumed soil bearing capacity: Sb =1500 psf Bearing capacity: Fb = SbAb Fb = 2468.88 / 122 x 1500 / 1000 = 25.71 Kips > Fd„ OK B. Uplift Resistance: Unit weight of concrete: Length of footing: 2. Concrete Piers: Pier sizP.• Perimeter of pier: ->p,=n x 42.00= 131.95 in Surface area of pier: --+ AS = 7r x 42.00 x 42.00 = 5541.77 int a. Uplift Resistance: Coeffecient of active earth pressure: Unit weight of soil: Friction angle between soil and concrete: Unit skin resistance: CIVIL ��\ ye =150 pcf y A. is = 60.667 ft W M YA E I N X' Volume of concrete in footing at one side: V f = is b f df -> V f = 60.667 x 24.00 / 12 x 15.00/ 12 =151.67 ft3 Weight of footing at one side: Wt = 0.6ye Vf Wt = 0.6 x 150 x 151.67 / 1000_ = 13.65 Kips - > Rr = 13.65 Kips Total possible uplift force for critical uplift load case F„_ 10.462 kips < 13.65 Kips OK XI. Foundation Calculations:(Conc Pier -42 inch Dia) 1 --k.Isaoa Q T OF COO� DATED: 06/23/2016 b. Reactions Anchors: Max uplift reaction: F„p = 4.67 Kips Max downwards reaction: Fd„ = 9.88 Kips Max. lateral reaction:Fit = 2.11 Kips Max. overturning momePRMIT# - Q �II BUTTE COUNTY DEV PO MENT SERVICES REVIEVVE® FOR DATLO EPOMPLI CE BY Total skin resistance: fp = 42.00 in d = 42.00 in Ps = ncp AS = 7rcpd Ka= 0.30 y' =120 lbs/ft' 6=24° f5 = y'Kt, tan6 z FS = fofspsdz F, = y'K, tan6 ps d2/ 2 -� FS = 120 x 0.30 x tan(24) x 131.95 x 42.002 / 2 / 123 -> F, = 1079.47 lbs = 1.08 Kips Weight of concrete pier: Wp1er = ycone• ?T/4 N2 d Wpier = 150 x 7c/4 x (42.00/12)2 x (42.00/12) -' Wpier = 5051.09 lbs = 5.05 Kips Total uplift resistance: Fmp,pier = Fs + Wpier > Frup,pier = 1.08 + 5.05 = 6.13 Kips > 4.67 Kips OK Downwards Bearing Resistance: Total downwards reaction: Fb, = Fd. + Wpier . -+ Fb, = 9.88 + 5.05 = 14.93 Kips Allowable soil bearing stress: frbr =1500 psf Bearing area: Abp = n/4 fp2 -'Abr =1385.44 int. Total bearing resistance: Frbr = FS + frbr Abr -' Fb, = 1.08 + 1500 x 1385.44 =15.51 Kips > 9.88 Kips OK a Pier Lateral Resistance: Allowable soil lateral bearing stress fritbr =100 psf/f below Allowable soil lateral bearing stress for 'd' frltbr = 228.57 psf Lateral bearinng area: PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET No.: A&A ENGINEERING CML - STRUCTURAL 9/ 10 CLIENT: AMERICAN CARPORTS,INC. LOCATION: MAGALIA,CA.95954 SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE- CALE5911 5911Renaissance Place, Suite B Tel: (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 1 A. F. O.A. Frlt,pier = Frltbr + Frltfr DATE 6/24/2016 1 DATE: 6/24/2016 DATE: Allowable soil lateral bearing stress for 'd' frltbr = 228.57 psf Lateral bearinng area: Altbr = tp d -> Alt = 42.00 x 42.00 =1764.00 int Total lateral bearing resistance: Frltbr= frltbr Althr -� Frlt = 2800.00 lbs = 2.80 Kips Ab, = n/4 T2 Allowable soil lateral friction stress: frltfr = 135 psf Pier bottom surface area: Altfr =1385.44 int Total lateral frictional resistance: Frltfr = fritrr Abfr Frltfr = 1298.85 lbs = 1.30 Kips Total lateral resistance of pier: Frlt,pier = Frltbr + Frltfr -> Frlt,pier = 4098.85 lbs = 4.10 Kips > 2.11 kips OK XII. Foundation Calculations:(Conc Pier -30 inch Dia) Reactions Anchors: Max uplift reaction: Max downwards reaction: Max. lateral reaction: Max. overturning moment: 2. Concrete Piers: Pier size: Perimeter of pier: cps=7tx30.00=94.25 in Surface area of pier: -+ A, = 71 x 30.00 x 42.00 = 3958.41 int a. Uplift Resistance: Ft,p = 2.98 Kips Fd„ = 4.77 Kips Flt = 1.56 Kips Mot = 51.55 Kips -in fP = 30.00 in d=42.00 in ps = ntp A, = ntpd Coeffecient of active earth pressure: Ka= 0.30 Unit weight of soil: 7'= 120 lbS/ft3 DA' Friction angle between soil and concrete: S = 240 Unit skin resistance:. fs = y'K,, tans z Total skin resistance: FS = J fspsdz 0 --> FS = y'K;, tans ps d2/ -> F, = 120 x 0.30 x tan(24) x 94.25 x 42.002 /2/12 3 -> FS = 771.05 lbs = 0.77 Kips Weight of concrete pier: Wpier = Yconc. 7r/4 fP2 d -> Wpier = 150 x 7[/4 x (30.00/12)2 x (42.00/12) -> Wpier = 2577.09 lbs = 2.58 Kips Total uplift resistance: Frup,pier = Fs + Wpier -> Frvp,p1ef = 0.77 + 2.58 = 3.35 Kips > 2.98 Kips OK b. Downwards Bearing Resistance: Total downwards reaction: . Fbr = Fdn + Wpier -> Fbr = 4.77 + 2.58 = 7.34 Kips Allowable soil bearing stress: frbr =1500 psf Bearing area: Ab, = n/4 T2 --> Ab, = 706.86 int Total bearing resistance: Frbr = Fs + frbr Abr � Frbr = 0.77 + 1500 x 706.86 = 8.13 Kips > 4.77 Kips OK c. Pier Lateral Resistance: CIVIL IAR A. m I-YASEIN �T C733��P OF 50O/ 06/23/2016 Allowable soil lateral bearing stress: Allowable soil lateral bearing stress for 'd' Lateral bearinng area: Alt = 30.00 x 42.00 =1260.00 int Total lateral bearing resistance: -> Frlt = 2000.00 lbs = 2.00 Kips Allowable soil lateral friction stress: Pier bottom surface area: Total lateral frictional resistance: -+ Frltfr = 662.68 lbs = 0.66 Kips Total lateral resistance of pier: frltbr =100 psf/f below frltbr = 228.57 psf Altbr = tp d Frltbr= fritbr Altbr frltfr = 135 psf Altfr = 706.86 int Frltfr = frllfr Aitfr Frlt,pier = Frltbr + Frltfr Frlt,pier = 2662.68 lbs = 2.66 Kips > 1.56 kips OK PERMIT # /3(1,,- M3 BOTfE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E iii pIVCE OAZ % l3Y XIII. Foundation Calculations:(Conc Pier -24 inch Dia) 1. Reactions Anchors: " Max uplift reacilull: F„ p = 2.69 Kips Max downwards reaction: Fd„ =1.62 Kips Max. lateral reaction: Flt = 1.46 Kips Max. overturning moment: Mot = 68.13 Kips -in 2. Concrete Piers: Pier size: cp = 24.00 in d = 48.00 in Perimeter of pier: ps-= ntp -> ps = n x 24.00 =75.40 in Surface area of pier: As = ntpd �A5=nx24.00x48.00=3619.11in2 a. Uplift Resistance: Coeffecient of active earth pressure: Ka= 0.30 Unit weight of soil: Y= 120 lbs/ft3 Friction angle between soil and concrete: S = 240 Unit skin resistance: fs = y'Ka tans z d Total skin resistance: Fs = f fsp,dz Fs = y'Ka tan8 ps d2/ 2 -> Fs = 120 x 0.30 x tan(24) x 75.40 x 48.002 /2/12 3 -+ Fs = 805.67 lbs = 0.81 Kips Weight of concrete pier: Wpier = Ycone. 7r/4 9 2 d Wpier = 150 x 7r/4 x (24.00/12)2 x (48.00/12) Wpie, = 1884.96 lbs =1.88 Kips Total uplift resistance: Frup,pier = Fs +Wpier Frup,pier = 0.81 + 1.88 = 2.69 Kips >_ 2.69 Kips OK b. Downwards Bearing Resistance: Total downwards reaction: Fbr = Fdn + Wpier Fbr = 1.62 + 1.88 = 3.50 Kips Allowable soil bearing stress: frbr =1500 psf Bearing area: Abr = 7r/4 T2 --+Abr = 452.39 int Total boaring ro3istarwe. Frk = Fs + frbr Abr - Frb, = 0.81 + 1500 x 452.39 = 5.52 Kips > 1.62 Kips OK c. Pier Lateral Resistance: Allowable soil lateral bearing stress: Allowable soil lateral bearing stress for `d' Lateral bearinng area: -> Alt = 24.00 x 48.00 =1152.00 int Total lateral bearing resistance: -* Fat = 2000.00 lbs = 2.00 Kips Allowable soil lateral friction stress: Pier bottom surface area: Total lateral frictional resistance: -> Frit& = 424.12 lbs = 0.42 Kips Total lateral resistance of pier: f,ltbr =100 psf/f below frltbr = 250.00 psf Aub, = (p d Frltbr= fritbr Altbr fritr, = 135 psf Altrr = 452.39 int Frurr = frit& Altfr Frlt,pier = Frltbr + Frltrr - Frlt,pier = 2424.12 lbs = 2.42 Kips > 1.46 kips OK Q�OFESS�O CIVIL G) :OMAR A. m -YASEIN T 1 KC73389 0/ OF CALF DATED: 06/23/2016 PERMIT#L(. - _-1471 7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEV!/E® FOR CO E CC�11�PLt CE DATE Z__ BY PROJECT: LLOYD PURDUE PROJECT NO.: 233-16-0645 SHEET' NO.: A&AENINEHJVG CML - STRUCTURAL 696 10/ 10 CLIENT: AMERICAN CARPORTS,INC LOCATION: MAGALIA,CA.95954 SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE 5911 Renaissance Place; Suite B TeL (419) 292-1983 Toledo, Ohio 43623 Fax: (419) 292-0955 A. F. O.A. DATE: 6/24/2016 DATE: 6/24/2016 DATE: XIII. Foundation Calculations:(Conc Pier -24 inch Dia) 1. Reactions Anchors: " Max uplift reacilull: F„ p = 2.69 Kips Max downwards reaction: Fd„ =1.62 Kips Max. lateral reaction: Flt = 1.46 Kips Max. overturning moment: Mot = 68.13 Kips -in 2. Concrete Piers: Pier size: cp = 24.00 in d = 48.00 in Perimeter of pier: ps-= ntp -> ps = n x 24.00 =75.40 in Surface area of pier: As = ntpd �A5=nx24.00x48.00=3619.11in2 a. Uplift Resistance: Coeffecient of active earth pressure: Ka= 0.30 Unit weight of soil: Y= 120 lbs/ft3 Friction angle between soil and concrete: S = 240 Unit skin resistance: fs = y'Ka tans z d Total skin resistance: Fs = f fsp,dz Fs = y'Ka tan8 ps d2/ 2 -> Fs = 120 x 0.30 x tan(24) x 75.40 x 48.002 /2/12 3 -+ Fs = 805.67 lbs = 0.81 Kips Weight of concrete pier: Wpier = Ycone. 7r/4 9 2 d Wpier = 150 x 7r/4 x (24.00/12)2 x (48.00/12) Wpie, = 1884.96 lbs =1.88 Kips Total uplift resistance: Frup,pier = Fs +Wpier Frup,pier = 0.81 + 1.88 = 2.69 Kips >_ 2.69 Kips OK b. Downwards Bearing Resistance: Total downwards reaction: Fbr = Fdn + Wpier Fbr = 1.62 + 1.88 = 3.50 Kips Allowable soil bearing stress: frbr =1500 psf Bearing area: Abr = 7r/4 T2 --+Abr = 452.39 int Total boaring ro3istarwe. Frk = Fs + frbr Abr - Frb, = 0.81 + 1500 x 452.39 = 5.52 Kips > 1.62 Kips OK c. Pier Lateral Resistance: Allowable soil lateral bearing stress: Allowable soil lateral bearing stress for `d' Lateral bearinng area: -> Alt = 24.00 x 48.00 =1152.00 int Total lateral bearing resistance: -* Fat = 2000.00 lbs = 2.00 Kips Allowable soil lateral friction stress: Pier bottom surface area: Total lateral frictional resistance: -> Frit& = 424.12 lbs = 0.42 Kips Total lateral resistance of pier: f,ltbr =100 psf/f below frltbr = 250.00 psf Aub, = (p d Frltbr= fritbr Altbr fritr, = 135 psf Altrr = 452.39 int Frurr = frit& Altfr Frlt,pier = Frltbr + Frltrr - Frlt,pier = 2424.12 lbs = 2.42 Kips > 1.46 kips OK Q�OFESS�O CIVIL G) :OMAR A. m -YASEIN T 1 KC73389 0/ OF CALF DATED: 06/23/2016 PERMIT#L(. - _-1471 7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEV!/E® FOR CO E CC�11�PLt CE DATE Z__ BY .. A&A EN. G 1VEERING _ CIVIL • S1'RUCTURAI_ SINCT 1B4G 5911 1 enaissai16c Place, Suiic'B . Tcli.(419) 292A983 T'oledbi M6 43623 Bax: (419) 292-07Ci5 PROJECT:7 PROJECT NO.: SHEET NO. 1 1 CLIENT: 2 LOCATION: CALCULATED BY: CHECKED BY APPROVED BY: SCALE:, DATE: r DATE: — --. - e DATE ^ `APPENDIX wd -, .:- '" a R��:� by W ♦. .a Yom, 4 �OQ,?,OF ESS/O�` Location: MAGALIA,CA.95954- ��,� CIVIL By: AF co cOMAR A. m Start Date: 06/20/2016 * - F BU-YASEIN Comments: 40'X 61 ' X 17'-6"/15 '-0 073389 �Q ' OF t ATED: 06/23/2016 Bv�bNG - .AWIND\233-16-0645-WINDAS WLS4 11.111 Copyright©2020SDG Inc. ' "Page 1 of F 4 �OQ,?,OF ESS/O�` Location: MAGALIA,CA.95954- ��,� CIVIL By: AF co cOMAR A. m Start Date: 06/20/2016 * - F BU-YASEIN Comments: 40'X 61 ' X 17'-6"/15 '-0 073389 �Q ' OF t ATED: 06/23/2016 Bv�bNG - .AWIND\233-16-0645-WINDAS WLS4 11.111 Copyright©2020SDG Inc. ' "Page 1 of n ` � �., ,• ' :S 4 Vii.: rt - .. i ,. • .. eta . .. . — M ..... f LLOYD'PURDUE June 20, 2016 LLOYD PURDUE ,. June 20 2016 ` ASCE7-10 _ r ASCE7-10 Section '= Main Section Section -'LEAN TO Enclosure Classification: Enclosed _ Enclosure Classification: Enclosed Wall Length(ft)Overhang(ft) •Connooted to. + �' Main Section 1 60.0 0.0 Connected to wall: W3 2 40.0 0.0 To Position on W3:• 0 ' ft TP 3 60.0 0.0 wz Wz 4 40.0 0.0 Wall Length(ft) Overhang(ft).- 1 600 00 W1 A y. 0 3 . - - 2 10.0 �.Q - - W1 A 3 - Lave Height 17,5 ft ' Parapet Height: 0 ft 3 60.0 0.0 ,Parapet Enclosure: Solid w4 4 10.0 0.0 W4 Roof Shape: Gabled • F.ni IPJghl - Eave Height: 15 : ft " Roof Slope(:12) Parapet Height: 0 ft A&B 3.0 7w, Rzi W4 3 W4 W3 wz Parapet Enclosure: Solid w, 4W3 W4 W3 2 Roof Shape:. Monoslope Roof Slope(:12) A 3.0 PRQ .S/Q�`� _ y CIVIL, ' c( ABU-YASEW _ h ST .C73389 } 9TFOF CAS fC� _ BUTTE COUNTYo „ A .- DATED: 06/23/2016 'BUILDING DIVISION` W LS4 — [1 11] Copyr ght ©2020 SDG, Inc - Page 2 of 6 W LS4 — [1.11] Copyright © 2020 SDG Inc 9 Page 3 of 6 t 4 _ 9PPR0� # ISurface I z (ft) I q (psf) I G jCp I GCpi I Ext Pres (psol Net w/+GCpi (psf)l Net w/ -GCpi (psf) 1 Windward Wall 15.0 20.4 0.88 0.80 0.18 14.4 10.5 18.2 16.3 20.7 0.80 - 14.6 10.7 18.5 17.5 21.0 0.80 14.8 10.9 18.7 2 Side Wall 20.0 21.6 0.88 -0.70 0.18 -13.3 -17.2 -9.4 3 Side Wall 20.0 - -,21.6 0.88 -0.70 0.18 -13.3 -17.2. r- -9.4 4 Leeward Wall 20.0 21.6 0.88 -0.50 0.18 -9.5 -13.4 -5.6 5 Side Wall :, 20.0 21.6 0.88 -0.70 0.18 -13.3 -17.2 -9.4 6. Windward Wall 15.0 - 20.4 0.88"-0.80 0.18 14.4 *�` 10.5 18.2 16.3 20.7 0.80 14.6 10.7 18.5 17.5 21.0 0.80 14.8 10.9 18.7 . A Windward Roof 20.0 21.6. 0.88 -0.18 0.18 -3.4 -7.3 0.5 20.0 21.6 0.74 -14.1 -18.0', -10.2 B Leeward Roof 20.0 21.6 0.88 -0.50 0.18 -9.5 -13.4 -5.6 C Leeward Roof 20.0 21.6 0.88 -0.62 0.18 -11.8 -15.7 -7.9 r'A �1/0 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.4-8 for other cases. pn � - . • ` , • � . .. fey , - . • '.. . . - - LLOYD PURDUE ,lune 20, 2016 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 2 # ISurface, Tz (ft) q (psf) IG I Cp I GCpi I Ext Pres (psol Net w/+GCpi (psol Net w/ -GCpi (psf) 1 Side Wall 20.0 21.6 0.88 -0.70 0.18 -13.3 -17.2, .94 2 Windward Wall 15.0 20.4 0.80 14.4 10.5 18.2 16.3 20.7 0.80 14.6 10.7 18.5 17.5 21.0 0.80 14.8 10.9 18.7 20.0 21.6 0.80 15.2 11.3 19.1 22.5 22.2 0.80 15.6 11.7 19.5 3 Windward Wall 15.0 20.4 0.88 0.80 0.18 14.4 10.5 18.2 16.3 20.7 0.80 14.6 10.7 18.5 17.5 21.0 0.80 14.8 10.9 18.7 4 Side Wall 20.0 21.6 0.88 -0.70 0.18 -13.3 -17.2 -9.4 5 Leeward Wall 20.0 21.6 0.88 -0.46 0.18 -8.7 -12.6 -4.9 6 Side Wall 20.0 21.6 0.88 -0.70 0.18 -13.3 -17.2 -9.4 A88 Roof 0 to 10.0 21.6 0.88 -0.90 0.18 -17.1 -21.0 -13.2 10.0 to 20.0' 21.6 -0.90 -17.1 -21.0 -13.2 20.0 to 40.0' 21.6 -0.50 -9.5 -13.4 -5.6 40.0 to 60.0 ' 21.6 -0.30 -5.7 -9.6 -1.8 0 to 60.0 ' 21.6 -0.18 -3.4 -7.3 0.5 C Roof 0 to 10.0' 21.6 0.88 -0.90 0.18 -17.1 -21.0 -13.2 10.0 to 20.0' 21.6 -0.90 -17.1 -21.0 -13.2 20.0 to 40.0' 21.6 -0.50 -9.5 -13.4 -5.6 40.0 to 60.0' 21.6 -0.30 -5.7 -9.6 -1.8 0 to 60.0 ' 21.6 -0.18 -3.4 -7.3 0.5 This is load case 1 in ASCE 7-05 Figure 27.4-8. See Figure 27.4-8 for other cases. Distance from windward edge. WLS4 - [1.11] Copyright © 2020 SDG, Inc. Page 6 of 6 nABU-YASEIN co tn� C73389 LP \F OF CAS -f DATED: 06/23/2016 BUTTEBUILDING D V S ON i Page: 1/4 Page: 2/4 STAAD SPACE 1.606 2.5 2.5 0.192 1.714 1.714 2.33454 0.803 0.803 START JOB INFORMATION TS252512GAI12 ENGINEER DATE 22 -JUN -16 1.97596 2.5 2.5 0.218 1.71036 1.71036 2.55967 1.0355 1.0355 JOB CLIENT AMERICA N CARPORTS.Inc, TS303014GA ENGINEER NAME AF 0.968445 3 30.083 1.37451 1.37451 2.0601 0.498 0.498 CHECKER NAME OA TS202014GA CHECKER DATE 22 -JUN -16 0.636444 2 2 0.083 0.390541 0.390541 0.584715 0.332 0.332 JOB NAME LLOYD PURDUE DUMMY JOB NO 233-16-0645 0.019796 0.2 0.1 0.049 6.64898e-005 1.66666e-005 2.87719e-005 0.0196 0.0098 END JOB INFORMATION TS222212GA112 SET FLOOR LOAD TOLERANCE 0.1 1.758 2.25 2.25 0.218 1.28 1.28 1.82906 0.981 0.981 INPUT WIDTH 79 22512IN2514 UNIT INCHES KIP _ 1.73438 2.5 2.5 0.1875 1.55597 1.55597 2.31871 0.9375 0.9375 JOINT COORDINATES TS222212GAD12I 1 0 0 -720; 2 0 0 0; 3 6 0-617.125; 4 6 0-514.25; 5 6 0-411.375; 2.21378 4.5 2.5 0.166 5.90277 2.32002 5.09474 1.494 0.83 6 6 0-308.5; 7 6 0-205.625; 8 6 0-102.75; 9 24 0 -720; 10 24 0 0; TS252514GI12GAD 11 192 0 -720; 12 192 0 0; 13 264 0 0; 14 288 0 -720; 15 336 0 0; 2;73254 5 7.5 n.141 4 H99.39 0,06657 O.ud0ul 1.92 U.96 16 384 0 -720;;17,456 0,0;(,1!3474401-617.075; 19 47 Q -57.4.2; Ry S2552514GAT1414 20 n74 0 -P, 11.86el 44 08.SY2 479 0 -285.595; 23 474 0 -102.7; 2.40733 7.5 2.5 0.083 12.3772 2.34666 5.42485 1.245 0.276667 24 480 0 -720; 25 480 0 0; 26 594 -1..1731e-005 -617.125; TS252514GAT 27 599-1.8773le-005 -514.25; 28 594 -1.87131e-005 -411.375; 2.40733 7.5 2.5 0.083 12.3772 2.34666 3.51585 1.245 1.245 29 594 -1.87731e-005 -308.5; 30 594-1.8773le-005 -205.625; DUMMY 31 594-1.8773le-005 -102.75; 32 594 0 -720; 33 594 0 0; 150 0 0 -617.125; 0.019796 0.2 0.1 0.049 6.64898e-005 1.66666e-005 2.87719e-005 0.0196 0.0098 151 0 0-514.25; 152 0 0-411.375; 153 0 0-308.5; 154 0 0-205.625; TS252514GAQ14 155 0 0 -102.75; 156 0 11 -617.125; 157 0 11 -514.25; 158 0 11 -411.375; 1.63244 5 5 0.083 7.586 7.586 9.86685 0.83 0.83 159 0 11 -308.5; 160 0 11 -205.625; 161 0 11 -102.75; 162 0 24 -720, TS222212GA012 163 0 24 0; 164 0 36 -720; 165 0 36 -617.125; 166 0 36 -514.25, 1.63244 5 5 0.083 7.586 7.586 9.86685 0.83 0.83. - 167 0 36 -411.375; 168 0 36 -308.5; 169 0 36 -205.625; 170 0 36 -102.75; TS222212GAI14GA 171 0 36 0; 172 0 48 -720; 173 0 48 0; 174 0 61 -617.125; 175 0 61 -514.25, 1.5699 2.25 2.25 0.192 1.105 1.105 1.67355 0.864 0.864 176 0 61 -411.375; 177 0 61 -308.5; 178 0 61 -205.625; 179 0 61 -102.75; TS222212GAI12 180 0 72 -721: 181 0 72 0; 182 0 86 -720; 183 0 86 -617.125 184 0 86 -514.25; 1.75795 2.25 2.25 0.218 1.208 1.208 1.82906 0.981 0.981 185 0 86 -411.375; 186 0 86 -308.5; 187 0 86 -205.625; 188 0 86 -102.75; 222212GA14GADB 189 0 86 0; 190 0 96 -720; 191 0 96 0; 192 0 111 -617.125; 193 0 111 -514.25; 3.139 4.5 2.25 0.192 6.185 2.2111 4.7414 1.728 0.864 194 0 111 -411.375; 195 0 111 -308.5; 196 0 111 -205.625; 197 0 111 -102.75; TS222212GATL MEMBER INCIDENCES 2.8004 4.5 2.25 0.109 5.2955 5.2955 5.3606 2.8243 2.0173 1 164 165; 2 165 166; 3 166 167; 4 167 168; 5 168 169; 6 169 170; 7 170 171; TABLE 2 8 1 183; 9 150 182; 10 155 189; 11 2 188; 12 182 183; 13 183 184; 14 184 185; CHANNEL 15 185 186; 16 186 187; 17 187 188; 18 188 189; 19 200 201; 20 201 202; CS252514GA 21 202 203; 22 203 204; 23 204 205; 24 205 206; 25 206 207; 26 182 225; 0.608722 2.5 0.083 2.5 0.083 0.694277 0.409143 0.00139783 0.865402 - 27 183 229; 28 189 230; 29 188 231; 30 224 225; 31 225 226; 32 226 227; 0.2075 0.276667 NN 33 227 228; 34 228 229; 35 229 230; 36 230 231; 37 9 162; 38 10 163; 39 162 301; 40 163 302; 41 303 164; 42 301 172; 43 171 304; 44 302 173; CS252518GA c ��6 0.381675 2.5 0.0516 2.5 0.0516 0.445919 0.259691 0.000338744 0.85332 C��, I'�tp�y 45 172 305; 46 173 306; 47 305 180; 48 306 181; 49 180 307; 50 181 308; 51 307 190 52 308 191 53 309 182; 59 189 310; 55 190 311; 56 191 312; 0.129 0.172 D v PROFILE POINTS 57 311 198; 58 312 199; 59 198 313; 66 199 319; 67 313 208; 62 319 209; -1 0.0935 -1 -0.0435 1 -0.0935 1 0.0935 63 315 200; 69 207 316; 65 208 317; 66 209 318; 67 317 216; 68 318 217; STRESS LOCATIONS a�j, 69 216 319; 76 217 320; 77 349 229; 72 320 231; 73 321 74 231 322; ®s -1 0.0935 -1 -0.0935 1 -0.0435 1 0.0935 75 321 232; 76 322 239; 77 341 321; 78 322 392; 79 361 341; 60 392 362; 341, TABLE 3 �� 81 408 361; 82 362 409; 83 401 448; 84 403 449; 85 405 950; 86 409 451; GENERAL 87 459 400; 88 455 402; 89 456 404; 90 457 408; 91 448 985; 92 449 486; CH501014GA 93 450 488; 94 451 489; 95 506 454; 96 507 455; 97 508 456; 98 509 457; 0.4353 1.0747 0.0747 5 0.0747 0.0706801 0.92233 0.00765685 0.113423 - 99 488 520; 100 489 521; 101 520 544; 102 521 547; 103 630 506; 104 24 507; 0.368931 0.108825 0.326475 0.559575 0.160151 0.0174336 0 105 16 639; 106 639' 507; 107 655 508; 108 507 685; 109 639 510; 110 677 509; PROFILE POINTS START USER TABLE -2.5 -0.5484 -2.5 -0.6231 -1.9845 -0.6231_-0.9845 0.3769 0.9846 0.3769 1.9846 -0.6231 2.5 -0.6231 2.5 -0.5484 2. TABLE 1 0155 -0.5489 1.0155 0.4516 -1.0154 0.4516 -2.0154 -0.5484 UNIT INCHES KIP STRESS LOCATIONS TUBE -2.5-0.6231 2.5 -0.6231 1.0155 0.4516 -1.0154 0.4516 TS252512GA CH501014GAD 1.04248 2.5 2.5 0.109 0.995349 0.995349 1.48993 0.545 0.545 0.87073 1.6494 0.083 5 0.083 2.66206 1.84467 1 1.1451 0.737868 0.43515 - TS252514GA 0.43515 0 0 0 0 0.802444 2.5 2.5 0.083 0.782219 0.782219 1.17195 0.415 0.415 OFESS/ PROFILE POINTS TS222212GA P� �/�/_ -2.50001 2.32465 -2.50001 2.24995 -2.01541 2.24995 -1.01541 1.24996 -7e-006 1.24996 -7e-006 -1.25004 -1.01541 -1 0.933976 2.25 2.25 0.109 0.715006 0.715006 1.06979 0.4905 0.9905 (` .250048-2 .01591 -2.25005 -2.50001 -2.25005 -2.50001 -2.32475 -1.98451 -2.32475 -0.984507 -1.32475 0.984593 -1.329 TS222214 GA Q- �+Iv'L 01 �/ 75 1.9459 -2.32475 2.49999 -2.32475 2.49999 -2.25005 2.01549 -2.25005 1.01549 -1.25004 -7e-006 -1.25004 9.3e-005 0.719444 2.25 2.25 0.083 0.563898 0.563B98 O.B44607 0.3735 0.3735 TS252512GAD12 2 1.24996 1.01549 1.24996 2.01549 2.24995 2.49999 2.24995 2.49999 2.32465 1.98459 2.32465 0.984593 1.32465 -0.9845 07 1.32465 -1.98451 2.32465 2.08496 5 2.5 0.109 5.24844 1.9907 2 1.09 1.09 TS252514GAD14 Z MAR A. mmT1 STRESS LOCATIONS -2.50001 2.32465 -2.50001 -2.32475 2.49999 -2.32475 2.49999 2.32465 0.083 3.59562 1.56447 2 0.83 0.83 1.604812 C401019GA GAD12 OWC B U- S EIN Al 0.593849 4 0.087 1 0.087 1.40526 0.122165 0.00141953 0.702629 0.106602 - 1.86695 4.5 2.25 0.109 3.79287 1.43001 1.06974 0.933476 0.933476 0.138396 0.301615 0.829011 0.22851 0.319817 0 TS222214GAD14 C351514 GA 1.43889 4.52.25 0.083 1.47444 1.1278 1 0.719444 0.719444 C73389 0.319991 1.5 0.087 3.5 0.087 0.116858 0.316509 0.000253754 0.146933 - TS222212GAD14 �P 0.18086 0.116754 0.0799434 0.294492 0.178795 0.053675 1.5 1.65292 4.25 2.25 0.083 3.3358 1.279 1.06974 0.82646 0.82646 Q. r PROFILE POINTS TS252514 A115 L`A1-�O -1.75 -0.795309 -0.950005 -0.795309 -0.950005 0.654692 0.949996 0.654692 0.949996 -0.795309 1.75 -0.795309 1.75 1.366 0.166 1.501 1.501 2.33959 0.683 0.683 -0.745309 0.999996 -0.745309 0.999996 0.704691 -1 0.704691 -1 -0.745309 -1.75 -0.745309 -1.75 -0.795309 TS252514GAI 12 C401014GAD 1.715 2.5 2.5 0.192 1.715 1.715 2.33454 0.857 0.857 1.1876 1.B34 0.083 4 0.083 1.92899 4.09819 2 2.10359 2.04909 1.1876 - TS252512GAI14 ATED: 06/23/2016 1.1876 4.90669 3.36169 4 1.834 Page: 1 Page: 2 Page: 3/4. . _ -.tPa e: 9 9 9 / RWALL 131.TO 137 142 TO 155 160 TO 166 1165 TO 1232 1959 TO 1976 •_LWALL FLOAD -17.2 GX _LROOF 417 TO 923 588 TO 595 608 TO 615 622 TO 629 696 TO 654 666 TO 673 690 RWALL FLOAD 17.2 GX r ,• , 691 TO 698 705 TO 712 730 TO 736 743 744 751 TO 756 763 764 772 TO 778 785 - " • . LROOF FLOAD 14.23 GY INCLINED - 786 TO 792.2302 TO 2308 FLOAD 19:23GYtINCLINED * �-• - , RROOF,805 TO 820 827 834'TO 839 846.847 854 TO 860'879 TO .886 894•TO 901 - _ A '• .+ .+ _RROOF -3.56 GX INCLINED _ , 'z _ 914 TO 921 934 TO 942 958TO 965 979 TO 981 994 TO 1000 1050 1226 TO 1232 _• _LROOF,FLOAD RROOF FLOAD.3.56 GX INCLINED TO 1248 - 1241 1265 TO 1272 1281 TO 1287 1304 TO 1311 1320 TO 1326 - +_ �. LOAD 6 LOADTYPE Wind TITLE WINDZN _ -1399 TO 140 1599 TO 1605 2302T0 2308 - - - 'FLOOR LOAD -^ • •��k'••- - .- - v ' £WALL 38 90 43 99 96 98 50'52 54 56 58 60 62-64.66 68 70 72 79 76 78 80 82 - - '_BWALL FLOAD 18.97 GZ' _ 83 TO 86 91 TO 94 99 TO 102 111 TO 130 539 588'608 623 643 645 647 667 687 - _ FWALL FLOAD 4.9 GZ- 689 691'712 744 769 771 792 812 820 846 861 879 894.921 922 942 TO 945 965 - - FLOAD -9.4 GX .. r 966 981 1001 1050 1801 1803 1805 1807 1809 1811 1813 1815 1817 1819 1821 - _LWALL RWALL FLOAD 9.4 GX • 1823 1836 1839 1841 1843 1845 1847 1849 1851 1853 1855 1857 58 1867 1869.- i FLOAD 6.66 GY INCLINED - 1877 1878.1881 1883 1885 1887 1889 1902. TO 1906.1918 TO 1923181 935 TO 1946 - .i.. .-. _.. -. _LROOF RROOF FLOAD 6.66 GY'INCLINED•-. ••- - v .rte- •-_. ._ �. -.. �.ti - - •. •+ 1959 1961 1963 1964 1966 TO 1968 1970 TO 1972 1974 1976 2301 2309. - FLOAD -1.67 GX INCLINED * - - '•- , - - BWALL 41 53 63 73 77 79 81 87 TO 90 95 TO 98 103 106 107 110 538 589 622 - • _LROOF RROOF FLOAD 1.67 GX INCLINED " + ••, - 642 644 646 666 686 688 690 705'743 763 785 793 805 827 847 880 887 914 934 - - _ LOAD COMB 7 D+LR ' 958 973 999 1800 1802 1804 1806 1808 1810 1812 1814 1816 1818 1820 1822 1837 - 1 1.0 2 1.0 t=-•=-"='-'-'•�^^'-�---^_'^'� - ,1838=1890-=1892+18991896 1898'1850--1852.18591856-1859:1866'18681876-1879-"--_=--'_'--+7.OADCOMB'B D+O.6WXP--'=-`M '�-'"--"' - '- �� 1880 1882 1884 1886 1888 1907 TO 1911 1924 TO 1928 1960 1962 1965 1969 1973 - 1 1.0 3 0.6 -. - 1975 2150 TO 2153 2300 - LOAD COMB 9 D+0.6WXN END GROUP DEFINITION -' 1 1.0 4 0.6 DEFINE MATERIAL START - - ' LOAD COMB 10 D+0.6WZP ISOTROPIC STEEL - - - ♦ 1 1.0 5 0.6 ` E 29000 LOAD COMB 11 D+0.6WZN - POISSON 0.3 '- - - 1 1.0 6 0.6 DENSITY 0.000283 _ 'LOAD COMB 12 D+0.75LR+0.45WXP• - -" _ z , ALPHA 6.5e-006 z •� a- _. •., - - - - 1 1.0 2 0.75 3 0.45 _ �+ - -- - •. •• «.,. . •. - ... - - -_ DAMP 0.03 - - _ LOAD COMB 13 D+0.75LR+0.45WXN ._ •,_ - - - -_ END DEFINE MATERIAL 1 1.0 2 0.75 4.0.45 MEMBER PROPERTY AMERICAN - - - LOAD COMB 14 D+0.75LR+0.45WZP , 1 TO 176 UPTABLE 1 TS222214GA - - - _ 1 1.0 2 0.75 5 0.45 - 350 TO 1605 UPTABLE 1 TS222212GA LOAD COMB 15 0+0.75LR+0.45WZN- 1800 TO 2000 UPTABLE 1 TS222212GAD12 -- 1 1.0 2 0.75 6 0.45 - - 2150 TO 2153 UPTABLE 1 TS222212GAD121 LOAD COMB 16 0.6D+0.6WXP - - 2300 TO 2309 UPTABLE 1 DUMMY - '. ,•- 1 0.6 3-0.6 CONSTANTS LOAD'COMB17 0.6D+0.6WXN' BETA 90 MEMB 1800 TO 1823 1836 TO 1859 1878 TO 1889 1902 TO'1906'1908 TO 1911 - _ - 1 0.6 4 0.6 •• ` " - - - 1918 TO 1923 1925 TO 1928 1935 TO 1946 1959 TO 1976 2150 2151 .- - • LOAD COMB18 0.0+0.6WZP BETA 14 MEMB 417 TO 423 609 TO -615 648 TO 654 692 TO 698 730 TO 736 772 TO 778 . "- 1 0.6 5 0.6 BETA 346 MEMB 813 TO 819 854 TO 860 895 TO 901 935 TO 941 974 TO 980 1226-- LOAD COMB 19 0.6D+0.6WZN ` 1227 TO 1232 1281 TO 1287 1320 TO 1326 1599 TO 1605 - r 1 0.6 6 0.6 MATERIAL STEEL ALL _ - PERFORM ANALYSIS SOPPORTS - DEFINE ENVELOP - 1 TO 33 FIXED , 7 TO 19 ENVELOP 1 TYPE STRESS r MEMBER RELEASE END DEFINE ENVELOP - 854 START MX MY MZ LOAD LIST 7 TO 19 UNIT FEET POUND UNIT INCHES KIP " LOAD 1 LOADTYPE Dead TITLE DEAD PARAMETER 1 FLOOR LOAD CODE AISC UNIFIED _ FLOAD -1.94 GY'INCLINED _ METHOD ASO _ _LROOF RROOF FLOAD -1.94 GY INCLINED FU 65 ALL LOAD 2 LOADTYPE Roof Live TITLE ROOFLIVE • ` FYLD 50 ALL - FLOOR LOAD CHECK CODE ALL - FLOAD -24.25 GY INCLINED - _ FINISH, - - - _LROOF RROOF FLOAD -24.25 'GY INCLINED. - _ - - "•{' �'" - '- _ ' ''" - - -- - - • •`� LOAD 3 LOADTYPE Wind TITLE WINDXPR FLOOR LOAD. - LWALL FLOAD 10.5 GX , - FLOAD 13.4 GX ?,QFESS/O , '. + '• - r ' _RWALL. FLOAD 17.2 G2 + r T, �� ' i - �, BWALL'FLOAD -17.2GZ . _ 'Civic • - - -£WALL .. LROOF FLOAD 17.96 GY INCLINED � � FLOAD -4.37 GX INCLINED ��Q Fy •i .. .�.TE c0ut4v _LROOF _RROOF FLOAD13GY INCLINED RROOF FLOAD 3.25 GX INCLINED - '• OMAR A. m r •• r ,LOAD 4 LOADTYPE Wind TITLE WINDXN - '" BUILD FLOOR LOAD � FLOAD 18.2 GX . j+ '- s" • ABU-YASEIN r ` _ ® PFO _LWALL . � RWALL FLOAD 5.6 GX � � • � ,4 :r • ltlP� ®. 1i11�iii���� £WALL FLOAD 9.4 GZ 'f ..•F _BWALL FLOAD -9. 9 G2 + ,�,.:_' �* S+ 073389 r - r -. ! �,. +a^' a" - .... t �`: •>� .•.rf +_ • .rF- + y '�" -. .. ' LROOF- FLOAD, 9.9'GY INCLINED £' "'*• •.•< <•-. _ .' �.' �• �' �P T9 - M^ S, " �v ,. _w r .. . LROOF FLOAD -2.47 GX INCLINED - .sem T�OF - FLOAD 5.43 GY INCLINED CA`-`c- _RROOF _ RROOF FLOAD 1.36 GX INCLINED L •• LOAD 5 LOADTYPE Wind TITLE WINDZP - , FLOOR LOAD DATED: 06/23/2016 • _ -- BWALL FLOAD' 10.7 GZ - .. - + • • • , '• .• _ FWALL FLOAD 12:6 G2 - - - .. < - - _ _ •' r Page .3- -', Page: 9.. ,�-,e• • .r « Job No Sheet No Rev - �kn Fact vrEal�r l IWI S'nlUl'flLl - 233-16-0645 S01/25 l9111[�•tib... II .n.11 �tlll l_.I.•� ' Part Software licensed to . Job Title LLOYD PURDUE Ref' By AF Da"22-JUN-16 Chd OA Client AMERICAN CARPORTS.Inc, File 233-16-0645.std Datemme 22 -Jun -2016 21:12 Job Information Engineer Checked Approved Name: AF OA Date: 22 -JUN -16 22 -JUN -16 Structure Type I SPACE FRAME Number of Nodes 760 Highest Node 876 Number of Elements 1647 Highest Beam 2309 Number of Basic Load Cases 6 Number of Combination Load Cases 13 Included in this printout are data for: View MAINFRAME Inrhirlarf in this nrintnnt arp ractdtc fnr Inarl racPc• Type L/C Name Combination 7 D+LR Combination 8 D+0.6WXP Combination 9 D+0.6WXN Combination 10 D+0.6WZP Combination 11 D+0.6WZN Combination 12 D+0.75LR+0.45WXP Combination 13 D+0.75LR+0.45WXN Combination 14 D+0.75LR+0.45WZP .. Combination .15 D+0.75LR+0.45WZN Combination 16 _ 0.6D+0.6WXP Combination 17 0.6D+0.6WXN Combination 18 0.6D+0.6WZP Combination 19 0.6D+0.6WZN RTAAII Prn fnr Wnrinwc 9n n7 nd 19' BUTTE COUNTY BUILDING DIVISION APPROVED QROF ESS/O� CIVILco OMAR A. IT -YASEIN. X C73389 S �rFOF cA��°� DATED: 06/23/2016 Print Run 1 of 1 Print Time/Date: 22/06/2016 21:48 RTAAII Prn fnr Wnrinwc 9n n7 nd 19' BUTTE COUNTY BUILDING DIVISION APPROVED QROF ESS/O� CIVILco OMAR A. IT -YASEIN. X C73389 S �rFOF cA��°� DATED: 06/23/2016 Print Run 1 of 1 Print Time/Date: 22/06/201621:34 - .. STAAD.Pro for Windows 20.07.04.12 Print Run 1 of 3 lob T11 le • . PURDUE AMERICA N CARPORTS.Inc,. �.. Entity Color Legend —�iia-�-►` LM \ DUMMY ill ire 1 1 �� ♦ �' i' � 11.E •�,;��r.;�.� • . - CIVIL LU �. O C BUILDING DIVISION DATED: 06/23/2016 APPROVE - FRAMEOF MAIN OVERVIEW Print Time/Date: 22/06/201621:34 - .. STAAD.Pro for Windows 20.07.04.12 Print Run 1 of 3 a�-a enrtNt:emnr. � f,B91.• Yincmxa Job No 233-16-0645 Sheet No SO 3/25 Rev 59111Ieiu6.mteYWe.!'ui1sB 'IitfIWJ N:-I}U Y'.4J.., a}d•�.MEI pu _ _ Part flnt.-Ixa>f Software licensed to Job Title LLOYD PURDUE Ref By AF Datf22-JUN-16Chd OA Client AMERICAN CARPORTS. Inc, File 233-16-0645.std Date rime 22 -Jun -2016 21:12 Entity Color Legend TS222214GAM TS222212GAPA TS222212GAD120 TS222212GAD12I N DUMMYQ Default Plate ColorO Default Solid Color 12.00ft A� q •moo 0 ui Q�kOFESS/O CIVIL OMAR A. m 40.00ft 10.00ft W C( ABU-YASEIN sT C73389 �Q FOF BUTTE COUNTY CA ` BUILDING DIVISION DATED: 06/23/2016 APPR� MAIN FRAME ° Nnnt IimetUate: 2LUbrMb 21:34 STAAD. Pro for Windows 20.07.04.12 Print Run 2 of 3 �� nAn e�ctr.T�rtmc I� nrte�srnurnmv. ' Job No 233-16-0645 . Sheet No - - SO4/25 Rev Software licensed to Part Job Title LLOYD PURDUE. Ref By AF Date22-JUN-16 Chd OA Client AMERICAN CARPORTS. Inc, File M-16-0645.std Daternme 22 -Jun -2016 21:12 \� '•i \\;SS � ..int 1`'?•—t•. ' \I \� \ ni QQip�OFESS/o i., CIVIL OMAR A. k,l'\\I ,,��\\ {333^ W 0� ABU-YASEIN �' 1, `�j j i � �-to S� C73389 �P 9T�0F \ BUTTE COUNTY CA1-��0� BUILDING DIVISION DATED: 06/23/2016 IL 9`- PROVED SUPPORT WITH NUMBER Pnnt Time/Date: 22/05/2015 2134 STAAD.Pro for Windows 20.07.04.12 Print Run 3 of 3 Combination Load Cases Comb. Combination LIC Name Primary Primary LIC Name Factor J°b N° Sb°at N° Rev nHlnGr.r rrru. 1.00 2 233-16-0645 SO 5 /25 aoawaa HC -d a �4• 8 D+0.6WXP 1 + von J°bnu° LLOYD PURDUE WINDXP 0.60 9. D+0.6VM R°I DEAD 1.00 4 WINDXN .y AF -M"22-JUN-16 chd OA C11" AMERICAN CARPORTS.Inc, DEAD 1.00 233-16-0645.std 22 -Jun -2016 21:12 Section Properties 0.60 11 D+0.6WZN 1 IDEAD 1 1.00 Prop Section Area Iw Ia J Material - 1-. r (ine) (;r') V.) (In') 0.75 1 TS222214GA 0.719 0.564 0.564 0.845 STEEL 2 TS222212GA 0.933 0.715 0.715 1.070 STEEL 3 TS222212GAD12 1.867 1.430 3.793 1.070 STEEL 4 TS222212GAD121 2.214 2.320 5.903 5.095 STEEL 5 DUMMY 0.020 0.000 0.000 0.000 STEEL Materials Mat Name E v Density a (its[) (kl,A. ) (1PK) 1 STEEL 29E+3 0.300 0.000 6.5E-6 �pFESS, !OQ •y�J 7� 2 STAINLESSSTEEL 3 ALUMINUM 28.7E+3 10E+3 0.300 0.330 0.000 0.000 1BE-6 23E-6 V CIVIL 4 CONCRETE 3.15E+3 0.170 0.000 10E-6 co & OMAR A. m Basic Load Cases C( ABU-YASEIN Number Nam. t DEAD S� C73389! Q E !1 3 WINDXP OF CA�-\c 4 WINDXN 5 WINDZP DATED: 06/23/2016 6 WINDZN Combination Load Cases Comb. Combination LIC Name Primary Primary LIC Name Factor 7 D -LR 1 DEAD 1.00 2 ROOFUVE - 1.00 8 D+0.6WXP 1 DEAD 7-00- 3 WINDXP 0.60 9. D+0.6VM 1 DEAD 1.00 4 WINDXN 0.60 • 10 D+0.6WZP 1 DEAD 1.00 5 WINDZP 0.60 11 D+0.6WZN 1 IDEAD 1 1.00 6 WINDZN - 0.60 -12 D+0.75LR+0.45WXP - 1-. DEAD - 1.00 2 ROOFLIVE. 0.75 " 3 WINDXP 0.45 I " vdm Tud°trnu°: zwsnaia xisv - L STAAO.Pro for Windows 20.07.04.12 L S` Z A. EIN 89 23/2016 Prim 9mel0°ta: 22Afi2016 2117 STAAD.Pro for Windows 20.07.04.12 PMT Run 3 a16 J°E N. 'aheN Ne Rev N�f: rnxr.IMF�u 233-16-0645 S08/25 6°Mnro Ocena°4 t°'- P°d J°kTWe LLOYD PURDUE Ret By AF N`22JUN-16 Cm OA AMERICAN CARPORTS.Inc, Fee 233-16-0645.etd 221un-201621:12 Reaction Envelope Cont... 118N2511 -77.-.7-1 Horizontal Moment PMt nm°mate: 22Jo62018 2117 STAAD.Pro for Windam 20 07 04.12 PMt Run a a e Node Env FX FY FZ MX MY M2 (kip) (kip) (kip) (kipin) (kip in) (kipin) 3 We Load: 17 Load: 16 Load: 18 Loed:7 Load: 18 Load:7 4 we 1.399 4.725 0.116 0.034 0.356 48.288 4 +ve Load:7 Load:7 Laed:7 Load: 12 Loed:7 Lead: 16 4 - -ve -1.243 -1.650 -0.156 -0.149 -0.546 51.552 _ 4 We Load: 17 Load: 16 Load: 19 Load: 19 Load: 18 Load:7 5 +ve 1.381 4.765 0.021 0.000 0.121 48.262 5 +ve Load:7 Load:7 Load:7 Load:? Load: 16 5 We -1.287 -1.681 -0.062 -0.144 -0.256 -51.261 5 -ve Load: 17 Load: 16 Load: 18 Load: 11 Load: 18 Loed:7 6 +ve 1.381 4.764 0.003 0.016 0.024 48.291 6 +ve Load:7 Load:? Load: 17 Laad:7 Load: 17 Load: 16 6 W. -1.268 -1.681 -0.060 -0.170 •0.248 -51.267 6 -ve Load: 17 Load: 16 Load: 14 Load: 18 Load: 14 Load:7 7 +ve 1.396 4.720 0.012 0.001 0.149 46.344 7 +ve Load:7 Load:? Load: 17 Laad:7 Load: 17 Load: 16 7 -ve -1.244 •1.650 -0.178 -0.191 -0.609 -51.431 7 -ve Load: 17 Lead: 16 Load: 14 Load: 18 Load: 15 Loed:7 8 +ve 1.367 2.271 0.053 0.442 0.330 39.186 8 +ve Loed:7 Load:7 Load: 17 Load:7 Load: 17 Load: 16 8 -ve -1.207 -2.977 -0.307 -0.216 -2.373 -47.270 8 We Load: 17 Load: 18 Load: 14 Load: 18 Load: tb Loed:7 9 +ye 0.323 1.759 0.779 17.023 10.140 0.963 9 +ya Load: 10 Load: 13 Load: 16 Load: 16 Load: 11 Load: 17 9 -ve -0.485 -1.110 -0.751 •15.862 -9.585 -0.365 9 -ve Load: 17 Load: 10 Load: 11 Load: 11 Loetl: 16 Load: 14 10 +ve 0.096 3.190 0.082 2.684 9.440 1.107 10- +ve Load: 18 Load: 12 Loed:7 Loed:7 Load: 16 Load: 17 10 -ve -0.677 .0.000 -0.796 -16.640 -0.087 -0.207 10 -ve Load: 9 - Load: 16 Lead: 16 Load:7 Load: 14 11 +ve 0.000 1.227 1.316 57.437 6.431 0.376 11 +ve Load: 7 Load: 7 load: 8 Load: B Loed: 16 Load: 16 11 -ve _ -0.013 -0.664 -1.464 -08.134 -0.847 -0.020 11 -ve Load: 18 Load: 16 Loed: 19 Load: 19 Load: 11 Loed:7 12 +ve 0.005 1.161 0.000 0.000 .0.000 0.795 12 +ye Loed:7 Load:7 Load: 16 12 -ve -0.021 -0.585 -1.133 -46.357 -8.174 -0.099 12 -ve Load: 16 Load: 16 Load: B Load: 8 Load: B Load: 7 13 we 0.005 0.817 0.000 0.000 0.006 0.878 13 +ye Laed:7 Loed:7 - - - Loed:7 Lead: 18 13 -ve -0.027 .-0.275 -0.840 -40.913 -0.151 -0.105 - 13 -ve Load: 16 Lead; 16 Load: B Load: B Load: 16 Loed: 7 14 we 0.002 1.125 0.979 36.129 0.182 0.927 14 +ve BUTTE COUNTY • BUILDING DIVISION J°!N° Shoat No Rev dip 233-16-0645 SO 7 /25 9°Rwaro Oce n°edt°':'•• _•• Pen roe Thin LLOYD PURDUE e Rd - a7 AF D"'22JUN-16 c"'OA en°nt AMERICAN CARPORTS.Inc. F`0 233.16-0645.std 0oi M- 22 -Jun -201621:12 Beam Maximum Forces by Section Property Axial Shear Torsion Sendinn7 r SCOtinn !.!wt fn htun ry aim �!Max Y Max (Viz . (kip) (kip) (kip) (kipin) (kipin) (kipin) TS222214GA Max+ve 2.265 1 0.116 0.215 2.008 5.842 3.308 Max-ve -1.855 -0.117 -0.201 -2.202 -5.647 -3.239 TS222212GA Max+ve 16.176 6.378 0.637 11.564 9.058 36.508 Max-ve -13.000 .6.651 -0.711 -12.377 -9.415 -27.649 TS222212GAD12 Max+ve 10.149 1 1.417 1 0.864 2.853 36.398 51.400 Max-ve -11.778 1 .065 1 -0.957 -2.676 -30.935 -01.351 " TS222212GAD12I Max+ve 1.427 11.007 0.867 1.535 42.153 57.437 Mex-ve -2.267 -1.131 -0.960 -1.372 -36.129 -68.134 Reaction Summary Horizontall Vertical Horizontal Moment Node LIC FX FY FZ MX MY MZ (kip) (kip) (kip) (kipin) (kipin) (kipin) Max FX 4 7:D+LR 1.399 4.725 0.116 0.016 0.356 -51.552 Min FX 6 17:0.6D+0.6W) •1.268 -0.800 0.003 -0.006 0.024 40.554 - Max FY 20 7:D+LR -0.987 9.876 0.016 0.009 -0.101 32.876 Min FY 17 16:0.6D+0.6W) -0.906 -4.671 -0.403 •9.074 -3.446 1.317 Max FZ 24 7:D+LR -0.202 5.082 2.036 -0.195 -0.668 0.857 Min FZ 25 1 15:D+0.75LR+t -0.044 4.365 -2.108 1 -0.869 0.885 1.105 Max MX 11 8:D+0.6WXP -0.012 -0.627 1.316 67.437 6.433 0.376 Min MX 11 19:0.6D+0.6Wi -0.005 0.069 -1.464 -68.134 -6.847 0.148 Max MY 9 11:D+0.6WZN 0.186 -0.822 -0.751 •15.862 10.140 -0.066 Min MY 9 16:0.60+0.fiW) -0.350 1.205 0.779 17.023 -9.585 0.810 Max MZ 6 16:0.60+0.6W) -1.215 -1.681 0.001 -0.014 0.017 48.291 Min MZ 4 7:D+LR 1.399 1 4.725 0,116T 0.016 0.356 -51.552 ' FyOF E Reaction Envelope �pQ Horizontal Vertical Horizontal Moment (v� CIV Node Env FX FY FZ MX MY MZ (kip) (kip) (kip) (kipin) (kipin) (kipin) OMA 1 +ve 0.069 2.752 1.564 0.281 1.621 1.397w 1 +ve Load: 10 Lead:? Load:7 Load: 19 Load: 14 Load: 16 C. ABU -Y 1 -ve -0.090 -2.973 -1.437 -1.114 -2.051 -1.200 14 -ve 1 -ve Load: 17 Load: 16 Lood:1a Lead:8 Load: 17 Load:7 -0.061APPROVELP 2 +ve 0.064 2.364 . 0.816 1.006 2.106 1.698 �T C73 2 +ve Load: 10 Load: 15 Load: 16 Load:9 Load: 17 Load: 16 ,9T 2 -ve -0.099 -0.589 -1.698 -0.938 •1.042 •1.120 e FOF C .2. -ve Load: 17 Load: 16 Load: 15 Load: 18 • Load: 14 Load:7 3 +ve 1.394 3.168 0.107 . 0.122 1.833 39.060 - 3 +ve Load:7 Load: 15 Load:7 Load: 18 Lead:7 Loed: 16 DATED: 06 3 -ve -1.206 -0.115 -0.238 -0.429 •2.054 -48.354 L S` Z A. EIN 89 23/2016 Prim 9mel0°ta: 22Afi2016 2117 STAAD.Pro for Windows 20.07.04.12 PMT Run 3 a16 J°E N. 'aheN Ne Rev N�f: rnxr.IMF�u 233-16-0645 S08/25 6°Mnro Ocena°4 t°'- P°d J°kTWe LLOYD PURDUE Ret By AF N`22JUN-16 Cm OA AMERICAN CARPORTS.Inc, Fee 233-16-0645.etd 221un-201621:12 Reaction Envelope Cont... 118N2511 -77.-.7-1 Horizontal Moment PMt nm°mate: 22Jo62018 2117 STAAD.Pro for Windam 20 07 04.12 PMt Run a a e Node Env FX FY FZ MX MY M2 (kip) (kip) (kip) (kipin) (kip in) (kipin) 3 We Load: 17 Load: 16 Load: 18 Loed:7 Load: 18 Load:7 4 we 1.399 4.725 0.116 0.034 0.356 48.288 4 +ve Load:7 Load:7 Laed:7 Load: 12 Loed:7 Lead: 16 4 - -ve -1.243 -1.650 -0.156 -0.149 -0.546 51.552 _ 4 We Load: 17 Load: 16 Load: 19 Load: 19 Load: 18 Load:7 5 +ve 1.381 4.765 0.021 0.000 0.121 48.262 5 +ve Load:7 Load:7 Load:7 Load:? Load: 16 5 We -1.287 -1.681 -0.062 -0.144 -0.256 -51.261 5 -ve Load: 17 Load: 16 Load: 18 Load: 11 Load: 18 Loed:7 6 +ve 1.381 4.764 0.003 0.016 0.024 48.291 6 +ve Load:7 Load:? Load: 17 Laad:7 Load: 17 Load: 16 6 W. -1.268 -1.681 -0.060 -0.170 •0.248 -51.267 6 -ve Load: 17 Load: 16 Load: 14 Load: 18 Load: 14 Load:7 7 +ve 1.396 4.720 0.012 0.001 0.149 46.344 7 +ve Load:7 Load:? Load: 17 Laad:7 Load: 17 Load: 16 7 -ve -1.244 •1.650 -0.178 -0.191 -0.609 -51.431 7 -ve Load: 17 Lead: 16 Load: 14 Load: 18 Load: 15 Loed:7 8 +ve 1.367 2.271 0.053 0.442 0.330 39.186 8 +ve Loed:7 Load:7 Load: 17 Load:7 Load: 17 Load: 16 8 -ve -1.207 -2.977 -0.307 -0.216 -2.373 -47.270 8 We Load: 17 Load: 18 Load: 14 Load: 18 Load: tb Loed:7 9 +ye 0.323 1.759 0.779 17.023 10.140 0.963 9 +ya Load: 10 Load: 13 Load: 16 Load: 16 Load: 11 Load: 17 9 -ve -0.485 -1.110 -0.751 •15.862 -9.585 -0.365 9 -ve Load: 17 Load: 10 Load: 11 Load: 11 Loetl: 16 Load: 14 10 +ve 0.096 3.190 0.082 2.684 9.440 1.107 10- +ve Load: 18 Load: 12 Loed:7 Loed:7 Load: 16 Load: 17 10 -ve -0.677 .0.000 -0.796 -16.640 -0.087 -0.207 10 -ve Load: 9 - Load: 16 Lead: 16 Load:7 Load: 14 11 +ve 0.000 1.227 1.316 57.437 6.431 0.376 11 +ve Load: 7 Load: 7 load: 8 Load: B Loed: 16 Load: 16 11 -ve _ -0.013 -0.664 -1.464 -08.134 -0.847 -0.020 11 -ve Load: 18 Load: 16 Loed: 19 Load: 19 Load: 11 Loed:7 12 +ve 0.005 1.161 0.000 0.000 .0.000 0.795 12 +ye Loed:7 Load:7 Load: 16 12 -ve -0.021 -0.585 -1.133 -46.357 -8.174 -0.099 12 -ve Load: 16 Load: 16 Load: B Load: 8 Load: B Load: 7 13 we 0.005 0.817 0.000 0.000 0.006 0.878 13 +ye Laed:7 Loed:7 - - - Loed:7 Lead: 18 13 -ve -0.027 .-0.275 -0.840 -40.913 -0.151 -0.105 - 13 -ve Load: 16 Lead; 16 Load: B Load: B Load: 16 Loed: 7 14 we 0.002 1.125 0.979 36.129 0.182 0.927 14 +ve BUTTE COUNTY • BUILDING DIVISION Loed:7 Loatl:7 Loed:B Load:B Loed:B Load: t6 14 -ve •0.028 -0.368 -1.081 -42.153 -0.18fi -0.061APPROVELP nWy wn'•, i.i°.. Q� Saaxare 0cereetla�...••.• • Job No Sheat Na Rev 233-16-0645 S09/25 Pan Jobnua LLOYD PURDUE Sheel No R°� Rof By AF N"22 -JUN -16 Gi° OA loom AMERICAN CARPORTS.Inc, 233-16-0645 solo/25 9oawera O<anvatl a. •• ' ..- mO 233-16-0645.atcl o°f°mr"22Jun-201621:12 Reaction Envelope Cont... Horizontal Vertical Horizontal Job 1We LLOYD PURDUE Moment W. E- DATED: We Fnv 6Y nY Fp taix -mt (kip) (kip) (kip) (klpin) (kipin) (kipin) 14 -ve Load: 16 Load: 16 Load: 19 Load: 19 Load: 19 Load:7 15 +ve 0.001 1.580 0.000 0.000 2.244 0.764 15 +ve Load:7 Load:7 Load: 16 Load: 16 15 -ve -0.019 -0.589 -0.888 -37.922 -0.030 -0.051 15 -ve Load: 16 Load: 16 Lead:8 Load:8 Load:7 Load:7 16 +ve 0.235 1.611 0.795 25.373 1 0.785 0.969 IS +ve Load:7 Load:7 Load:8 Load:8 Load:8 Load: 16 16 -va -0.722 -2.887 -0.929 -31.589 -0.412 -0.058 16 -va load: 16 Load: 16 Load: 19 Load: 19 Load: 19 Load:7 17 +ve 0.068 1.835 0.048 1.312 0.022 1.324 17 +ve Load:7 Load:7 Load:7 Load:7 Load:7 Load:8 17 -ve 1 -0.906 -4.677 1 -0.403 -9.074 -3.446 0.000 17 -ve Load: i6 Load: 16 Load: 16 Load: 16 Load: 16 18 we 0.000 6.232 0.155 0.000 1.967 1 34.216 18 +ve Load:7 Load:? Lead: 19 Lead: 12 18 -ve -1.146 -2.455 -0.285 -0.401 -1.906 0.000 18 -ve Load: 12 Load: 16 Load: 18 Load: 12 Load:7 19 +ve 0.000 9.827 0.119 0.049 0.491 39.930 19 +ve Lead:7 Load:7 Load: 12 Load: 18 Load: 12 19 -ve -1203 -3.445 -0.163 -0.321 -0.378 0.000 19 -ve Load: 12 Load: 16 Load: 19 Load: 19 1 Load:7 20 +ve 0.000 9.876 0.016 0.010 0.265 41.035 20 +ve Lead:7 Load:7 Load: 12 Load: 19 Load: 12 20 -ve -1.203 -3.514 -0.070 -0.268 -0.101 0.000 20 -ve Load: 12 Load: 16 Load: 19 Load: 19 Load:7 21 +ve 0.000 9.876 0.006 0.030 0.311 41.054 21 +ve Load:7 Load: 16 Load: 12 Load: 14 Load: 12 21 We -1.203 -3.514 -0.073 -0.261 0.000 0.000 21 •va Load: 12 Load: 16 Load: 15 Load: 19 - - 22 +ve 0.000 9.822 0.000 0.008 0.680 39.99022 +ve - Load:7 - Load:7 Load: 15 Load: 12 22 -ve -1.204 -3.445 -0.190 -0.266 0.000 0.00022 -ve Load: 12 Load: 16 Load: 15 Load: 7823 +ve 0.0006.136 0.104 0.443 2.588 34.147 23 +ve Load:7 Load: 16 Load: 12 Load: 14 Load: 12 23 -va -1.184 -4.155 -0.322 -0.182 0.000 0.00023 -va Load:14 Load: 18 Load: 15 Loed: 1924 +ve 0.000 5.082 2.036 1.400 1.300 1.370 24 +ve Load:7 Lead:7 Loatl: 16 Load: 16 Load: 14 24 -ve -0.676 -2.471 -1.574 -2.921 -4.696 0.00024 -ve Load:8 Load: 18 Load: 18 Load: 11 Load: 11 25+ve 0.000 5.310 0.051 0.237 1.207 1.691 25 +ve - Load: 12 Load: 16 Load: 13 Load: 14 Loed: 12 25 -ve -0.080 0.000 -2.108 -1.348 0.000 0.000 -ve --,.; -.r STAAD.Pro for Windom 20.07.04.12 3S /Q IL � A. m kSEI XT 189 /23/2016 BUTTE COUN Job N. Sheel No R°� 233-16-0645 solo/25 9oawera O<anvatl a. •• ' ..- Pen Job 1We LLOYD PURDUE Rot By AF D"22. -JUN -16 � OA C*1 AMERICAN CARPORTS.Inc, m0233-16.0645.std o°tOm"10221un-201621:12 Reaction Envelope Cont... Ilariu-b l M.3fluai Ru112ullml oment Node Env FX FY FZ MX MY MZ (kip) (kip) (kip) (kipin) (kipin) (kipin) 25 -ve Load: 10 Load: 15 load: 18 28 +ve 0.000 0.365 0.087 0.019 0.000 29.412 26 +ve Load: 13 Load: 15 Load: 19 Load: 12 26 -ve -0.587 -0.212 0.000 -0.783 -1.351 0.000 26 -ve Load: 12 Load: 18 Load: 12 Load: 12 27 +ve 0.000 1.041 0.001 0.065 0.032 35.084 27 +ve Load: 11 Load: 15 Load: 15 Lead: 11 Load: 12 27 -ve -0.672 -0.086 -0.000 -0.005 -0.031 0.000 27 -ve Load: 12 Load:18 Load: 16 Load: 16 Load: 16 28 +ve 0.000 1.106 0.001 0.051 0.040 36.801 26 we Load: 13 Load:19 Load:19 Load:19 Load: 12 28 -ve -0.705 -0.052 -0.000 -0.018 -0.011 0.000 28 -ve Loed: i2 Load: 16 Load:12 Load: 12 Load: 12 29 +ve 0.000 1.107 0.001 0.053 0.044 25 36.8 29 +ve Load: 1J Load:11 Load: 11 Load:10 Load:12 29 -ve-0.706 -0.045 0.000 -0.002 0.000 0.000 29 -ve Load: 12 Load:18 Led:16 30 +ve 0.000 1.048 0.001 0.062 0.053 35.180 30 +ve Load:13 Load:18 Lad:19 Load: 18 Load: 72 30 -ve -0 .674 •0.062 -0.001 -0.035 -0.003 0.000 30 -ve Load: 12 Load: 18 Loed:7 Load:7 Loed:7 31 +ve 0.000 0.438 0.056 0.153 7.073 29.716 31 +ve Loed: 13. Load:18 Load: 12 Loed: 13 Load: 12 31 we -0.590 -0.061 -0.072 0.000 -0.207 0.000 31 •ve Load: 12 Load:18 Load:7 Load: 18 32 +ve 0.016 1.618 0.287 0.025 0.000 3.808 32 +ve Load: 18 Loed:7 Load:13 Laed: 19 Laed: 12 32 -ve -0.075 -0.226 0.000 -0.173 •2.236 0.000 12 -ve Loed: 13 Load: i8 - Load: 12 Load:12 - 33 +ve 0.000 1.557 0.048 0.140 2.116 7.796 33 +ve Loed:7 Load:18 Load: 12 Load: 12 Loatl: 12 33 -ve -0.154 -0.266 -0.297 0.000 -0.054 0.000 33 -ve Load: 12 Load:18 Loed: 13 Load: 19 Pd4 TMeRAte: 2]AarJOta ]1:27 STAAD.Pro for 1Mnd- 20 07 04 12 . Pnnt Run 9 et 9 BUTTE COUN TY BUILDING DIVISION Q��"• e°Ilxmm Ocenwtl to r_ Job No Sheet 233-16-0645 Pert No SO 11 R- /25 - Jobnue LLOYD PURDUE Re1 By AF M -22 -JUN -16 Gi4 OA AMERICAN CARPORTS.Inc, R. 233.16-0645.std o�O 22Jun-201621:12 Utilization Ratio Beam Analysis iIUPBN9 Design r1upetty Actual Allowabl( 8908 H898 Ratio A61JAIlow.) Clause L/C Ax Qnh Iz Oft J) ly (n') Ix On') 1 TS222214Gi TS222214G1 0.172 0.000 0.172 Clause Hit 18 0.719 0.564 0.564 0.845 2 TS222214Gi TS222214GJ 0.167 0200- 0.167 Clause H12 18 0.719 0.564 0.564 0.845 3 TS222214Gi TS222214GJ 0.155 0.000 0.155 Clause H12 18 0.719 0.564 0.564 0.845 4 TS222214Gi TS222214G1 0.154 0.000 0.154 Clause H12 18 0.719 0.564 0.564 0.845 5 TS222214Gi TS222214Gi 0.155 0.000 0.155 Clause H12 18 0.719 0.564 0.564 0.845 6 TS222214Gi TS222214Gt 0.154 0.000 0.154 Clause H12 9 0.719 0.564 0.564 0.845 7 1 TS222214Gi TS222214G1 0.163 0.000 0.163 1 Clause H12 9 0.719 1 0.564 0.564 0.645 8 TS222214G1 TS222214Gi 0.404 0.000 0.404 Clause H12 7 0.719 0.564 0.564 0.845 9 TS222214Gi TS222214GJ 0.337 0.000 0.337 Clause H72 19 1 0.719 1 0.564 0.564 0.845 10 TS222214Gi TS222214G1 0.141 0.000 0.141 Clause H12 16 1 0.719 1 0.564 0.564 0.845 11 TS222214Gi TS222214GJ 0.391 0.000 0.391 Clause H12 7 0.719 0.564 0.564 0.845 12 TS222214Gi TS222214Gi 0.249 0.000 0.249 Clause H72 18 0.719 0.564 0.564 0.845 13 TS222214Gi T5222214G1 0.208 0.000 0.208 Clause H72 t8 0.719 0.564 0.564 0.845 14 TS222214Gi TS222214GJ 0.191 0.000 0.191 Clause H72 18 0.719 0.564 0.564 0.845 15 TS222214GJ TS222214Gi 0.187 0.000 0.187 Clause H12 18 0.719 0.564 0.564 0.845 16 TS222214GJ TS222214GJ 0.190 0.000 0.190 Clause H12 18 0.719 0.564 0.564 0.845 17 TS222214GJ TS222214GJ 0.188 0.000 0.188 Clause H112 9 ' 0.719 0.564 0.564 0.845 18 TS222214GJ TS222214G1 0.275 0.000 0.275 Clause H12 14 0.719 0.564 0.564 0.845 19 TS222214Gi TS222214GJ 0.312 0.000 0.312 Clause H12 18 0.719 0.564 0.564 0.845 20 TS222214Gt TS222214GJ 0.207 0.000 0207 Clause H72 90.719 0.564 0.564 0.845 21 TS222214Gi TS222214GJ 0.216 0.000 0.216 Clause H72 18 0.719 0.564 0.564 0.845 22 TS222214Gt TS222214GJ 0.214 0.000 0.214 Clause Hit 18 0.719 0.564 0.564 1 0.845 23 TS222214Gi TS222214Gi 0.218 0.000 0.218 Clause H12 18 0.719 0.564 0.564 0.845 24 TS222214Gi TS222214G1 0.209 0.000 0.209 Clause H12 9 0.719 0.564 0.564 0.845 25 TS222214Gi TS222214Gt 0.311 0.000 1 0.311 Clause H72 14 0.719 0.564 0.564 0.845 26 TS222214Gi TS222214Gi 0.174 0.000 0.174 Clause H72 19 0.719 0.564 0.564 0.845 27 TS222214G1 TS222214Gt 0.457 0.000 0.457 Clause H72 18 0.719 0.564 0.564 0.845 28 TS222214Gi TS222214G1 0.242 1.000 0.242 Clause H12 11 1 0.719 0.564 0.564 0.845 29 TS222214Gi TS222214G1 0.250 1.000 0.250 Clause HIM 16 1 0.719 0.564 0.564 0.845 30 TS222214Gi TS222214G1 0.364 1.000 0.364 Clause H12 18 0.719 0.564 0.564 0.845 31 TS222214Gi TS222214G1 0.300 1.000 0.300 Clause 1-112 18 0.719 0.564 0.564 1 0.845 32 TS222214Gi TS222214G1 0.287 1.000 0.287 Clause H72 18 0.719 0.564 0.564 1 0.645 33 TS222214Gi TS222214Gi 0.272 1.000 0.272 Clause H12 18 0.719 0.564 0.564 0.845 34 1 TS222214G,l TS222214GI 0.269 1.000 0.269 Clause H12 10 0.719 0.564 0.564 0.84 35 TS222214Gi TS222214GJ 0.284 1.000 0.284 Clause H12 10 0.719 0.564 0.564 -OAVf 36 TS222214Gi TS222214Gi 0.351 1.000 0.351 Clause H12 14 0.719 0.564 0.564 37 TS222214Gi TS222214G1 0.094 1.000 0.094 Clause H12 16 0.719 0.564 0.564 . 4 38 TS222214Gi TS222214G1 0.122 1.000 0.122 Clause H12 16 0.719 0.564 0.564 5 39 TS222214Gi TS222214G1 0.065 1.000 0.065 Clause H72 .16 0.719 0.564 0.564 C71. 45 40 ' TS222214Gi TS222214G1 0.088 1.000 0.088 Clause H12 16 0.719 0.564 0.564 . 45 41 TS222214Gi TS222214G1 0.072 1.000 0.072 Clause H12 17 0.719 0.564 0.564 . 45 42 TS222214Gi TS222214G1 0.109 1.000 0.109 Clause H12 16 0.719 0.564 0.564 0. 5 43 TS222214G1 TS222214Gi 0.093 1.000 0.093 Clause H72 10 0.719 0.564 0.564 0.84 44 TS222214Gi TS222214Gt 0.130 1.000 0.130 Clause H72 16 0.719 0.564 0.564 45 TS222214Gi TS222214Gi 0.061 - 1.000 0.061 Clause H12 16 0.719 0.564 0.564 0. DATED: 06/23/2016, BUTTE COUNTY BUILDING DIVISION APPR®VL; rd�rt,f yn^Pa. S°ewem O°°n°ed t°1^ - J.bM SMet 233-16-0645 P°d Job N. 233-16-0645 S013/25 Port I Ree Job Tlll° LLOYD PURDUE Jebnso LLOYD PURDUE • Rel By AF _ Cbd OA Re1 By AF M"22 -JUN -16 CM OA Pd0233-16-0645.std 0°eN AMERICAN CARPORTS.Inc, Utilization Ratio Cont... Utilization Ratio Cont... n:.:R1 &.Mj.i. Ouulyu Property Property 111.0181 Rolla R' 233.16-0645.std Oate/B"'0 22Jun-201621:12 AX (In') 12 (In') Beam Analysis PrepBrly. Design Wwrty Actual Allowabl Bello' Raflo Rntio ActJAllow.) Clause LIC AX (in) IL (In) Ir (In') Ir - Cin') 0.564 0.945- 91 TS222214GI TS222214GI 0.122 1.000 0.122 Clause H12 16 0.719 0.564 0.564 0.845 TS222214GI TS222214GJ 0.532 92 TS222214GI TS222214G1 0.116 1.000 - 0.116 Clause H12 8 0.719 0.564 0.564 0.845 0.333 Clause H12 93 TS222214GI TS222214G/ 0.118 1.000 0.118 Clause H72 16 0.719 0.564 0.564 0.845 0.719 0.564 94 TS222214Gi TS222214G/ 0.118 1.000 0.118 Clause H72 8 0.719 0.564 0.564 0.845 0.845 142 95 TS222214GI TS222214G/ 0.120 1.000 0.120 Clause H12 16 0.719 0.564 0.564 0.845 0.192 1.000 96 TS222214GI TS222214Gi 0.150 1.000 0.150 Clause H12 19 0.719 0.564 0.564 0.845 H72 18 97 TS222214GI TS222214Gi 0.166 1.000 0.166 Clause H72 19 1 0.719 1 0.564 0.564 1 0.845 0.564 0.564 98 TS222214Gi TS222214G/ 0.220 1.00 0.220 Clause H12 16 0.719 0.564 0.564 0.845 147 TS222214Gi TS222214Gi 99 TS222214GI TS222214G/ 0.191 1.000 0.191 Clause H72 16 0.719 0.564 0.564 0.845 1.000 0.270 Clause 100 TS222214GI TS222214Gi 0.213 1.000 0.213 Clause H12 7 0.719 0.564 0.564 0.845 8 0.719 101 TS222214GI TS222214Gi 0.294 1.000 0.294 Clause 1-112 12 0.719 0.564 0.564 0.845 0.564 0.845 102 TS222214GI TS222214GI 0.266 1.000 0.266 Clause HIM 12 0.719 0.564 0.564 0.845 TS222214G/ TS222214GI 0.207 103 TS222214GI TS222214G/ 0.170 1.000 0.170 Clause HIM 8 0.719 0.564 0.564 0.845 0.213 Clause H72 104 TS222214GI TS222214G/ 0.241 1.000 0.241 Clause H72 8 0.719 0.564 0.564 0.845 0.719 0.564 105 1 TS222214G1 I TS222214GI 0.139 1.000 0.139 Clause H72 11 0.719 0.564 0.564 0.845 0.845 156 106 TS222214GI TS222214G/ 0.343 1.000 0.343 Clause H12 B 1 0.719 0.564 0.564 0.845 0.353 1.000 107 TS222214GI TS222214G/ 0.354 1.000 0.354 Clause H72 8 0.719 0.564 0.564 0.845 H12 15 108 TS222214GI TS222214Gi 0.238 1.000 0.238 Clause H72 19 0.719 0.564 0.564 0.845 0.564 1 0.564 109 TS222214GI TS222214G/ 0.404 1.000 0.404 Clause H12 12 0.719 0.564 0.564 0.845 161 TS222214GI TS222214GI 110 TS222214GI TS222214G/ 0.308 1.000 0.308 Clause H1219 0.564 0.719 0.564 0.564 0.845 1.000 1 0.257 Clause 111 TS222214GI TS222214GI 0.094 1.000 0.094 Clause H12 16 0.719 0.564 0.564 0.845 18 0.719 112 TS222214GI TS222214G1 0.094 1.000 0.094 Clause H12 8 0.719 0.564 0.564 0.845 0.564 0.845 113 TS222214GI TS222214G/ 0.130 1.000 0.130 1 Clause H72 8 0.719 1 0.564 0.564 1 0.845 TS222214G/ TS222214GI 0.293 114 TS222214G1 TS222214Gi 0.101 1.000 0.101 1 Clause H72 16 0.719 0.564 0.564 1 0.845 0.026 Clause H12 115 TS222214GI TS222214Gi 0.099 1.000 0.099 Clause 1-112 8 0.719 0.564 0.564 0.845 0.719 0.564 116 TS222214GI TS222214Gi 0.117 1.000 0.117 Clause H72 16 0.719 0.564 0.564 0.845 - 170 117 TS222214G1 TS222214GI 0.134 1.000 0.134 Clause H12 8 0.719 0.564 0.564 0.845 0.055 1.000 118 TS222214GI TS222214Gi 0.111 1.000 0.111 Clause H12 16 0.719 0.564 0.564 0.845 H72 7 119 TS222214Gi TS222214GI 0.277 1200 0.277 Clause H12 8 0.719 0.564 0.564 0.845 0.564 0.564 120 TS222214G1 TS222214Gj 0.201 1.000 0.201 Clause H12 16 0.719 0.564 0.564 0.845 75 TS222214Gi TS222214GI 121 TS222214GI TS222214Gi 0.084 1.000 0.084 Clause H12 16 0.719 0.564 0.564 0.845 1.000 0.066 Clause 122 TS222214GI TS222214Gi 0.105 1.000 1 0.105 Clause H12 1 8 1 0.719 0.564 0.564 0.845 18 0.933 0.715 0.715 TS222214Gi 0.094 1.000 0.094 Clause H12 16 0.719 0.564 0.564 0.845TS222214G1 0.715 1.070 352 TS222212GI T5222212GI TS222214GI 0.193 1.000 0.193 Clause H12B 0.933 0.719 0.564 0.564 0.845 TS222212GI TS222212GI 1 0.052 1.000 TS222214GI TS222214G/ 0.081 1.000 0.081 Clause H12 8 0.719 0.564 0.564 0.84 TS222214G1 TS222214G1 0.091 1.000 0.091 Clause HIM 16 0.719 0.564 0.564 5TS222214GI r12TS222214GI TS222214GI 0.045 1.000 0.045 Clause H12 15 0.719 0.564 0.564 TS222214GI TS222214GI 0.196 1.000 0.196 Clause Hl2 8 0.719 0.564 0.564 C VIL TS222214GI TS222214GI 0.268 1.000 0.268 Clause H72 14 0.719 0.564 0.564 .845TS222214GI TS222214GI 0.171 1.000 0.171 Clause H12 16 0.719 0.564 0.564 ` .845 131 TS222214GI TS222214GI 0.185 1.000 0.185 Clause H72 18 0.719 0.564 0.564 0.845 M R -"132 TS222214G1 TS222214GI 0.171 1.000 0.171 ClauseHl2 18 0.719 0.564 0.564 0.8 U_ AS ' 133 TS222214GI TS222214G/ 0.153 1.000 0.153 Clause H12 10 0.719 0.564 0.564 .8 5 134 TS222214GI TS222214(3I 0.151 1.000 0.151 1 Clause H12 18 0.719 0.564 0.564 45 135 TS222214GI TS222214Gi 0.154 1.000 0.154 1 Clause HIM 18 0.719 1 0.564 0.564 C7 389 PM ,�iarnlcPlnv: jig " -_ S°e .Oan°°d 1. - J.bM SMet 233-16-0645 P°d No Rov S014/25 Job Tlll° LLOYD PURDUE • Rel By AF 0 -t -22 -JUN -16 Cbd OA 0u°N AMERICAN CARPORTS.Inc, Pd0233-16-0645.std 0;'-- O22Jun-201621:12 Utilization Ratio Cont... n:.:R1 &.Mj.i. Ouulyu Property Property 111.0181 Rolla N IluWaul Rollo InLise ActJAllow.) LlC AX (In') 12 (In') ly (In) IX W) 136 TS222214G/ TS222214GI 0.155 1.000 0.155 Clause HI/2 101 0.719 0.564 0.564 0.945- 137 TS222214G/ TS222214G1 0.171 1.000 0.171 Clause H72 10 0.719 0.564 0.564 0.845 138 TS222214GI TS222214GJ 0.532 1.000 0.532 Clause H72 7 0.719 0.564 0.564 0.845 139 TS222214GI TS222214GI 0.333 1.000 0.333 Clause H12 19 0.719 0.564 0.564 0.845 140 TS222214G1 TS222214GI 0.512 1.000 0.512 Clause H12 7 0.719 0.564 0.564 0.845 141 TS222214GI TS222214GI 0.104 1.000 0.104 Clause H12 14 0.719 0.564 0.564 0.845 142 TS222214GI TS222214GI 0.254 1.000 0.254 Clause H12 18 0.719 0.564 0.564 0.845 143 TS222214G/ TS222214GI 0.192 1.000 0.192 Clause H12 18 0.719 0.564 0.564 0.845 144 TS222214GI TS222214G,l 0.182 1.000 0.182 1 Clause H72 18 0.719 1 0.564 0.564 0.845 145 TS222214G/ TS222214GI 0.179 1.000 0.179 Clause H12 18 1 0.719 0.564 0.564 0.845 146 TS222214Gi TS222214Gy 0.184 1.000 0.184 Clause 1-112 10 0.719 0.564 0.564 0.845 147 TS222214Gi TS222214Gi 6.179 1.000 0.179 Clause H12 14 0.719 0.564 0.564 0.845 148 TS222214G/ TS222214GI 0.270 1.000 0.270 Clause H12 8 0.719 0.564 0.564 0.845 149 TS222214GI TS222214GI 0.305 1.000 0.305 Clause 1-112 8 0.719 0.564 0.564 0.845 150 TS222214GI TS222214GI 0.195 1.000 0.195 Clause H12 10 0.719 0.564 0.564 0.845 151 TS222214G/ TS222214GI 0.207 1.000 0.207 Clause H72 10 0.719 0.564 0.564 1 0.845 152 TS222214G/ TS222214GI 0.207 1.000 1 0.207 Clause H12 18 0.719 0.564 0.564 0.845 153 TS222214Gi TS222214G1 1 0.213 1.000 0.213 Clause H72 18 0.719 0.564 0.564 0.845 154 TS222214G/ TS222214GI 0.192 1.000 0.192 1 Clause 1-112 18 1 0.719 0.564 0.564 0.845 155 TS222214Gi TS222214GJ 0.334 1.000 0.334 Clause 1-112 8 0.719 0.564 0.564 0.845 156 TS222214Gi TS222214GI 0.339 1.000 0.339 Clause H12 7 0.719 0.564 0.564 0.845 157 TS222214G/ TS222214GI 0.353 1.000 0.353 Clause H12 18 0.719 0.564 0.564 0.845 158 TS222214GI TS222214GI 0.411 1.000 0.411 Clause H12 15 0.719 0.564 1 0.564 0.845 159 TS222214GI TS222214GI 0.156 1.000 0.156 Clause H1!2 14 0.719 0.564 1 0.564 0.845 160 TS222214GI TS222214GI 0.238 1 1.000 0.238 Clause 1-112 18 0.719 0.564 0.564 0.845 161 TS222214GI TS222214GI 0.260 1.000 0.260 Clause H72 18 0.719 0.564 0.564 0.845 162 TS222214G/ TS222214GI 0.257 1.000 1 0.257 Clause H12 18 0.719 0.564 0.584 0.845 163 TS222214G/ TS222214Gi 0.250 1.000 1 0.250 Clause H12 18 0.719 0.564 0.564 0.845 164 TS222214Gi TS222214GI 0.246 1.000 0.246 Clause 1-112 18 0.719 0.564 0.564 0.845 165 TS222214G/ TS222214GI 0.270 1.000 0.270 Clause H12 10 0.719 0.564 0.564 0.845 166 TS222214G/ TS222214GI 0.293 1.000 0.293 Clause H72 10 0.719 0.564 0.564 0.845 167 TS222214Gi TS222214G1 0.026 1.000 0.026 Clause H12 12 1 0.719 0.564 0.564 0.845 168 TS222214G/ TS222214G, 0.024 1.000 0.024 Clause H12 18 0.719 0.564 0.564 0.845 169 TS222214GI TS222214GI 0.095 1.000 0.095 Clause H12 13 0.719 0.564 0.564 0.845 170 TS222214GI TS222214GI 0.093 1.000 0.093 Clause H12 13 0.719 0.564 0.564 0.845 171 TS222214G/ TS222214G1 0.055 1.000 0.055 Clause H12 7 0.719 0.564 0.564 0.845 172 TS222214G/ TS222214GI 0.054 1.000 0.054 Clause H72 7 0.719 0.564 0.564 0.845 173 TS222214G/ TS222214Gi 0.093 1.000 0.093 Clause H72 12 0.719 0.564 0.564 0.845 174 TS222214GI- TS222214GI 0.082 1.000 0.082 Clause 1-112 8 0.719 0.564 0.564 0.845 75 TS222214Gi TS222214GI 0.086 1.000 0.086 Clause H12 7 0.719 0.564 0.564 0.845 76 TS222214G/ TS222214G1 0.066 1.000 0.066 Clause HI/2 8 0.719- .0.564' 0.564 0.845 50 TS222212Gi TS222212G, 0.064 1.000 0.064 Clause H12 18 0.933 0.715 0.715 1.070 51 T5222212G/ TS222212GI 0.081 1.000 0.081 Clause H12 18 0.933 0.715 0.715 1.070 352 TS222212GI T5222212GI 0.057 1.000 0.057 Clause H72 18 0.933 0.715 0.715 1.070 353 TS222212GI TS222212GI 1 0.052 1.000 0.052 Clause H12 1 17 1 0.933 1 0.715 0.715 1.070 HN Rim] ]i � O`_ ml nmelll0°:IIAe/J01911:49 F OF CA�-�F . DATED: 06/23/2016 STAAD.Pro for Windows 20.07.04.12 P M Run 4 a ]7 BUTTE COUNTY BUILDING DIVISION APPR®V' DATED: 06/23/2016 BUTTE COUNTY BUILDING DIVISION APPROVED 491 TS222212 494 TS222212 bi�u.vro ior wincom ZU.U[.U4.1Z DATED: 06/23/2016 BUTTE COUNTY BUILDING DIVISION, -APPROVEL-4, J.b N. 233-16-0645 P.n 0 " I R*1 017/25 J-�Tlu- LLOYD PURDUE Rd By AF N"224UN-16 � OA AMERICAN CARPORTS.Inc, 233-16-0645zhi 22 -jun -2016 211: Utilization Ratio Cont... 13cam Analysis Design Property_ Actual Allowmabi Ratio Ratio Ratio Clause LIC 'A.tJ/Vl-.) Ax fin) 1. 0-1) ly On') Ix (In' 450 _Pmperty TS222212G, TS222212Gj 0.085 1.000 a 04085 Clause HIM 7 Oo933 - 0.715 0.715 1 451 TS222212G, TS222212G� 0.085 1.000 0.085 Clause H1f2 7 0.933 0*715 0.715 1 452 TS222212G, TS222212Gj 0.087 1.000 0.087 Clause HI/2 7 0.933 0.7`15 0JI5 453 TS222212G, TS222212Gj 0.097 1.000 0.097 Clause 1-1112 7 0.933 0.715 0.715 454 TS222212G, TS222212Gj 0.109 1.000 0.109 Clause H112 7 0.933 0.715 0.715 455 TS222212G, TS222212Gi 0.105 1.000 0.105 Clause H112 7 0.933 0.715 0.715 1 456 TS222212G, TS222212Gi 0.106 1.000 0.106 1 Clause H1/2 7 1 0.933 0.715 0.715 1 457 TS222212Gi TS222212G) 0.106 1.00a. 0A06 Clause HEL- 7 0.933 0.715 0.715 1 458 TS222212Gi TS222212G) 0.105 1.000 0.105 Clause Hi/2 7 0.933 0.715 0.715 1 459 TS222212G, TS222212Gj 0.107 1.000 0.107 Clause HI12 7 0.933 0.715 0.715 1 460 TS222212G, TS222212Gj 0.104 FO.O97 1.000 0.104 Clause H112 7 0.933 0.716 0.715 i 461 TS222212G, TS222212Gj 0.099 1.000 0.099 Clause H1/2 7 0.933 0.715 0.715 1 462 TS222212Gj TS222212Gi 0.096 1.000 0.096 Clause H1/2 7 0.933 04715 0.7115 1 463 TS222212G, TS222212Gj 1.000 0.097 Clause Hi/2 7 0.933 0.715 OJI5 1 464 TS222212G, TS222212Gi 0.099 1.000 0.099 Clause HI/2 7 0.933 0.715 0.715 1 465 1 TS222212G,l TS222212Gi 0.102 1.000 0.102 Clause HI/2 7 0.933 0.715 0.715 1 466 TS2222120i TS222212G) 0.124 1.00a. 0.124 Clause- 2L- 7 0.933 0.715 0.715 1 467 TS222212G, TS222212G) 0.121 1.000 0.121 Clause H1/2 7 0.933 1 0.715 0.715 1 468 TS222212G, TS222212Gi 0.117 1.000 0.117 Clause H1/2 7 0.933 0.715 0.715 1 469 TS222212G, TS222212Gj 0.117 1.000 0.117 Clause H112 7 0.933 0315 0.715 1 470 TS222212G, TS222212Gi OA20 1.000 0.120 Clause H112 7 0.933 0.715 0.715 1 471 TS222212G, TS222212Gj 0.122 1.000 0*122 Clause HM 7 0.933 0.715 0.715 1 472 TS222212Gj TS222212Gj 0.144 1.000 0A44 Clause H112 7 0.933 0.715 0.715 1 473 TS222212G, T$222212Gi 0.110 1.000 0.110 Clause HI/2 7 0.933 0.715 0.715 1 474 1 TS222212G, I TS222212Gi 0.109 1.000 0.109 Clause H112 7 0.933 0.715 0.715 1 475 TS222212G, TS222212Gi 0.109 1.00a. 0.109 Clause Hl��_ 7 0.933 0.715 0.715 1 476 TS222212G, TS222212Gi 0.109 1.000 0.109 Clause 1-1112 7 0.933 0.715 0.715 i 477 TS222212Gi TS222212Gi 0.142 1.00a. 0.142 Clause H1/2 7 0.933 0J15 0.715 1 478 TS222212Gi TS222212Gj 0.130 1.000 0.130 Clause HV2 7 0.933 0.715 0.715 1 479 TS222212Gi TS22.2212Gi 0.130 1.000 0.130 Clause H1/2 7 0.933 0.715 OJ15 1 480 TS222212G, TS222212Gj 0.130 1.000 0.130 Clause HI/2 7 0.933 0.715 04715 1 481 TS222212G, TS222212Gj 0.130 1.000 OA30 Clause Hi/2 7 0.933 0.715 0.715 1 482 TS222212G, TS222212Gi 04130 1.000 0.130 Clause HI/2 7 0.933 0.715 0.715 i 483 1 TS222212G)i TS222212G/ 0.127 1.000 0.127 Clause HI/2 7 0.933 1 0.715 0.715 1 1 484 TS222212G, TS222212Gi 0.121 1.00a. 0.121 Clause HI/2 7 0.933 1 0.715 0.715 1 485 TS222212G, TS222212Gi 0.119 1.000 0.119 Clause 7 0.933 0.715 0.716 1, 486 TS222212G, TS222212Gj 0.119 1.000 0.119 Clause H1/2 7 0.933 0.715 0*715 487 TS222212G, TS222212G) 0.120 1.000 0.120 Clause HI/2 7 0.933 0.715 0*715 488 TS222212Gi TS222212Gj 0.120 1.0�0- 0.120 Clause HI/2 0.933 0.715 0.715 489 TS222212Gi TS222212Gj 0.120 1.000 0.120 Clause 7 0.933 0115 0.715 1 490 TS222212G, TS222212G) 0.146 1.000 0.146 Clause HI/2 7 0.933 0.715 0.715 1 G, TS222212Gj 0.140 1.000 0.140 Clause HI/2 7 0.933 0.71S 0.715 TS222212G, 1 0.140 1 2 451 HI/2 7 - 0.933 0.7 2 71i5 19 11 TS2222!2GII I �222 .00 EC�2ua, 0�! �;eHI12 0133 (1,715 0�it Gil TS2222 2GI I 50.140 1 . 40 1 1.000 0.140 Clau. F_7 ."2 .33 7� 0.715 1 04715 1 491 TS222212 494 TS222212 bi�u.vro ior wincom ZU.U[.U4.1Z DATED: 06/23/2016 BUTTE COUNTY BUILDING DIVISION, -APPROVEL-4, korood 1. Job No a ..No 233.16-0645 Pon S019125 Job m- LLOYD PURDUE R.1 By AF co"22-JUN-16 "0, C"' AMERICAN CARPORTS.Inc, FB- 233.1"645.std Utilization Ratio Cont... Be.. Analysis Property Design Property Actual Allowabil Ratio R.O. - Ratio ActJAII-) Clause L/C Ax (in) lz on.) ly on') 540 TS222212G, TS222212Gj 0.118 1.000 0.118 Clause H112 7 0.933 0.715 OX 541 TS222212Gi TS222212Gi 0.112 1.000 0.112 Clause HI/2 7 0.933 0.715 0.7 542 TS222212G, TS222212G) 0.110 1.000 0.110 Clause HI/2 7 0.933 0.715 OX 543 TS222212G, TS222212G) 0.110 1.000 0.110 Clause Hi/2 7 0.933 0.715 0.71 544 TS222212G, TS222212Gj 0.111 1.000 0.111 Clause HI/2 7 0.933 0.715 0.71 545 TS222212G, TS222212Gj 0.115 1.000 0.115 Clause HI/2 7 0.933 0.715 0.71 546 1 TS222212G, I TS222212Gi 0.097 1.00�. 0.097 Clause 1-11/2 14 1 0.933 1 0.715 0.71 547 TS222212G, TS222212Gi 0.101 1.000 0.101 Clause HI/2 7 0.933 0.715 0.71 548 TS222212G, TS222212G) 0.097 1.000 0.097 Clause HI/2 7 0.933 0.715 0.71 549 T8222212G, TS222212G) 0.097 1.000 0.097 Clause HI/2 7 0.933 0.715 0-71 550 TS222212G, TS222212Gj 0.100 1.000 0.100 Clause HIM 7 0.933 0.715 0.71 551 TS222212G, TS222212G/ 0.074 1.000 0.074 Clause HI/2 7 0.933 0.715 0*71 552 TS222212G, TS222212Gj 0.200 1.000 0.200 Clause 1-1112 7 0.933 0.715 0.71 553 TS222212G, TS222212Gi 0.223 1.000 0.223 Clause HM 7 0.933 0.715 0.71 554 TS222212G, TS222212Gi 0.223 1.000 0.223 Clause HI/2 7 0.933 0.715 0.7i 555 TS222212G, TS222212GI 0.223 1.0TO 0.223 Clause HI/2 7 1 0.933 0.715 0.71 556 TS222212C, TS222212G) 0.223 1.000 0.223 Clause H112 7 0.933 0.715 OJI 557 TS222212Gi TS222212Gj 0.198 1.000 0.198 Clause HIM 7 0.933 0.715 0.71 558 TS222212G, TS222212Gj 0.313 1.000 0.313 Clause HI/2 7 0.933 0.715 0.71 559 TS222212G, TS222212Gj 0.347 1.000 0.347 Clause 1-11/2 7 0.933 0.715 1 0.71 560 TS222212G, TS222212Gi 0.345 1.0�0- 0.345 Clause 1-1112 7 0.933 0.715 0.7i 561 TS222212G, TS222212G) 0.345 1.000 0.345 Clause HI/2 7 0.933 0.715 0.71 562 TS222212G, TS222212Gj 0.347 1.�00 0.347 Clause Hi/2 7 0.933 0.715 0.71 3 563 TS222212G, TS222212G) 0.309 1.000 0 0.309 0' 1 Clause HI/2 7 0.933 0.715 0.71 4 564 5 6 TS222212G, TS222212Gi 0.433 1.00�. 0 4 33 0.433 Clause HIM 7 Oo933 7 0.715 0071 5 6 565 TS222212G, TS222212Gi 0.469 1.000 0 0.469 4 .9 Clause HI/2 7 0.933 0.715 0.71 566 TS222212G,l TS222212Gj 0.467 1.000 4 tI7 0.467 Claus. H1/2 7 7 0.933 0.715 0.71 6 567 7 TS222212G, TS222212Gj 0.467 loOOO 4 OA67 Clause HI/2 7 0.933 1 7 0.715 0.71 568 TS222212G, TS222212G) 0.469 10000 4 0.469 I' 67 Clause Hi/2 7 0.9331 0.715 0.71 5 9 569 TS222212G, TS222212G� 0.425 1.000 .3 0 4 2 0.425 Clause HI/2 7 0.933 1 7 0.71S 0.71 570 TS222212G, TS222212G) 0.562 1.000 0.562 Clause 1-1112 7 0.933 7 0.715 0671 7 1 571 TS222212Gi TS222212Gj 0.686 10000 0.586 Clause HI/2 7 7 0.933 0.715 0.71 572 7 2 TS222212G, TS222212Gi 0.584 1.000 0.584 Clause HI/2 7 0.933 7 0.715 0.71 573 7 3 TS222212G, TS222212G) 0.585 1.000 0.585 Clause HI/2 7 0.933 7 0.715 0.71 574 ti 7 4 TS222212Gi TS222212Gi 0.686 1.0�O 0.586 Clause HM 7 7 0.933 0.715 0.71 575 TS222212G, TS222212Gj 0.553 i.000_ 0. 553 Clause HI/2 7 0.933 0.715 1 0.71 576 TS222212Gi TS222212G) 0.765 1.000 0.765 Clause 1-1112 7 OwS33 0.715 0.71 577 TS222212G) TS222212Gi 0.773 1.000 0.773 Clause HI/2 7 Ow933 0315 0.71 578 TS2222i2G, TS222212Gj 0.774 1.000 0.774 Cl -e 1-1112 7 0.933 0.715 0.71 579 TS222212G) TS222212Gj 0.774 1.000 0.774 Clause 1-1112 7 0.933 715 711 N 580 TS222212Gi TS222212Gj 0.772 1.000 0372 Clause HI/2 7 Om933 C7 IF 1 1 �.�7 581 TS222212G, TS222212Gj 0.752 1 0.752 Clause HI/2 7 0.933 0115 011i �,12 TS222212G, TS222212G) 0.399 1.000 0399 Claus. HI/2 7 0.933 0.715 0.71 H3 TS222212G, TS222212Gj 0.404 1.000 0.404 Cie se HI/2 7 0,933 07 ' 0.71 5114 1 TS222212G,l TS222212Gj 0.405 1.000 ..405 Clause HI/2 7 0.933 0�71i 1 0.71 582 583 584 5 i�u.vro tar vvinoom zu.ut.um z A DATED: 06/23/2016 ..BUTTE COUNTY BUILDING DIVISION. APPROVED. DATED: 06/23/2016 BUTTE COUNT BUILDING DIVIS10tv APPROVED STAAD.Pro for Wndows 20.07.04.12 DATED: 06/23/2016 BUTTE COUNTY BUILDING DIVISION APPROVED J.b N. N. JR - 233 -16-0645 S023/25 J-� Ift LLOYD PURDUE Rd By AF 0"'22 -JUN -16 Cm CA Cl -t AMERICAN CARPORTS.Inc, Rl- 233-16-0645.std 22 -jun -201621:1; Utilization Ratio Cont... Be�T Ar!a!Ys!a Property Design - - Property Actual Allowabil - .. . . Ratio Ratio Ratio . - (ActJAJlow.) Clause L/C Ax 0.� 1. 0 ng) Ix 1�) n on a 720 TS222212Gi TS222212Gi 0.107 1.000 0.107 Clause HI12 11 1 0.933 1 0.715 0.715 1 721 TS222212G, TS222212Gj 0.100 1.000 0.100 Clause H1/2 11 0.933 0.715 0.715 1 722 TS222212G, TS222212Gj 0.097 1.000 0.097 Clause H1/2 18 0.933 0.715 0.715 723 TS222212G, TS222212(3� 0.102 1.000 OA02 Clause HI/2 it 0.933 0.715 0.715 724 TS222212Gi TS222212Gj 0.642 1.000 0.642 Clause HI/2 7 0.933 0.715 0.715 1 725 TS222212G, TS222212Gj 0.609 1.000 0.609 Clause HI/2 7 0.933 0.716 0.715 1 726 1 TS222212G,l TS222212G/ 0.610 1 1.000 0.610 1 Clause H112 7 0.933 0.715 0.715 1 1 727 TS222212G, TS222212Gi 0.614 1.000 0.614 Clause HI/2- 7 0.933 0.715 0.715 1 728 TS222212G, TS222212Gi 0.608 1.000 0.608 Clause H1/2 7 0.933 0.715 0.715 1 _729 TS222212G, TS222212Gi 0.630 1.000 0.630 Clause Hj/2 7 1 0.933 0.715 0.715 730 TS222212G, TS222212Gi 0.624 1.000 0.624 Clause H 1 16 0.933 0:715 0.715 1 731 TS222212G, TS222212Gj 0.392 1.000 O�392 Clause HIM 7 0.933 0.715 0.715 1 732 TS222242Gi TS222212Gj 0.392 1.02!) 0392 Clause H1/2 7 0.933 0115 0.715 1 733 TS222212Gj TS222212Gj 0.393 1.000 0.393 Clause H112 7 0.933 0.715 0.715 1 734 TS222212G, TS222212G/ 0.395 120-0 0.395 Clause H1/2 7 0.933 0.715 0.715 1 735 1 TS222212G,l TS222212GI 0.393 1 1.000 0.393 Clause H1/2 7 0.933 0.715 0.715 1 1 736 TS222212G, TS222212Gi 0.550 1.000 0.550 Clause H112 16 0.933 0.715 0.715 1 737 TS22221213, TS222212GI 0.222 1.000 0.222 Clause HI/2 7 0.933 0.715 0.715 1 738 TS222212G, TS222212Gj 0.231 1.000 0.231 Clause H112 7 1 0.933 1 0.715 0.715 1 739 TS222212G, TS222212Gj 0.232 1.000 0.232 Clause HIL_ 7 0.933 0.715 0.715 1 740 TS222212G, TS222212Gj 0.232 1.000 0.232 Clause 1-1112 7 0.933 0.715 0.715 1 741 TS222212G, TS222212Gi 0.232 1.000 0.232 Clause Hl��_ 7 Oo933 0115 Om7l5 1 742 TS222212G, TS222212Gi 0.222 1.000 0.222 1 Clause H112 7 0.933 0.715 0.715 1 743 TS222212G, TS222212Gi 0.706 1.000 0.706 Clause H3 15 0.933 0.715 0.715 1 744 TS222212G, TS222212G) 0.538 1.000 0.538 Clause H3 16 0.933 0.715 0.715 1 745 TS222212G, TS222212LJ 0.335 1.000 0.335 Clause H112 7 0.933 0.715 0.716 746 TS222212G, TS222212Gj 0.354 1.000 0.354 Clause H1/2 7 0.933 0.715 0.715 747 TS222212G, TS222212Gj 0.354 1.0�O 0354 Clause H112 7 0.933 0.715 0.715 1 748 TS-2-22212Gi TS222212GI 0.354 1.000 0.354 Clause 1-1112 7 Dm933 04715 0.715 1 749 TS222212G, TS222212Gi 0.355 1.000 0.355 Clause H112 7 0.933 0.715 0.715 -1 750 TS222212G, TS2222i2Gj 0.328 1.000 0.328 Clause HI/2 7 0.933 0.715 0.715 i 751 TS222212G, TS22221Wi 0.625 1.000 0.625 1 Clause Hl/2 7 0.933 0.716 0.715 1 1 752 TS222212Gi TS222212Gi 0.616 1.00L 0.616 Clause HM 7 0.933 0.715 0.715 1 753 TS222212Gil TS222212Gi 0.616 1 1.000 0.616 Clause H-1/2 7 0.933 0.715 0.715 1, 754 TS222212G, TS222212L) 0.616 1.000 0.616 Clause H112 7 0.933 1 0.715 0.715 755 TS222212G, TS222212Gj 0.612 1.000 0.612 Clause 7 0.933 0.715 0.715 756 TS222212Gj TS222212Gi 0.614 1200 0.614 Clause Hi/2 0*933 04715 0.715, 757 TS222212Gj TS222212G� 0.115 1200 0.115 Clause H112 0.933 04715 0.71 1 758 TS222212G, TS222212Gi 0.109 1.000 0.109 Clause H1/2 7 0.933 0.T1-5 0.71 1 759 TS222212G, TS222212Gi 0.109 1.000 0.109 Clause Hi/2 7 0.933 0.715 0.71 i� I 7_60 TS222212Gi TS222212Gi 0.109 1.000 0.109 Clause H112 7 0.933 0.715 0.71 1� 761 TS222212G, TS222212Gj 0.107 1.00 H 7 0.933 0.7L5 0.71 1. � 1 123MIN IS2i 2� G, 3 0.1� 1 2130 ."1 8 1 2 E2 12 Ct.e 112 7 0.933 0.715 0.7,1 ;i6 3 TS222212V Ej T� i, 21 2 �.3i2 1 00 H 0.322 1 Clause H1/2 7 1 0.933 1 O.L15 0.7 764 1 TS222212G,l TS222212Gil 0.283 1 1.000 0.283 1 Clause H1/2 1 7 1 0.933 1 0.715 0.715 34 . STAAD.Pro for Wndows 20.07.04.12 DATED: 06/23/2016 BUTTE COUNTY BUILDING DIVISION APPROVED �kCFESS/o CIVIL OMAR A. ILL! ABU-YASEIN. C73389' -f-TF 130 C OF C WJIS'ON - DATED: 06/2i/2016 7., A 6PROV-Ef) S,ft-, ft -d 1, Jb� Sh=� 233_16-0645 P.� - R. S025/25 Jobm- LLOYD PURDUE By AF 0"'22 -JUN -16 C' OA AMERICAN CARPORTS.I.., Fn- 233-16-0645..td D"nW' 22-JU.-2016 21:12. Utilization Ratio Cont... Ream Annlv*is Design Actual Allowabl( Ratio Clause LIC Ax It ly Property Property Ado Ratio_ A61JJU18W.) V...) W), , Q-1) � - Ix an' 810 TS222212Gj TS222212Gj 0.406 1.000 0.406 Clause HIL_ Oa933 0.715 0.715 1 811 TS222212G� TS222212Gi 0.400 1.0�O Ow4OO Clause HI/2 7 0.933 0.715 0.715 - 1.0LO 812 TS222212G, TS222212Gi 0.214 1.001) 0.214 Clause 1-11/2 7 0.933 0.715 0.715 1.070 813 TS222212G, TS222212Gj 0.287 1 mOOO 00287 Clause H112 16 0.933 007i 6 0.715 1.070 814 TS2222i2Gi TS222212Gi 0.235 1 .000 00235 Clause 1-1112 7 0.933 0.715 0.715 1.070 815 TS222212Gi TS222212G� 0.243 1.000 0.243 Clause HIM 7 0.933 0.715 0.715 1.070 816 TS222212G, TS222212G� 0.245 1.000 0.245 1 Clause H112 7 1 0.933 1 0.715 0.715 1 1.070 817 TS222212G, TS222212Gj 0.248 1 0.248 Clause Hl�� 7 0.933 0.715 0.716 1.070 818 TS222212G, TS222212Gj 0144 1.000 0.244 Clause 11112 7 0.933 0.715 0.715 1.070 819 T$222212Gj TS222212GI 0.284 1.000 0.284 Clause 1-11/2 16 0.933 0.715 0.715 1.070 820 TS222212Gj TS222212Gi 0.339 1.000 0.339 Clause HI/2 L 0.933 0.715 0.715 1.070 821 TS222212Gj TS222212Gj 0.142 1.000 0.142 Clause HI/2 7 0.933 0.716 0.715 1.070 822 TS222212G, TS222212Gi 0.138 1.000 OA38 Clause HI/2 7 0.933 0.71S 0.715 -2M 823 TS222212Gi TS222212Gi 0.136 1.000 0.136 Clause H112 7 0.933 0115 00715 1.070 824 TS222212G, TS222212Gi 0.137 1.000 0.137 Clause H112 7 0.933 0115 0.715 1.070 825 TS222212Gi TS222212Gi 0.135 1.000 0.135 1 Clause H1/2 7 1 0.933 1 0.715 0.715 iwo 826 TS222212G, TS222212Gi 0.146 1.OLO- OA46 Clause HI/2 7 0.933 1715 0.715 1.070 a827 2 1 TS222212G,j TS222212G 0.355 1.000 0.355 Clause H1/2- 7 0.933 0.715 0.715 1.070 2 8 8 828 TS222212G, TS222212G) 0.158 1.000 0o158 Clause H112 7 0.933 0.715 0.715 1.070 2 9 829 TS222212G, TS222212Gj 0.137 1.000 0.137 Clause H1/2 7 0.933 0.715 0.715 1.070 3 0 830 TS222212G, TS222212Li 0.137 1 *000 OA37 Clause 1-11/2 7 0 L3 3_ 03 i 5 0.715 1.070 3 1 O�933 0.715 0.715 8 831 TS222212G, TS222212Gi 0.136 1.000 0.136 Clause HIE_ 1.070 3 2 832 TS222212G, TS222212Gj 0.136 1.000 GA36 Clause ___L Oo933 0.715 0.715 1.070 3 3 833 TS222212G, TS222212LI 0oI45 1.000 0.145 Clause H1f2 7 0.933 0.715 0.715 2M 8 834 4 TS222212G, TS222212GI 0.662 1.000 0.662 1 Clause H112 7 1 0.933 1 0.715 0.715 1.070 835 TS222212G, TS222212Gj 0.647 1o000 0.647 Clause Hl��_ 7 1 0.933 0.715 0.715 35 1.070 836 TS222212G, I TS222212Gi 0.649 1.000 O�649 Clause H1r2 7 Oa933 0.715 0.715 1 1.070 837 TS222212Gj TS222212Gj 0.650 1.000 Oa650 Clause H1/2 7 0.933 0.715 0.715 1.070 838 TS222212G, TS222212Gj 0.648 1.000 0.648 Clause HI/2 7 0.933 0.715 0.715 2M .39 TS222212G, TS222212GI 0.643 1.000 0.64L Clause 111/2 0.933 0.715 0.715 1.070 a 8 40 TS222212G, TS222212Gi 0.351 1.000 Od351 Clause __L H112 7 0.933 OJ15 0.715 1.070 841 TS222212G, TS222212Gj 0.368 1.= 0*368 Clause H112 7 D.933 0.716 0.715 1.070 842� TS222212G, TS222212Gj 0.367 1.000 0.367 Clause 1-11/2 7 0.933 0.715 0.715 1.070 843 TS222212G, TS222212Gj 0.357 1 1.000 0.367 1 Clause HI/2 7 0.933 0.715 0.715 1.070 8 8 44 TS222212G TS222212Gi 0.367 1.000 0.367 Clause H1/2- 7 0.933 0.715 1 0.715 1.07F 845 45 1 TS222212G, TS222212Gj 0.338 1.000 0.338 Clause HI/2 7 0.933 0.715 0.715 1.070 4 ' 846 TS222212G; TS222212Gi 0.312 1.00a. 00312 Clause HI/2 16 0.933 0.715 0.715 1.070 847 TS222212G, TS222212Gi 0.508 1.000 0.508 Clause H112 7 0.933 0.715 0115 1 1.070 TS222212Gi TS222212G! 0.260 1.000 0.260 Clause Hlr2 7 Oa933 0.715 0.715 1o070 R848 849 TS222212G, TS222212G] 0.269 1.000 0.259 Clause H1r2 7 Oo933 0.715 0.715 1.070 850 TS222212G, TS222212GI .0.257 4.ODO 0.257 Clause HILL 0.933 0.715 00715 1 Ova 851 TS222212G, T G 21 2NE2 2 1 '2 02! "!2 1 SC;Z�. __L t! r2 32 0.715 0.715 1.070 852 TS222212G, T 1 2:2 , ��! 012N 1 1 �005. 5.2i3 .1;i .2 0�:i3 0.715 0.715 1.070 853 TS222212G, TS222212GI 1 0.251 1 1.000 0.251 1 Clause H1/2 1 71 0.933 1 0.715 '0.715 1.170 854 TS222212G, TS222212Gi 1 0.595 1 1.000 0.595 1 Clause Hlr2 1 71 0.933 1 0.715 04715 1.070 --j STAAO.Pro for Vtqndo- 20.07.04.12 �kCFESS/o CIVIL OMAR A. ILL! ABU-YASEIN. C73389' -f-TF 130 C OF C WJIS'ON - DATED: 06/2i/2016 7., A 6PROV-Ef) I ",31, A 36111 Covdrag-e -36" 9il NOTES- 1 - Se�.ton proper�ias and allowable.stresses a . ra 641c0lat6d in acc6rdan6e'with the 198$,4JSI specEmdions for iight.gauge structural members. 2. ];� is for deflection determination. 3; So is for bending. Ma is allowable bending movement.. 5. AD vajues de for ona foot of panel widft 111VITM I I F1 ALLOWABLE UNIFOP-M LOADS (PSF) IN POUNDS PER SQUARE FOOT .Sb�itflype Load T ype, SECTION PROPERTII�S- Z 12SO JJDO 13.56 14.6Q 14;50 tOP IN COMPUSSION BQTTOM"IN POMPRESSION PANEL THICKMESS WEIGHT .FY (KS1) Ix So PN4/tL) 0143/fL) M4 K. P, im) !x ON 41ft-) I 11TAL) NOR-) t2D 528 390 P09 a75 6,70 so 0-01P3 0.0!6 0.`�652. 0.0099 0.016.5 0,15936 0.019. 0.lit go 0.6!35�,. 0.'0218 0.7829 '0. 0 0'7'9 o-0186 0.678 . 0 NOTES- 1 - Se�.ton proper�ias and allowable.stresses a . ra 641c0lat6d in acc6rdan6e'with the 198$,4JSI specEmdions for iight.gauge structural members. 2. ];� is for deflection determination. 3; So is for bending. Ma is allowable bending movement.. 5. AD vajues de for ona foot of panel widft 111VITM I I F1 ALLOWABLE UNIFOP-M LOADS (PSF) IN POUNDS PER SQUARE FOOT .Sb�itflype Load T ype, �1.00�1.�50 Z 12SO JJDO 13.56 14.6Q 14;50 'J,6.W 15.50 Id.00 1-6:50 1.6-M I 6�50 174001 17 '17- A --;o 18. 00 U 0 SinVer Posiliv.9-Arind t2D 528 390 P09 a75 �31 235, 173 257 200 1.3.0 132 98 113 B4.. B3 64 62 58 43 5B 59 43 33 25 42' 43 32 21 15 .33* 33 P -A 14 11 26 26 19 1.0 7 '21 21 16 7 5 11 17 i3 .5 4 14 15 11 4 3 12 12 9 3' 11. 11 a -3 9 9. 7 .2 2 a- a. 6 2 7 7 6 1 Negative.Wrld Uve' D61floctio,n, (Ul 80) Defle;cfibn (U240) 2 Spah PositiVeWnd 628 520 396 I q7.4 .1.406 235 231 '176 555 416 132 130 .99 234� 176 84 83 63 120 90 59 68 4.4 69 52 43 42 3� 44 33 '39 33 25 29 22 Is 26 '2b 2.1 15. 2! 21 i6 is 11- 17 17 13 I i 8 18 14- 11 2 .7 1.2 12 9 7 11' 1.1 8 5 4 9 9 7 4 .3 8, a 6 4 3 7 7 5 3 2 NkaWo Wind Livb DM)e6-16n PASO) Deedtion-UYZA 3S pe . h t- . ..-PbsMvo,.Wr6d 660 650 495 1468' liol 293 289 220 4'35' 326 1 183 124 12 64. 138 106 iO4 79 94 70 7.3 72 55 54 41 54 t�3 40 34 26. 41 41 31 Z3 17 33 32 24 16 � 12 26 26 k 12 9 22 .21 16 9 7 IS, 18 14. 7 5 16 15 i2 4 1 , 3 13 10 4 .3, 12 12 9 3 3 10 10 8 3 2 9 9 7' 2 2 1 NegaW�e-Wind Livd, Deflectl&h.(L/1401 beftcti6nm(L/z4oj ALLOWAJBLF- UNIFORM LOADS (P!§F) IN ROUNI�S PER SQUARE FOOT Sp�jn Ty0e Loadl- --I- We --f- -1760 IZAOZOJDJ�Z�Q 3.00 I 3.50.1 106 1. 4.50 1 S.01) ISM 1.6-M I 6�50 174001 - t-,;01 8.00 Vem Single 50iitiv-6 Wind 696 ODS 522. 1180 885 309 268 2n .350 282 174 151 130 1 '48 ill Ill 66 U 76 57 777 �7 .58 44 33 57 49 43 29 21 43 38 33 18 14 34 ' 29 23 13 15 - 30 24 20- 17 14 26 VE q0tXM.2 BUT Fi.141 MXNV:� 14 12 11 3 12 11 9 3 2 11 9 8 2 2 1.0 8 2 1 Negative Wirfd U�e Deflection, (0 80) Deflaciion"V240) g Span PdsftJv�,.Wjnd '6%- 6915 452 im 1248 2�,6 309 201 4g�3 370 151 174 113 208 158 96 ill 72 106 80. .67 -77 50 62 46 4a V 37 j9 29 3.8 4 ' 3 28 26 19 J�Kp J�D F -AV 18 vilys I 1 18 '13, 10 !8: 6 i4 10 7 5 12 14 .9 11 12 8 4 3 9 1.1 7 8 10 6 2 Negative Wind Uve Defliction M. 80) Defl&ctl6n'(IJ240) Poitlive Wind 753 870 555* 1303 077' 335 387 �51 .386 290 i60 217 141 It . s3 122 121 139 90 a3 6 M 97 63 48 '36 61 71 4§ 30 23 4.7 54 35 20 15 3.7 4 3 28 14 .11 30 35 23 10 8 25 0 19 8 21 18 24 21- 15- 1�. 6. 5 5 4 15 18 12 4 3 13' 15 10 . 2. 12 1 d, 3- 2 10 -12' 8 .2 2 Negative Wind Uve 0911kt0h V180) Di&flei�tibn P246)- NOTES: 1 . 8equ-Jon properties and allowable stresses a.rq CW.cylated in accordance vvith the 1986,A]SI zpecifications for light gauge structural members. 2. Steel, --eTeingth of Thru fak-' her panels is 80'KSI minimu yield. Steel streno of concealed panels Is 50 KS1 minVnum)neld. These conform to AS TM At�5 (gaivaniz4 and A742-24 (Gal�W U'rne�k. 3. Values shown as allowable loads arp based on panel obvedng three -equal spans. Multiply ?y 0..8 for hvo siJap �.Jlowable loads. 4. Alowabi6bads lot wind ha�vebeen increased by 33%. Panel weight hais not been dedu&ecl-Mmmum bearing leng' h must be checked. 6. For agricultural structures, the UBC and SBCC) building codes raquire a minimvm of 10 PSF roof liva loads.' S. Deflection loads are limreed by 2 maximium, deflection ratio of ul ao of span. TF -4 sueisorT6 OHMGE-WrTHOUT NO-M.E �-FFE&M DAn JANUAFTY 1, 2000