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Home My WebLink About040-260-056 (3)AN ": PROPERTY OWNER` INF6RkIATION Last Na a First Na '. i S2 o . . Mailin Address , Phone City Stat lap_ Phone Fax l r- Cell , GIM...<.,: ': CONTRACTOR" . Name �6e Isr aim o�er Mailing'Address' // City ✓1 G� State � Zip? Q�� r7 Phone _ Fax }' s3a Zi Email Cell License No. ,ql Class • �,„ -AREHITECIT/ENGINEER, „"•�' �. Name // Yr a I d/ MalTing Address � ba S / Mailing.Address v Zi 30 l a de t/G�~ City JOB�r/jAlzlIA1, ntervalue"of ab ro ! Icn udI g �cotrcteemalsc(ia ge) $ Stat Zip (Living Area: Garage: Phone Fax (Open Area:` 7/ 4 TOTAL SQ: //^r1 Email O' Structure Built without permits Cell CA State License No. r OFFICE US9K(?0 Y. :g , . c"=,APPIIGANT r. Last Na First me hiring other than a licensed contractor, a certificate of worker's: ' compensation must be shown at the time of permit issuance Yr a I d/ MalTing Address � ba S / City Stat. Stale Zi .40 nfc� Phone Fax JOB�r/jAlzlIA1, ntervalue"of ab ro ! Icn udI g �cotrcteemalsc(ia ge) $ Email '. Cell. > �?? "PROJECT LOGATI,ON •. "�' ' APN Propeo Address z 3 3 C� City Location must not bei the dty limits of Chico, Gridley Orov lie or.Paradise K http://Qismaps.buttecounty.net/flexviewer/bcdatasea rch/index.htmI a %W09KEF2,5 COiNPENSATION�" Policy Number ; Cartier ',,ji HIf hiring other than a licensed contractor, a certificate of worker's: ' compensation must be shown at the time of permit issuance below to see Manufactured Home Alterations and Permit Guidelines at: - _Ql» ,4a,1EN01NGAGENCI', Name Mailing Address City Stale Zip " ` DES;GRIPTIONOR>SGOPE OFwiVIIORK ... D Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: - htt :/lwww.hcd.. ov/codes/mh MCD ' - - Phone 6 '255-2501. A Is this a Manufactured/Mobile Home (circle one) Yes o .40 nfc� JOB�r/jAlzlIA1, ntervalue"of ab ro ! Icn udI g �cotrcteemalsc(ia ge) $ (Living Area: Garage: R (Open Area:` Covered Area TOTAL SQ: //^r1 O' Structure Built without permits / I/ l ` Proposed Change of Occupancy/Use - Note previous/current'use below: OFFICE US9K(?0 Y. :g , . Zoning: Flood Zone: SRA: IYESU INOMNPDES YES LJ NO Code Enf: YES 0 NOM Legal Lot: YES NO U Occupancy-,,. Type Constriction': Permi c • Date: q ,7 *When filed, this application, and all supporting. material becomes`subject to the California Public Records Act. All public information . E. related to this application is subject to public inspection and will be posted on the County's website for electronic access:: --• •- Revised 7.20.2015.E .+ ` `e Page I,ofly ` e I 4 . , Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number.: B17-2710 Owner's Name:'HUSING THOMAS JOHN, Assessor's Parcel Number: 040-260-056 Date of Application: 11/9/2017 I. i Square Footage Verification No Change: NOTES: Verified By: 6� (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area I 0 Garage Area 3200 Covered Area 0 Ope Area 0 Other No Change: NOTES: Verified By: 6� (Plan Check Signature) Confirmed TRAKiT Updated by: Date: U.8. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program OMB No. 1660-0008 Expiration Date: November.30, 2018 ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number. Tom Husing A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number. Box No. 9233 Lott Road . City State ZIP Code Durham California 95938 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN: 040-260-056 A4. Building Use (e.g., Residential, Non -Residential, Addition; Accessory, etc.) Agricultural A5. Latitude/Longitude: Lat. 39N 38'14" Long. 121W4621" Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in B17-271.0 PCI �B-4 d) Engineered flood openings? ElYes ElNo 040-260-056 A9. For a building with an attached garage:j NOVEMBER9,2017 a) Square footage of attached garage sq It II LTD AG BLDG (32(11)) b) Number of permanentflood openings in the attached garage within -l'.0 foot above adjacent grade _ PERMIT # c) Total net area of flood openings in A9.b sq in BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR. d) Engineered flood openings? ❑ Yes ❑ No CODE COMPLIANCE DATE 2.11 11 By--V—(-* SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte California . B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ Zone AO, use Base Revised Date Flood Depth) 06007CO520 E 01/06/2011 01/06/2011 AE 152:6 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69: ❑ FIS Profile ❑ FIRM ❑x Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 69:1] NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: . B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑x No Designation Date: ❑ CBRS ❑ OPA ,FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 rT Lia 6, E�EVATION CERTIFICATE OMB No. 1660-0008 FYnimfinn rh}c• mnvcmh— Qn )nio IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 9233 Lott Road City State ZIP Code Company NAIC Number Durham California 95938 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings' ❑ Building Under Construction* ❑ Finished Construction "A new Elevation Certificate will be required when construction of the building is. complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, ARAE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item AT In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM# 59 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 Q NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 152 7 x❑ feet ❑ meters b) Top of the next higher floor N/A g Q feet ❑meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A ❑X feet ❑ meters d) Attached garage (top of slab) N/A ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building N/A x❑ feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 151 28 ❑x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 151 61x❑ feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A ❑x feet ❑ meters structural support , SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishabie by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? Z Yes ❑ No ❑ Check here if attachments. Certifier's Name License Number Lauren J. McSwain 8754 I O 9 Title Professional Land Surveyor V J Company Name Feeney Engineering & Surveying, Inc. —' e`IN ePe Address N� A PMB 301, 236 W. East Avenue, Suite A OQ. OFC City State ZIP Code Chico California 95926 Signatur Date Telephone 61111 / 570-7174 (530) Copy all pages of ation CertifibaWand all attachments for (1) community official, (2). insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), If applicable) The vertical benchmark was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic Website. rr-1VIM ru1111 uoo-u-33 kmz)) Replaces all previous editions. Form Page 2 of 6 s Y ENGEL & COMPANY 4009 UNION AVENUE t BAKERSFIELD, CA 93305 - i (661) 32_7-7025 - EJarivary5; 2018 (' - SBC Brown General Engineering - 9118 Goodspeed St. „� Durliain,!CA 959381 r - • Attri Nlr♦►Braridori Bfowii; Re: .T lie proposed 40'x80' prefabricat:gsteel buildingfor: Mr: YTom Husing 9233IL6tt Rd` Durham,_CA„95938;' Biiilding'Permit'"No D41172710 'Bear Mr:"Bfown:: It,has come to our'afferitiori that the bu ldmg;wYII be placed on approxiinateN 2” 0'' of .' :tel :engineered fill. The foundatioris as designed are suitable f_or'sucli fill assuming,thafthe. , fill is properly,compacted ih accordance-withthe applicable requirements f -the soils iengineer�and the California Buildmg'Code _ ' -• - - -, • t If you have;any questions'or if you'need"additional information please:call me a' J(6'- �. Very,truly yours,` C. Joseph `Engel „} Nn "2710," f JCE/rrie JAN 0 5 2018 BUTTE COUNTY ' ' BUILDIN&DIVISION; ; AppFRO ED } . �.f Engineering Data Sheet 9/20/2017 10:49 AM CODE: 2016 CBC (2015 IBC) NOTE: All structural design not specifically shown below is by others. The design of the pre-engineered steel building is by others. FOUNDATION PARAMETERS: Slab Th: 6 in. Sand Th.: 0 in. Reinf.: 6x6 - W1.4/W1.4 W.W.R. Spacing: N/A Wt. Conc: 150 pcf Wt. Soil: 100 pcf SDs: 0.53 ALLOWABLE SOIL BEARING PRESSURE: 2016 CBC Table 1806.2, Class 5 Material Allowable Bearing Pressure = 1,500 psf Allowable Lateral Pressure = 100 psf/FT 40'W. x 801. x 14'H. MB Tom Husing 9233 Lott Road Durham, CA 95938 Superior Construction Project No.: 21645 r'I:RMIT # Y3 1 BUTTE COUIN1 Y-�DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE_._.__ B17-2710 PC 1 /B- 040-260-056 E NOVEMBER 9; 2017 , LT.D AG BLDG (3200) /J N C. No. S-2710 ^' x � Exp.6 30-11 `; P" s'P 9V cTUP ��P �glFOF CAUr��.� SEP Z 1 1017 Calculation Sheet 1 of 19 LRFD LC# LRFD LOAD COMBINATION (f2o INCLUDED) VERT. HORIZ. VERT. HORIZ. 1 1.4(D+C) 3.4k 1.3k 3.4k 0.0k 2 1.2(D+C) + 1.6L + 0.5(Lr or S) 40,W x 80'L. x 14'H. M13. ' 5.3 k 0:0 k Tom Husing FOUNDATION DESIGN • y LINE(S) 2-4 .. ::GRID(S):. ;A & C • :; . �1 4 1.2(D+C) + W + f,L+0.5(Lr,or S) 5:3 k METAL BUILDING LOADS 6.8 k- 2.5 k 5 (1.2 + 0.2SDs)(D+C) +. E + f, L + f2S Vertical Loads: Horizontal Loads: Vert. Brace Loads: LC Factors 4.2 k . D ;.1 2 k-' D -' 0A k::_ E+ _: 13 k` SDS= 0,5346 -1.8 k C=: OT. E-_; 1 3'k ''. p= ASD LOAD COMBINATION VERT, Lr 4.8:k:'-: Lr 1.9:k,,: , ` W+ _ : 1:6 k: RF. 0,) = j3 (Rigid Frame) LI &0 k-,.0:0,k;1.. W- _ '1-'6 k -X BR.' D= 12 (X -Brace) S -0.0 k :: S = 0 0 k . Horiz. Brace Loads: Floor LL = OsPsf ' E+ ,;.. 0 5. k E+ _ .'. 0 7.k .. ': E+ _' Z. 1 k t� _ . 0.5 ;7 2 k0.0`k E=05k._;'` E E -= 21.k:.. fz= .., 0'.2 2.3 k 6.0 k 0.0 k 5 (D+C)+0.6W 2.4k W+ 00kW+_ -. 07k,';: W+=, .25k OK 6 W -8 7 k'`;' W -';, 5`2 k' .' W- _.'_ 2:5 k ' 1.6 k 3.8 k ' 1.9 k GOVERNING LOAD COMBINATIONS' (D+C) + 0.75(0.6W) + 0.75L + 0.75(Lr or S) RF COLUMN X -BRACE, 6.7 k 1.1 k 8 (1 + 0.105Sps)(D+C),,7%75(0..7E) + 0.75L + 0.75S 2.9 k 1.4 k LRFD LC# LRFD LOAD COMBINATION (f2o INCLUDED) VERT. HORIZ. VERT. HORIZ. 1 1.4(D+C) 3.4k 1.3k 3.4k 0.0k 2 1.2(D+C) + 1.6L + 0.5(Lr or S) X5.3 k 2.0 k 5.3 k 0:0 k 6f=15 4:5hRk W 11 3k 3 k, • y �1 4 1.2(D+C) + W + f,L+0.5(Lr,or S) 5:3 k 2.7 k 6.8 k- 2.5 k 5 (1.2 + 0.2SDs)(D+C) +. E + f, L + f2S 4.6 k 3.3 k : 5.8 k 4.2 k . :. _. � k r 7 , 7 (0.9 - 0.2SDs)D +, E -0.5 k -1.8 k -1.7 k -4.2 k . ASD LC# ASD LOAD COMBINATION VERT, HORIZ. VERT. HORIZ. 1. (D+C) 2.4k 0.9k 2.4k 0.0k 2 (D+C)+L 2.4k 0.9k 2.4k 0.0k SMIUMMM(Lr orsj7::2 k X2:8" ;•r ;7 2 k0.0`k 4 (D+C) +-0.75L,+0.75(Lr or S) 6.0 k 2.3 k 6.0 k 0.0 k 5 (D+C)+0.6W 2.4k 1.3k 3.3k 1.5k 6 (1 + 0.14SDs)(D+C) + 0.7E 3.0 k - 1.6 k 3.8 k ' 1.9 k 7 (D+C) + 0.75(0.6W) + 0.75L + 0.75(Lr or S) 6.0 k 2.6 k 6.7 k 1.1 k 8 (1 + 0.105Sps)(D+C),,7%75(0..7E) + 0.75L + 0.75S 2.9 k 1.4 k 3.4 k 1.4 k 10 (0.6-0.:14SDs')D + 0.7E ' 0.2 k -0.4 k -0.6 k -1.9 k �;LenNgth 1lViclthDeptti'� Surface 'Total`Dl BOTTOM REINF. PAD < PAD DESIGN 2.5 ft 2.0 ft LINE(S): 2-4 GRID(S): A & C 9.5 ft MAX ASD FORCES BEARING 28.5 ft^3 PDowN = 7.2 k Length = 2.5 ft. UPLIFT = 4.5 k Width = 2.5 ft. HouTWARD = 2.8 k Depth = 2.0 ft. HiNwARD= 2.88 k q = 1.25 ksf UPBRACE = 0.56 k q ALLOW = 1.50 ksf HBRACE = 1.91 k OK UPLIFT �;LenNgth 1lViclthDeptti'� Surface 'Total`Dl BOTTOM REINF. PAD < 2.5 ft 2.5 ft 2.0 ft 12.5ft^3 1.88k Reinforcement 9.5 ft 6.0 ft 0.5 ft 28.5 ft^3 4.28 k ' FTG.;; 7.0 ft 1.0 ft 1.0 ft 7.0ft^3 1.05k FRICTION 2.5 ft 2.5 ft 2.0 ft. 2.0 ft^2 2.0 k UPLIFT: OK 0.6*DL = 6.32 k 40'W. x 801. x 14'H. ME Tom Husinc Calculation Sheet 3 of 19 FOOTING BOTTOM REINF. 2'-6"SQ. x 2'-0"DP. Col. W = 6.0 in. dt = 20.8 in. Size = #4 Reinforcement Fy = 40 ksi Use (3) #4 EA. WAY M = 0.6 k-ft/ft Bottom As = 0.028 si/ft OK Hairpin (1) #4 x 20' HAIRPIN GRADE 40 (4) Headed A.B. 3/4" DIA.x18"EMBED ASTM F1554 GR. 36 THRD'D ROD A.B. w/ HEX NUT @ BOT. Calculation Sheet 3 of 19 40'W. x 801. x 14'H. MB Tom Husing ANCHORS: LINE(S): 2-4 GRID(S): A,& C (4) 3/4" DIA. x 18" EMBED. THRD'D ROD ANCHORS , ACI 318-14 CHAPTER 17 w/ HEX NUT @ BOT. do 3AB in. he, 12:..: A se 0.334 in./ Type of anchor? h6 :: headed stud or headed/hooked bolt fya 36 ksi . Grout pad? . no' feta 58 :, ksi "ci" or "pi" ;`. 'ci cast -in or post -installed? fc 2500 r`psi torqued? no... 1.0 52 CONNECTION GEOMETRY:. < r Cl tma n - q h a . 24: in. 4u3 Sl . in. 'U No. of cols 2 sz - 4 in. No. of rows c 13 in: ; c2 C ;. 13 in. cd 13;in. STEEL STRENGTH (TENSION & SHEAR): N sa = n A s fu, Vsa = n A se f uta n a 4':< 'Vsa' = n 0.6 A se feta �N 0-75! (Assume ductile steel) n„ 4 �Nsa 58.1 kips�v 0.65 (Assume ductile steel) Vsa 30:2:':.. kips CONCRETE BREAKOUT STRENGTH (TENSION): N cb = (A Nc A•nco) Ved,N; Yc,N �,p,N Nb - T_ e„ 1,5he A„ - - N A 1A Y� ty tp 'P N cbg — ( Nc nco) ec,N ed,N , c,N cp,N bq ,she i Condition A or B? B 4' Tension Tie ,sh„II` 1 Arc/ ANco 0.694 Rebar:,,#4 L ✓{; �N 0.7 Fy .` :40 ksi �`�,� xo„<lsha Nb 50.3 kips Angle;, .0 deg;:'•. `yed,N 0.92. No. of Tension Ties:_ :0 :.: a,, 1,She -A, _. �c,N 1 �Ncb 0.0 k t `Ycn,N 1 Id:- 1.33 ft �Ncb 22.4 ' `kips (Does not include effects of e'N)- ANCHOR PULLOUT STRENGTH (TENSION): A�=(e„+$,+1.Sh„)(2x1.5hN) uc„<1sn„ana$,<3nj, NPn= Y'c,p NP Bearing Area Calculation: hooked or headed? headed, : Hex Nut/Washer?: HekNut: �N 0.7 Min. Washer Length: 2.0 in ' T- Abrg 01654, in.2 `. Estimated Head: '0.58 in eh h a `, in. Amount UVasher(s): 0 .:;:.:; ��I cP 1 ;;..' Minimum Washer 0.25 in Ad. =(c,,.b,.t.5ha)(o�+e:+tSh,,)• NP 52.3. kips-- Total Thk: 0.00 in If c„ and ce < 1.5hd ad$,aaob:<ah., �NPn 36.6 kips Abrg,new: 0.65 sq -in , Calculation Sheet 4 of 19 0 4. • r 40'W. x 80'L. x 14'H. MB . ' Tom`Husing ANCHORS:: LINE(S): 2-4 GRID(S): A & C (cont'd), " �r • • tw, CONCRETE BREAKOUT STRENGTH (SHEAR): Case 1 Anchor closest to edge: If ha < 1.5c,, +If h, < 1.5c., V >, Vcb=(AW Avco) ,WedV Vcy Vb tet ? c.. 1 . Condition.A or, b6 g A Aar V .. w Ago " �v - .- 0.7 ...:z` Vic..... Av0.769 = ` ha3. co Avco �. le 6 in.. 1.5cbt 1.5c„' . StL Attache 1.no Yes or.no A„c=2(1>5cat)h, A,,c = 2(1.5ca1)haa V b 21.1" kips Case 1: One assumption VJec,v , ` 1;' If caz < 1.5cat . ofthe forces distribution that half *, , VJed,y' 0.900 V - the sheat would be critical We,v €F, j� A�� c on the front anchor and its r w projected area. . . `Yh'V 1.00 1.5c,1 .k x �V�b 10.2 kips- �. p ! If h,<1.5c„ Case 2 -Entire Anchor Group: c 1.5c az at V cb = (A vc /A vcu) Wec,V Wed,V Wc,v V b'� A yf'. A, =1.5Ca1(1.5cat +caz) vc- Condition A,or B? Bt h }a do �v 0.7 _ e� 1.5cat 1.5 cat t A,,c / Avco 0.554 V b #' 31.5 kips 20' Hairpin. If ha < 1.5c,, and s1 < 3c l A,,= 2{1.5c,1)h, j `Yec.v �� 1, Rebar #4 A„� U Case 2: Another assumption of the distribution of forces (yed, v 0.853 Fy 40 ksi ; '. c indicates that the total shear ha ��rould be critical on the rear v 1 Angle 15'deg.. I--! A_ anchor and its projected area 1.5c„ s, 1.5c,t :1-.00 No. of Hairpins 1 Only this assumption needs A,rc = [2(1.5c,t) + st]ha to be considered when �Vcb 10.4 kips �Veb 11 4 k anchors are rigidly connected CASE 2 GOVERNSId: ' 2.0 ft to the attachment. �V cti 11.4' kipsNote: Both Casa 1 and Case z:, j CONCRETE PRYOUT STRENGTH (SHEAR): '� should be evaluated to determine which controls for VCP = k cp N cPJ . , design except as noted. . �v 0.7 :r < k,0 F 2.0 Nn Ncby '32.0 kips r 513 Sf3 ONO r rVae.l +(Vaal _ �V ep 44.8 kips (Does not include e'N) �7` - .�- hru„JJ Ov„ DETAILING CHECK: Spacing 4 0 in >= 3in. OK ' . • �,�.- Trilinear i interaction' • M . �approach Min. Ca 13 in. - I EdgeDist cit 43 >= 13 in. OK o.2¢N„-,----- = - - - INTERACTION OF,SHEAR AND TENSION:.0.2tbva V. . ��n LRFD LC: ' Nua Vua EN e'N_ �Dt Nua/�Nn Vaa/�Vn Interaction: 3 '0-01k 4.5 k , 0.:0 k , ;0 1.00 M3.9 : 0 39, .5:BRACE 4t a0 0'�k 4.2 k 0.0 k 0 1 00 ®0®; '037 0.- '48k 373 6:MAX� f 7 6 k '4 8 k 0 0 1.00 04�� 0.43' ;,) 7T 7:MAX 1-7.k 4:2:k 1;7,k >0 0.750.47 40'W. x 801. -x 14'H. M3 Tom Husing FOUNDATION DESIGN LINE(S) :1-,,&.,5 i' METAL BUILDING LOADS . Vertical Loads Horizontal Loads:.Vert: Brace Loads: LC Factors D 0 7 k F,- . D 0 O k° E+ _; 0 5':k SDS = 0.5346 I C '.07k 00k� E-_. 05-k p=7`1,'3 Lr ' 4 9 k Lr 0 0 k' W+ _ 0 9 k X BR. Oo =' 2` ; (X -Brace) L �-0 0 k -;-..' L �� 0 0 W- -X BR. 0, = 2_ ;'.(X -Brace) S i 0 0 k:, S 0 0 k :' 'Horiz. Brace Loads. Floor LL _, 0 psf E+ 0 O k '':' E+ = O:O..k' ,..;' E+ OOk E 06kOkE O fE z= 102 VV+ ,'.0 0 k W+ + 2 9'k = W+ 1 3 k OK i W `58k,'W -27R'` W GOVERNING LOAD COMBINATIONS RF COLUMN X -BRACE LRFD LC#' LRFD LOAD COMBINATION (00 INCLUDED) VERT.. HORIZ. VERT. HORIZ. 1 r 1.4(D+C) 2.0k 0.0k 2.0 k' 0.0 k' 2 1 2(D+C) + 1.61- + 0 5(Lr or S), 4.1 k 0.0 k 4.1 k 0.0 k' MY ' �h�e�k�*&` yp+✓. v�,y�¢�iv3:R�a"iy�ry� ,OM1, � ' Y '.��i*`k �� tiy' 'tr�L�Z�� i�,sg• ..i "4i� �t�c�t",�"��" i 5 ' (12 + 0.2SDs)(D+C) + E + f, L + fzS 1.8 k 0.0 k 2.7 k 1:2 k .ERIB N 09Ds+>WY 7 (0.9 - 0.2SDs)D +.E 0.6 k 0.0 k -d.3 k -1.2 k f ASD LC# ASD LOAD COMBINATION VERT., HORIZ. VERT. HORIZ. 1 (D+C) 1.4 k. 0.0k 1.4k 0.0k -2- (D+C)+L 14k 0.0k 1.4k 0.0k 3 (D +G(Lo S) _PIR Y 4 (D+C) + 0.75L +0.75(Lr or S) 5.1-k 0.0 k 5.1 k O.O.k 6' (1 + 0.14SDs)(D+C) �+ 0.7E 1.5 k ' 0.0 k 1.9 k 0.6 k '. 71, (D+C) +. 0.75(0.6W) + 0.751- + 0.75(Lr or S) 5.1 k 1.3 k 5.5 k 0.6 k 81; (1 + 0.105SDs)(D+C) + 0.7,5(0.7E) +.0.75L + 0.75S 1.5 k 0.0 k 1.8 k -0.4 k j .10 (0.6-0.14SDs)D + 0.7E 0.4 k 0.0 k 0.0 k -0.6 k PAD DESIGN 2.5 ft. ' Width = 2.5 ft. MAX ASD FORCE,' pooWw= 6.3k UPLIFT = 3.06k Hounxwno= 1.74k H/w,wRo= 1.62k UpunAns= 0.14k Honxos= 877k UPLIFT GRID(S): Q Langth= 2.5 ft. ' Width = 2.5 ft. Oepth= 1.5 ft. q= 1.O8kuf q xLLow= 1.50 ksf OK UPLIFT: UK ` 0.6^DL= 5L16k � 40'W.x071.x14/H.N18 Tom Husing ' FOOTING Size = #4 Reinforcement OK Hairpin 5/8" DIA.x18"EMBED ASTM F1554 GR. 36 THRD'D ROD A.B. Calculation Sheet 7of1S i 40'W. x 801. x 14'H. MB Tom Husing ANCHORS: LINE(S): 1 & 5 GRID(S): B (2) 5/8" DIA. x 18" EMBED. THRD'D ROD ANCHORS t ACI 313-14 CHAPTER 17 w/ HEX NUT @ BOT. do `5/8. in. hef 12. in. , A se • 0.226 in. Type of anchor? .- lib headed stud or headed/hooked bolt fya • 36 .,. ksi Grout pad? . no .. I feta `58 ksi "ci" or"pi" ; ci . cast-in or post-installed? f'2500 ''psi torqued? no 1,0; sz I CONNECTION GEOMETRY: Cl Nua n. 2 `ha 18: in. , , s, 3; in. cz No. of cols -2 sz .0 in.�.< No. of rows 1._ � c r 'in.,• 15.° . c2 13:5 in. _ C 3 "1.5 in. c4 13;5; in. ' STEEL STRENGTH (TENSION & SHEAR): N sa = n A s f uta V sa = n A se f,,, na ":.2 Vsa =n 0.6 As, f,, itfN 0.75, (Assume ductile steel) n„ 2, �N'sa 19 7. < ; kips I$Iv 0.65 (Assume ductile steel) Wsa 10.2 kips CONCRETE BREAKOUT STRENGTH (TENSION): N cb — (A.Nc A nco) Ved,N Wc,N Vcp,N N b o,t ,.Sn. � + . I Ncbg — M Nc /A nco) Vec,N Fed,N Wc,N Wcp,N Nb t5hd � i Condition A or B? B 4' Tension Tie: ,.5L+ A„,/ ANco 0.694 Rebar - : A4 W N 0.7 FY. ,' 40'ksi A. _ (c,, , 1.5h«)(2 x 1.5hd) tc„<lsha ! Nb 50.3 kips Angle,.,.:.0 deg_ Ped,N. 0.93 No. of Tension Tie 0 `' s, snd A 1 �cN 1 �Ncb: 0.0 k T iYcp,N j i 1 Id: 1.33 ft ,.5hd d�z t �N,b . 22.6 kips (Does not include effects,of e'N) ANCHOR PULLOUT STRENGTH (TENSION): Aw= (c„ +s,,1.5hd)(2 x 1.5hd) If c„< 1.5hd and s,3h„ Npn = `yc,p N' Bearing Area Calculation: i hooked or headed? headed .. -Hex Nut/Washer?: Hex Ndt �N 0.7 Min. Washer Length: Abig 0.454 in.z Estimated Head: 2.0 in 0.48 in 15Ad A,,. AN en n a.-,.. in. Amount Washer(s):= . C, - Pc,p 1 Minimum Washer Thk.: 0.25 in A.=(C,,a,,,s6d)cCa,h+sedi Np 18.2 kips, Total Thk: .0.00 in and s,c,c,<,sn„ - and , end sz < 3hd IfINp„ 12.7 kips Abrg,new: 0.45-sq-in i Calculation Sheet 8 of 19 . 4 0 0,k 2 9k '0.0,k 0 1:00 000 028;WOR24:BRACE ', 0 0 k 1 3 k 0.0` k 0 1.00 0 00 ®13 6:MAX :, a .5:2: k ' 2 7 k 0 0 1.00 041' 0 26` ;, r _ 0 0.75 7:MAX 10.6'k 1 2 k 0:6,k 0 06 0.12. 0 18 t 'l f G' ' { ;• , ,' 40'W. x 80'L. x 14'H. MB - fTom Musing` . ANCHORS:, LINE(S): 1 & 5 GRID(S): B (cont'd) ' CONCRETE,BREAKOUTSTRENGTH (SHEAR):.* r Case 1 - Anchor closest to edge: +. If h,�< 1.5c,, i if h., < `56et j Vcb-(Avc /Avco) .Wedv Wc,v Vb t v ,. .. Condition A or B?B A v y Avc �v ,0.7 h 4 Ce k6,, Avc/Avco 0.533 t.-..-�� hA� le 5 in. 1.5Cet .1.5Ce1 . Stl. Attach. no .t. Yes or no r'. _ A,�= 2(1.5c,i)h,: A,,r = 2(1.5c.1)ha i Vb , '24.4 kips ' ` Case 1: One assumption `Tec,v ' r a.•'o If c,� < 1.5c,, ` of the distribution of . • y'ed,v a 0.880 ' V forces Indicates that half, the shear would be critical WC VA r on the front anchor and its 4 y n �. :� ` tea. projected area. -' i 4.4 1.. ..1.51.12 ' �Vcb`~ 8.9 kips r .1.SC,,� r If he < 1.5ce, Case 2 - Entire Anchor Group: ry' ce2l.Sce1 f: ` r• V cb = (A Vc'A vco) �ee,v Wed,v Wc,v `Vb A V Ave 1.5ce1(1.5eet + Ge2) ``° ' - Condition'A or B? ' g .. e � cel �v 0:7 h,. A / A 0.533 �. vc v,. s• Vb+, '24.4 kips 20' Hairpin If h, < 1.5c,t and s, < 3c,, A,,, � 2(1.5c,1)h„ = „ `yec,v Y 1' ,. Rebar .1A c ', V Ave _•f Case 2: Another assumption i of the distribution of forces • ,. `yed,v, ' 0880 - l'y 40 ksi i c .t ; indicates that the total shear t . ' - `Tc v # _ , Angle' 15 deg ha " 4 T 1.--..I•- i} •l r would be critical on the rear anchor and its projected area.. «1' �h 1.12 No. of Hairpins 1 1,5ce, s, 1.5c81 Only this assumption needs t ` ' �V6b 8.9 : kips, ::. 4 �V cb 11.4 k + Are = [2(1.5C,,} 5,)h, to be considered when anchors are rigidly connected CASE 1 GOVERNS Ids = 2.0 ft to the attachment... ' Vcb 11.4 kips „ ` • Note: both Case 1 and Case 2: CONCRETE PRYOUT STRENGTH (SHEAR): should be evaluated to ' V cp = k cp ; N cpg determine which controls for design except as noted. ` �v.. 0.7 k cP 2.0 } Ncbg - . 32.3 kips ~N n N 5la V ua ua - �V cP ' 45.3 -kips (Does not include e'N) . . �/-�ON,,, + (�v,, DETAILING ' .Spacing 3 0.in >= 2.5in: OK. _ Trilinear , ( interaction approach Min..Ca " 1 .5'in. .. : • Edge Dist: 1`3:5'>= 13.5 in. OK 0.20N, --� - INTERACTION OF. SHEAR AND TENSION:' r 02OVn 0Vn : V^ LRFD LC: ' Nua Vua EN e'N �ot Nua/On VuJOn Interaction: 4 0 0,k 2 9k '0.0,k 0 1:00 000 028;WOR24:BRACE ', 0 0 k 1 3 k 0.0` k 0 1.00 0 00 ®13 6:MAX :, a .5:2: k ' 2 7 k 0 0 1.00 041' 0 26` ;, r _ 0 0.75 7:MAX 10.6'k 1 2 k 0:6,k 0 06 0.12. 0 18 t 'l LRFD LC# LRFD LOAD,COMBINATION (Q. INCLUDED) VERT.- H2ORIZ. VERT. I" 1 1.4(D+C) 40'W. x 8011.1 x 14'H. MB 0.0 k" 0.7k; 0.0k Tom Husing FOUNDATION DESIGN 1..4 k -0.0:k, 1.4 k . LINE(S): �2�(D+C) + 16(L��or S)'+ (f;Lorp05W,})> METAL BUILDING LOADS 0(7 k ° 3=6Rk w Vertical Loads Horizontal Loads: Vert. Brace Loads: LC Factors D >03k _ D f00k, E+_. 05'k SDs= 0.5346 5 (1.2 + 0,2SDs)(D+C) + E + fj L + f2S C 02k C 00k; `_ E 05k p-;. BR 1 3, ; 7 Lr 0.0*'' . W+ ;. 0.9 k X 00 = 2>: (X -Brace) L 0 0 k o .; L ;° 0 0 k' '' W = ` 0 9.k, .X BR. 0, =' 2.; (X=Brace) . S 0 0 k S = 0 O" k; Horiz. Brace Loads: Floor LL E+ i0 0 k :': E+ O:O:k' ,:; E+"_ 0 6`k 0.5 E 00k �: E `: 00k: E -`:' 06,kfz_. i 02 I W+ -00k W+ 13k W+ OK.� W_ =30kW_ 712 k W 1:3.k GOVERNING LOAD COMBINATIONS 2.1 k 0.0 k RP.COLUMN ',' X -BRACE LRFD LC# LRFD LOAD,COMBINATION (Q. INCLUDED) VERT.- H2ORIZ. VERT. H.ORIZ. 1 1.4(D+C) 0.7k 0.0 k" 0.7k; 0.0k 2 1.2(D+C) + 1.6L + 0.5(Lr or S) 1..4 k -0.0:k, 1.4 k . 0.0 k �2�(D+C) + 16(L��or S)'+ (f;Lorp05W,})> 3 2ky 0(7 k ° 3=6Rk N�.6 k' ` NP -00"M DM+WMf+0.5(Lr ox.� 4 5 (1.2 + 0,2SDs)(D+C) + E + fj L + f2S 0.7 k 0.0 k. 1.6 k 1.2 k 7 (0.9 - 0.2SDs)D + E 0.2 k 0.0 k - . 47-k . _ -1.2 k ASD LC# ASD LOAD COMBINATION VERT. HORIZ. -VERT. HORIZ. 1 (D+C) 0'.5k . _ 0.0k 0.5k O.Ok 2 (D+C)+L: 0.5k> 0_0k '0.5k 0.0k 3 (D+C) + (Lr or S): 2.1 k 0.0 k 2.1 k 0.0 k - 4 (D+C) + 0.75L +0.75(L(.or S) 1'.7 k "0:0 k 1.7 k ': 0.0 k 6 (1 + 0.14SDs)(D+C) + 0.7E- ' 0.5 k 0.0 k 0.9 k 0.6 k 75(Lr'or S) Ml k0:6�k 8 (1 +`0.105SDS)(D+C) + 0.75(0.7E)'+ 0.75L + 0315S',' 0.5 k- O.O.k ,0.8 k 0.4 k 9; 06D�+BIN 10 (0.6-0.14Sps)D + 0.7E 0.2 k -6.0 k -0.3 k . '-0.6 k PAD DESIGN Width.`, Depth17,00ft,ace �Total Dt{ LINE(S): 1 1.0 ft. MAX ASD FORCE PDOWN = 2.12 k UPLIFT = 1.62 k HOUTWARD - 0.78 k HINWARD= 0.78 k UPBRACE = 0.38 k HBRACE = 0.77 k UPLIFT 1.0 ft GRID(S): A & C LAKINh Width.`, Depth17,00ft,ace �Total Dt{ Length = 1.0 ft. Width = 1.0 ft. Depth = 1.0 ft. q = 0.76 ksf q ALLOW = 1.50 ksf OK 7.0 ft LLength Width.`, Depth17,00ft,ace �Total Dt{ PAD 1.0 ft 1.0 ft 1.0 ft 1.0ft"3 0.15k ,,SLAB,` 8.0 ft 6.0 ft 0.5 ft 24.0ft"3 3.6k FTG. 7.0 ft 1.0 ft 1.0 ft 7.0ft"3 1.05k `FRICTION 1.0 ft 2.0 ft 1.0 ft. 0.5 ft"2 0.3 k UPLIFT: OK 0.6*DL = 3.18 k 40'W. x 801. x 14'H. MB Tom Husing BOTTOM REINF. Col. W = 6.0 in. dt = 8.8 in. Size = #4 Fy = 40 ksi M = 0.0 k-ft/ft As = 0.003 si/ft OK a FOOTING '-0"W. x 1'-0"DP. CONT. FTG. OK Reinforcement #4 CONT. REBAR TOP & BOT., OK Tension Tie (1) #4 x 20' HAIRPIN GRADE 40 (2) Headed A.B. 5/8" DIA.x12"EMBED ASTM F1554 GR. 36 THRD'D ROD A.B. w/ HEX NUT @ BOT. Calculation Sheet 11 of 19 40'W. x 801. x 14'H. MB i Tom Husing ANCHORS LINE S 1 GRID S ` A 8 C 2 5/8" DIA 12" EMBED THRD'D ROD ANCHORS () () () x i ACI 318-14 CHAPTER 17 w/ HEX NUT @ BOT. do 5/8_ ,: in. �. her A se 0.226 )n.`Type of anchor? hb ,;:. 'headed stud or headed/hooked bolt fya 36 ' ksi Grout pad? i futa 4 58 ;: ksi "ci" or "pi" 'ci cast -in or post -installed? fc , w 2500 , psi torqued? .. no . �1 0�.. , C3 S2 CONNECTION GEOMETRY: r ti Nua n .2 ha 12 in. vua s t 3+ in. c2 y. No. ofcols S2 O, in. • s No. of rows . 1' 4 C2 4:5 in. r y C3 61 in. Jif 3 tk a� C4 STEEL STRENGTH (TENSION & SHEAR): N.,. = n As f uta V sa = n A se f uta n a >.2 Vsa = n-0.6 Ase f uta �N 0 75:(Assume ductile steel) n;, 2: �Nsa 19.7 kips �v 0 65;(Assume ductile steel) �Vsa 10.2. kips . CONCRETE BREAKOUT STRENGTH (TENSION): . �.�1, A* Ncb=(AN, /A,,,.) Wed,N.Vc,N Vcp,N Nb r Ncbg—(A.Nc /Anco) Wec,N Wed,NFc,N Wcp,N Nb Dk Condition A or B? B 4' Tension Tie: s�« Anc/ ANc:, 0.444 Rebar #4 - - `✓"� (cn 1.5hr)(2 x 1.5hw) �N 0.7 F °�::.AO ksi.; AC., 1,5h� Nb 17.6 kips Angle O deg. ; Ved,N 0.85 No. of Tension Ties 0 `" S1 . 1"5b° A� r ,— Wc.N 1.. �Ncb : 0.0 k Fs `y;PN 1., la 1.33 ft �N Cb 4.7 kips (Does not include effects of e'N) ' !� ANCHOR PULLOUT STRENGTH (TENSION): u�; �IZhd'aMs, h„ 1.5h„) NP,; = Y%,p NP Bearing Area Calculation: hooked or headed? :headed ? Hex Nut/Washer?: Hex"Nut., � ,.5h„ �N 0.7' Min. Washer Length: 2.0 in f- Aft tsna A b,g 0.454 in .2 Estimated Head: 0 48.in S, } fib` 4 en n a: _-.in. Amount Washer(s): 0- x� VCR -.1,� Minimum Washer Thk.: 0.25 in - Aw�(C.,. q. 1.5ha)(e.. S, 1.5h.) No 18.2 kips Total Thk: 0.00 in an'S aWh 13h," W pn 12.7 kips Abrg,new: 0.45 sq -in . r Calculation Sheet 12 of 19 40`W. x 801: x 14'H. MBA r Tom Husing : ANCHORS: 'LINE(S): 1 GRID(S): A & C (cont'd): ` fid,; y ,• " { CONCRETE, BREAKOUT STRENGTH (SHEAR): Case 1 - Anchor closest to edge: ' i. If h,<.1.5c,, If h,<15c' V , V cb - (A Vc /A Vco), wed V Tc,V V b < Condition A or B? t -A V B' c AOC 2- x ..1,� 0.7 a _ - • ha- WWA�c i Avco ; 0.667 t T 1.-.+,-.I ha , 1.5c l 1.5c i le ' 5 In. 1,5ca, 1.5cmt Stl; Attache "„ no Yes or no' �} Av, = 2(1.5c�;)h, ;+ t- 'pvc - 2(1.5cat)ha' V b 6 2 kips r Case l: One assumption V/ec,V 1V_ If cat 1.5c,, Of the distribution of `I'ed,v 0.850 V/ 'forces indicates that half • the shear would be critical A On the front anchor and its. Pc,V "`_ �c projected area. ` ' h.v- 1.00 - 1.5c„ '�Vcb' 2.4 kips IfhB'<1,5ct ` Case 2. -.Entire Anchor Group: L ce21.5ce9 V cb - (A Vo / A vco �ec,V �ed,V �c,V V b A Ave = 1.5Cat(1.5cnt + ce2) vc .Condition A or.B? B ( : ca, �.�v 0.7 h8 ., 1:5c 1.5 cat Av, , Avco 0.667 If h. < 1.5c and < 3c # V b 6.2 kips 20' Hairpin: a at t a, A„c = 2.(1.5cat)h8 y' V Case 2rAnother assumption `�'ec,V 1 Rebar 44 - Ave of the distribution of forces ` `Yed,v 0 850 Fy' 40 ksi indicates that the total shear ha would be critical on the rear `pc v r �:; ; , -. Angle i , 15;deg' 1---•I•�I----I n anchor and its projected area. _ `Th,V " ; : -1,00 , No. of Hairpins";, 1 1.5cg, s, 1.5c81 Only this assumption needs Arc = [2(1,5cot) + st)hs to be considered when ` �V cb 2.4 kips �V cb 11.4 k Y anchors are rigidly connected CASE 1 GOVERNS , Id:. 2.0 ft to the attachment. , W cb 11.4 kips t Note: both Case 1 and Case 2 CONCRETE PRYOUT STRENGTH (SHEAR): should be evaluated to, determine which controls for,; VCP - k cP N cP9 design except as noted. �v 0.7 { k cP .. 2.0 nin Ncbg 6.7 kipsr3 ..* N NJ13 V s �Vcp 9.3 kips (Does not include e'N) :r a h;v) DETAILING CHECK:f I Spacing 7 3'61.1-6. >= 2.5in. OK " < Trilinear interaction r approach Min. Ca r 4`5 in: I . ` x.. Edge Dist 4c5'>= 4.5 in. OK _ o.2iYn - - , r -i-- - ------ INTERACTION OF SHEAR AND TENSION:0,2¢V„ V. •, - S�Vn .. LRFD LC: Nua Vua EN e'N �Dt NuANn VuaiOn Interaction: 4 0.0 k 1:3 k 0.0 k 0, 1.00 Ot00 ` ` X0.14' 0 1e4i 4:BRACE 0 0:k1 3 k"0:0 k 0 1.00 0 1.4 6:MAX 2.7*" ;1 3 k 0 `0 1.00 0..59 - 0 14 0.72 r 7:MAX -. 0:7k� 1.2�k 0'7 k :;°0 0.75 ,,. ®_1s9 0.1;3 0-.3'X ' LRFD LC# LRFD LOAD COMBINATION (fro INCLUDED) VERT. HORIZ 40`W. x 801. x 14'H. MB 1- 1.4(D+C) 0.7 k; 0.0k Tom Husing FOUNDATION DESIGN 1.4 k ` 1.4 k _; 0.0 k LINE(S): 5._;,: GRID(S):A& C ;! .- METAL. BUILDING LOADS 1.4 k 1.3 k 3.0-k 2.5 k. Vertical Loads. Horizontal Loads: Vert. Brace Loads: LC. Factors D ; 0 3 k L D 0 0 k :: E+ 1 3.k:: Sys = 0.5346; C 02k :' C OOk E =: 13k A = 13° Lr 1 6 k Lr 0 0 k . W+ = r. , 1 6 ;K. '. 'X BR .Q 2 (X -Brace) L 0.0-k- L 0 0 k ,: ` W 1 6',k X BR. Q, _° 2 ,' (X -Brace) S 0 0 k `. S 0 0 k.:' _ Horiz. Brace Loads:. Floor LL = p 0 psf E+ 05k =' E+ 06k: E+ 21 k'.' t;_ 0.5 .- E 0 5 k E : 0 k': :` 6 E 2 1 k ;... fZ _ 0 2 i W+ 0 0 k .:, W+ 1 3 k;: '. W+ 2 5:_k ' OK Vl' k:'_ �,;� = W 2 5 k GOVERNING LOAD COMBINATIONS' 8.. (1 + 0.105SDS)(D+C) + 0.75(0.7E) + 0.75L + 0.75S RF COLUMN X -BRACE LRFD LC# LRFD LOAD COMBINATION (fro INCLUDED) VERT. HORIZ --VERT. HORIZ. 1- 1.4(D+C) 0.7 k; 0.0k 0.7k 0.0k. . 2. . 1.2(D+C) + 1.6L + 0.5(Lr or S) ' 1.4 k 0.0 k . 1.4 k _; 0.0 k .- 4 1.2(D+C) + W + f,L+0.5(Lr;or;S) ` 1.4 k 1.3 k 3.0-k 2.5 k. �6. ..;,, 0 9D +SW .. `� ��`� `• �s" r� � 2�7 kr 3; k =1�3 k 2.5�k��A . , E i� � :.� �.�r„�.r,,;��,:EFas.DS�s�?:r��mxs. � �E`�`�*.�tr.,.�..x,.„�,.��syEe,6��_ � r.��a�:�� E � r'� .`�`` �al� ��• ASD LC# 'ASD` LOAD COMBINATION .VERT. HORIZ. VERT.' HORIZ.' 1 (D+C) -0.5k. 0.0k 0.5k :0.0k 2 (D+C)+L 0.5k 0.0 k' 0.5 k- 0.0-k 3 _.(D+C) + (Lr or S) 2:1' k. O:O k. 2.1 k 0:.0 k 4 (D+C) + 0.75L +0.75(Lr or S), 1:7 k 0:0 k 1.7 k 0.0 k 5' (D+C) + 0;61N _ 0.5 k' 0.8'k 1.0 1.5 k 6. 00,25:010 8.. (1 + 0.105SDS)(D+C) + 0.75(0.7E) + 0.75L + 0.75S 0.&K 0.4 k,. 1.4 k ; 1.4 k , 9'.. 0 6D+ 0.6W16kr T 0 8�k -08 k 1.5xk 10(0 64SD07E r 0 6 -k =1 Oak. 19 k PAD DESIGN �d 'W "' P �1'1. 'a" -',' � , - , " - I qe 0 �t �' f4T LINE(S): 5 2.5 ft. MAX ASD FORCE,' * PDOWN = 2.4 k UPLIFT = 1.62 k Hou-rWARD 0.78 k HINWARD= 0.78 k UPBRACE = 1.03 k HBRACE = 1.91 k UPLIFT 7.0 ftA 3 GRID(S): A & C BEARING �d 'W "' P �1'1. 'a" -',' � , - , " - I qe 0 �t �' f4T Length = 2.5 ft. Width = 2.0 ft. Depth = 1.5 ft. q = 0.56 ksf q ALLOW = 1.50 ksf OK t097,1,1 Length, 11 � id �-,-,D '�W �d 'W "' P �1'1. 'a" -',' � , - , " - I qe 0 �t �' f4T PAD 2.5 ft 2.0 ft 1.5 ft 7.5 ftA 3 1.13k -SLAB,: 9.5 ft 6.0 ft 0.5 ft 28.5 ftA 3 4.28 k FTG.:. 7.0 ft 1.0 ft 1.0 ft 7.0 ftA 3 1.05 k LFRICTION, 2.5 ft 2.0 ft 1.5 ft. 1 1.13 ftA 2 1.01 k LIJ U 14 1 a Wel J 0.6*DL = 4.88 k 40'W. x 801. x 14'H. MB Tom Husing BOTTOM REINE Col. W = 6.0 in. dt = 14.8 in. Size = #4 Fy = 40 ksi M = 0.3 k-ft/ft As = 0.017 silft OK FOOTING 2'-6"L x 2'-0"W. - x l'-6"DP. Reinforcement Use (3) 94 EA. WAY Bottom Hairpin (1) #4 x 20' HAIRPIN GRADE 40 ENDWALL COL. (2) Headed A.B. 5/8" DIA.x12"EMBED ASTM F1554 GR. 36 THRD'D ROD A.B. w/ HEX NUT @ BOT. X -BR. CLIP (4) Headed A.B. 1" DIA.x12"EMBED ASTM F1554 GR. 36 THRD'D ROD A.B. w/ HEX NUT @ BOT. Calculation Sheet 15 of 19 i 40'W. x 801. x 14'H. MB Tom Husing ANCHORS: LINE(S): 5 GRID(S): A & C (2) 5/8" DIA. x 12" EMBED. THRD'D ROD ANCHORS ACI 318-14 CHAPTER 17 w/ HEX NUT @ BOT. do b/8i'In, r het 6:; ;K';In. A se 0.226 in,` Type of anchor? hb headed stud 'or headed/hooked bolt . fya 36 -: ksl Grout pad? '. n0 foto 58 ksl ..ci" or "pi" ' _ ci , cast -in or post -installed? f6 i 2500.,: psi torqued? ho" 1.0- 052 52 CONNECTION GEOMETRY: `1 Nua n 2 ha 18;in. vua: Sl 3.in. c2 No. of col's 2'?: S 0 in. No. of rows c 2 10`5 in: -Sb cs 12 in. C4 10?5 in., i STEEL STRENGTH (TENSION & SHEAR): N sa =n As f uta Vsa :-"n A se f uta n •-2 Vsa =n 0.6 Asefuta ' i I$fN 0 75; (Assume ductile steel) . n � 2 4Nsa 19.7 kips itfv 0,65, (Assume ductile steel) �Vse 10.2 kips CONCRETE BREAKOUT STRENGTH (TENSION): Ncb=(ANc /Anco) Wed,N &'c,N Wcp,N Nb Ncbg—(ANc �A,nco) �ecN WedN�c,N Vfcp,N Nb - tbad t + Condition A or B? B 4' Tension Tie ,snd' L Anc/ANco 1.167 Rebar .#4 �N 0.7 Fy, 40 ksi:.,< A,-(C.,,6hd)(z.,.sh„) ac„<shd Nb 17.6 kips Angle 15'deg, -' �ed,N 1.00 No. of Tension Ties 0 A`yc,N . �Ncb: 0.0 kn`I'cp,N 1. Id: 1.33 ft ,s�Ncb rM 14.4 kips (Does not include effects of e'N)j ANCHOR PULLOUT STRENGTH (TENSION): ~ II c,, aM s, - jhMt•Shd) Npn= Wc,a, Np Bearing Area Calculation: i hooked or.headed? -headed,' Hex Nut/Washer?: Hex Nut ' s, 1,5h, ItfN 0.7 Min. Washer Length: 2.O in � � A Ho . A by 0.454 in.2 Estimated Head: 0.48 in , en m n.a:`=in. AmountWasher(s), .:0'�_. c„n �V�P 9.. Minimum WasherThk.: 0.25 in Aft _(c„+s,+,.5hd)(cn•h+i.sh„) N 18.2 kips, Notal Thk: 0.00 in �'5�nd�<'3 � �Npn 12.7 kips 'Abrg,new: 0,45 sq -in Calculation Sheet 16 of 19 40'W. x 801. x.14'H. MB. - Tom Husing ANCHORS: LINE(S)-5 GRID(S): A 8 C (cont'd) CONCRETE BREAKOUT STRENGTH (SHEAR): Case 1 - Anchor:closest to edge: If h, < LScie If ha < 1 5ca; V _ 1 V cb (A Vc / A VCO / °wed V Wc,V V b :. ' Condition A or B? g A� A 2 0 �v 0:7 ► �� Avc i Avco 0.667 1.S C 5 ha i. -.1: -►1 '- -5 in. � - a, ai t.SCal 1.5Cat - Stl. Attacf no ''Yes or no A = 2(1:5ca�lh, Avc = 2(1.5ca,)ha Vb 17.4 kips Case 1: One assumption ' `YeC v, e ; S '1'' It cat < 1.5c,l of the distribution of forces Indicates that half. , `Ved,'v + 0.875 V the shear would be critical A c on the front anchor and its ' projected area. 11'.00 ` OVcb 7.1 kips �.__. If h, <,.I. w Case 2 - Entire Anchor Group: cez 1.5ca1 r 3 .Vcb=(AVc/AVco) Wec,V Wed,V Wc,V V6 Ave =1:5ea,(1.5eat+cat) A`� Condition A or B? B he �V 0.7 1.5cat 1.5c . Avc l'Avco 0.667 r If ha < 1.5c,1 and st < 3c i AM = 2(1.5ca1)ha Vb 17.4 kips 20 Hairpin A� V.0 Case 2: Another -assumption `f'ec;y Rebar #4 j of the di stritsuiion of forces,-. �.: > .:.. y 40 ksi c indicates that the total shear `Wed,V 0.875 F I ha� M�� would be critical an the rear r j An le 15 de I•---1�-i- �t �c'v g g '' 1,5c s 1,5c anchor and its projected area. w at > al Only this assumption needs `I'h,v _• 1.00 y No. of Hairpins:':`1 tq y p �V cn 7.1 kips A,,C _ [2(1.5ca1) + sllha to be considered when t cb r 11.4 k + anchors are rigidly connected , CASE 1 GOVERNS Id: 2.0 ft to the attachment., � Vcb 11.4 kips Note: Both Case 1 and Case 2 CONCRETE PRYOUT STRENGTH (SHEAR): should n evaluated to _ " - , ( ) determine which controlsfoF , VCP = k cP N CPs design except as noted. , k k CP 2.0 Ncbg 20.6 kips ON„- �VcP 28.8 kips (Does not inciude•e'N) 1 .1/^l�N�l�l�v�l DETAILING CHECK: I ' Spacing -3161n':>= 2.5in. OK = •, Trilinear i interaction approach e Min. Ca 10:5; in. I ' • _ Edge Dist 16.5 >= 10.5 in. OK i . 0.20N� -,- - - - - - - INTERACTIOOF SHEAR AND TENSION: 0.20V11qva V N' LRFD. LC' Nua ' " Vua EN e N �Dt Nual�Nn VualOn Interaction: , • . 2 7k ...1 3 k 0.0 k 0 1.00 021 0�1�3 034t 07,k :4.2k 0 0 1.00 041 `3 04:6' 0� 27k ,13k0 0 1.00 021 ®13� 034 .`. 0 k*:,. . `; 0.7.k 0 0.75 7 r. 4 _ 6 7 ,;11 , ,.. 40'W. x 801. x 14'H. MB Tom Husing ANCHORS: X -BRACE CLIP (4) 1" DIA. x 12" EMBED. THRD'D ROD ANCHORS ACI 31i3-14 CHAPTER 17_ . w/ HEX NUT @ BOT. do 1 in. het6in. Ase 0.606 1n•` Type of anchor? : hb headed stud or headed/hooked bolt fya 36:. ksi Grout pad? no feta 58;' ksi "ci" or "Pi!" ; ci cast -in or post -installed? fc2500 , psi torqued?. no sa CONNECTION GEOMETRY: alua n #4 ` ha. ;241n. _ t vu.a s tca 4 in. f No. of cel's 2. = S2 ;6'111. No. of rows2` %x 0 c2 10 in. C3 1'O: in. C4 1150in. STEEL STRENGTH (TENSION & SHEAR): i N sa. = n A., Cuta Vs., = n A se feta n a 4. V sa = n O.6 A se f uta 1 �N -.--,-"015 (Assume ductile steel) n„ 14' �Nsa 105.4 kips �v ", 0,65: (Assume ductile steel) " r Wsa " 54:8 kips c CONCRETE BREAKOUT STRENGTH (TENSION): Ncb—(ANc7Anco) Ted,N-Wc,N`ycp.NNb T_ N cbg = (A Nc A ncj 'Tec,N Sed,N Sc,N 'Tcp,N N b 1.5hN Condition A or B? B _ 4' Tension Tie ,.ShL 21111"g, ' i 11 Ani/ ANco 1.630 Rebar. ,* i �N 0.7 Fy, :: _40.ksi � a y 5htl.5hr1(2K Nb 17.6 kips Angle O;deg Vjed,N 1.00 No. of Tension Ties 0 `^ 't.sh°` a ' , ON cb : 0.0 k `Ton.N1: Id:' 1.33 ft �Ncb 20.1 kips (Does not include effects of e'N) ' c ANCHOR PULLOUT STRENGTH (TENSION): �'' A. (cn's,+,.5h°�)(2x1.5ho) . . h c„ < 1.5hw and s, < 3h„' Npn= Wc,p Np Bearing Area Calculation: hooked or headed? ,.:headed Hex Nut/Washe,r?: He'x'IVut ` . e„ s, 1.ShN . ” �N 0.7 Min. Washer Length: 3.0 in �- A°:; A ng 1.163 in.2 Estimated Head: - 0.78 in 1.She� s:I ' *._ en n a: in. Amount Washer(s): 0'< !Y ;n Pc,P L1.: -Minimum Washer Thk.:' 0.38... a„=(c,,+s,+,shd)co,.+si�,snd) NP 93.0 kips Total Thk: 0.00 in Ua„and c�<1.5hd P - and s, and a=<3hy . �Npn 65.1 kips Abrg,new: 1.16 sq -in , Calculation Sheet 18 of 19 x 801. x 14'H. MB''_ wF� Tom Husing ANCHORS: X -BRACE CLIP (cont'd) CONCRETE BREAKOUT STRENGTH (SHEAR): • Case 1-.Anchorclosest to edge: If h, < 1.5c,, If h, < i 5c.,,. , V , ` Vcb=(AVc /AVco) ed,V Tc,V Vb 4. 2(5oy • Condition A or B? B ' r Arc 0 �v X0.7 �:. ca A,K 2 A / A 0.644 Y ht�-.d. .1 ha c '- �C vcv 1.5 c;n 1.5 c,, � l.=a.•-�f ; Ie 6 in. 1.5C,t 1.5Cat • Stl. Attache r F no Yes or no A,� = 2(1.5ca,lha Avc = 2(1.yc,t)ha V b ?6,11 • kips j Case 1: One assumption y'ec,v 1. If c,2 < 1.5c,,. ". of the distribution of `Yed,v 0.833• : V forces Indicates that half the shear would be critical �'c v 31 A;c on the front anchor and its r -c projected area. - `Th,v _.. 1.00 •1.5c„ _ �V cb 9.8 kips _. <• y I---. - If h,-1`5c,t , t a Case 2 - Entire Anchor Group: c 1.5c ' _ az et f V cb _ (A Vc 1A Vco) T1ec,V V1ed,V Wc,V V b A,c = 1,5ca,(1.5cat + Caz) A V" Condition A or B? B �v 0.7 h, Arc l Avco 0.351 . F If h < 1.5c and < 36 ` a at 1 at Avc _ 2(1 5c i)ha ' V b ,. ' • � 43.3 • kips 20' Tension Tie: , V Case 2: Another assumption, r, `yec,v 1; Rebar #4 Ave , ' - of the distribution of for q.. - `Yed, v 0 795 Fy 40 ksi � � c indicates that the total shear h, would be critical on the rear ` .,v 1.' Angle 15 deg � !.--' ,;_-_; anchor and its projected area. ` h v 1.00 No. of Hairpins ' ,1 1.5c,t s, 1.5c„ Only this assumption heads i �V�b 8.5 kips ; . W cb.� 11.4 k.L•' AT = (2(1,5c,,}+ silly. to be considered when anchors are rigidly connected,' CASE 2 GOVERNS Id: -1.33 ftto the attachment., W cb '11.4 ` kips :' Note: Both Case 1 and Case 2` CONCRETE PRYOUT STRENGTH (SHEAR): should n evaluated to a determine which controls for . V cP - kFP, N 6P9 • f , ` design except as noted: CP Nbg 28.70 kips Nn. • ` ' s s �Vcp _\ �, 40.2 kips (Does not include e'N) H,�l1+l4�nJr3 7 f DETAILING CHECK , I Spacing 4 .>= 4in. OK I r� Trilinear ' j interaction r, t' q z , j approach t " Min. Ca t s 10;5 in: - jr� , Edge Dist c 10 5'>= 10.5 in. OK r 0.2¢%,------------- INTERACTION -----------INTERACTION OF SHEAR AND TENSION: U 2¢Vn OV. V. - LRFD LC: Nua Vua EN e'N hoc Nua/�Nn VuaWn Interaction: 00k 251k 00k 0 1.00J61225:BRACE 0 Ok �':4 2 k1.00 0.00� X0.337®.3r76:BRACE<: 1 3:k 2.5-k01.00 0.06 0.220287:BRACE;c2:4:k-:-•4.2 k :'2;4 k - � ''0 0.75 1.��6 " 0 37�0 :A56 CALCULATION PACKAGE BUILDER: SUPERIOR CONSTRUCTION CUSTOMER: TOM HUSING JOB NUMBER: 16-B-11185 TABLE OF CONTENTS Original Design Completed thru Change Order # 01 Revision History Rev # Reacttions? Reason for Revision Page LOC 1 Design Criteria 2 Building Sketch 3 Design Summa 4-12 Special Detail 13-14 Design Reactions 15-16 Seismic Design 16-18 Original Design Completed thru Change Order # 01 Revision History Rev # Reacttions? Reason for Revision Pages Revised ReUvised ate Eng. Project Engineer: Meeram Jeelani (Fairview) Checking Engineer: Akula Sai Krishna Signing Engineer: Cyrus Iranpour PERMIT# BI 7-2710 PCl/B-4 BUTTE COUNTY DEVELOPMENT SERVICES i 040-260-056 REVIEWED FOR CODE COMPLIANCE ± NOVEM BER 9, 201.7 DATE Imo! l "1 BY LTD AG BLDG.(3200) er Y BUILDING COMPANY ACCREDITEX,An NCI Company AC472 August 21, 2017 SUPERIOR CONSTRUCTION 4241 EAST BRUNDAGE LANE BAKERSFIELD, CA 93307 16-B-11185 TOM HUSING 9233 LOTT ROAD DURHAM, CA 95938 40'-0" x 80'-0" x 14'-0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification.. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Kourosh Iranpour, P.E. V0'-*1V)4F05H ItgNA��, Contract Engineer Opy� C 045220 Fn * EXP. 09130118 2017 12:20 PM 16-B-11185 1 08/21/17 I METALLIC BUILDING COMPANY Job Number: 16-B-11185 Jobsite: DURHAM,CA 95938 Designer: MJL Checker: PNR Revision: A Date: 8/21/17 By: Pages Revised: Building Code ....................... CBC 16 Risk Category ........................ II - Normal Roof Dead Load Superimposed .................... 2.000,psf Collateral 3.000 psf Roof Live Load ....................... 20.00 psf (Reducible) Snow Ground Snow,Load (Pg)........... 0.00 psf Snow Load Importance Factor (Is) 1.00 Flat Roof Snow Load (Pf)......... 0.00 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Serviceability Wind Speed ......72 mph Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.171 psf pressure -32.167 psf suction Other Areas 1.24.171 psf pressure -26.185 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss .......................:...... 0.6120 g. Sds ..... 0.5346 g S1 ............................... 0.2720 g Shc ..... 0.3366 g Analysis Procedure .............. Equivalent Lateral Force Column Line 2 TO 4 1&5 SWA&SWC Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.165 0.165 0.165 Design Base Shear in kips (V) Transverse 4.27 Longitudinal 4.25 Basic Structural System (from ASCE 7-10 Table 12.2-1) C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system." *********************************************************************** 2 08/21/17 Provide 2X2X1/8" FB w/o back up 1 2 3 4 plate @ indicated O O O O O locations 0 H O ----------- 1 ----------- 1 ----------- 1"� ----- ----------- TT ------ - T ------- 0 O V Provide sub -jambs O3 Move FBs to other O side of column 16-B-11185 Framinq La out 8/21/17 3 08/21/17 16-B-11185 FRAMING SUMMARY: Roof 8/21/17 2:29am PURLIN LAYOUT: -------------- Surface Purlin Surf -Ext Stub-Purlin Total .,Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row ,------- ------ ----- 2 ZB 0.00 ----- ---- 0.00 N ----- •----- N 4 ----- ----- 1.33 4.68 --- 4 3 ZB 0.00 0.00 N N 4 1.33 4.68 4 ` PURLIN LOCATION:' ---------------- Surface Purlin Surf Id Id Offset Space 2 1 4.68 4.68 2 9.37 4.68 3 14.05 4.68 4 18.74 4.68 20.07 1.33 3 1 1.33 1.33 2 6.02 4.68 3 10.70 4.68 4 15.39 4.68 20.07 4.68 PURLIN & EAVE STRUT: -------------------- Surface Bay -Purlin-Lap- IS_Flg Eave .Id Id Part ------- Left Right Strap Strut ----------- 2 1 8X25Z16 ------ ------ ------ 2.33 0 -------- 8ES1L14 2 8X25216 2.33 1.33 0 8ES11,14 3 8X25216 1.33 2.33 0 8ES1L14 4 8X25216 2:33 0 8ES11,14 3 1 8X25216 2.33 0 8ES1L14 2 8X25Z16 2.33 1.33 0 8ES1L14 3 8X25216 1.33 2.33 0 8ES1L14 4 8X25216 2.33 0 8ES11,14 ROOF BRACING: ------------- Bay Attach_Locate Id Start End Type --- ------ Part Dia ------ ----- 4 0.00 20.00 Rod -------- WR0800 ----- 0.500 20.00 40.00 Rod WR0800 0.500 BOLT AT EAVE STRUT: ------------ Wall Frame -Line Lap ------- Bolt -Size ------ Id Id Type Plate No. Type Dia Washer ---- -- ---- ----- 2 1 EW - --- ----- ----- 2 A325 0.500 ------ 0 2 2 RF N 2 A325 0.500 0 2 3 RF N 2 A325 0.500 0 2 4 RF N 2 A325 0.500 0 4 08/21/17 2 5 EW - 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 RF N 2 A325 0.500 0 4 4 RF N 2 A325 0.500 0 4 5 EW - 2 A325 0.500 0 PURLIN ANTd-ROLL: ----------------- Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin Id ---- ------------------------- ------ -------------------- 2 L_EW Clip w/gusset @001 1 4 2 RF Clip w/gusset @004 1 4 2 R_EW Clip w/gusset @001 1 4 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 3 R EW Clip w/gusset @001 1 1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 16-B-11185 FRAMING SUMMARY: Left Endwall 8/21/17 2:29am RAFTER: Surf Id Id Part Length ------ ------------ ------ Rafl 2 1OF35C12 20.07 Raf2 3 1OF35C12 20.07 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 7.50 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Coll 0.67 C 8F25C14 12.53 0.00 Co12 20.00 B 8F35C13 14.14 0.00 Co13 39.33 A 8F25C14 12.53 0.00 BASE PLATE: ----------Plate-------- ----- Anchor _Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: -----Bolts----- Id No. Type Dia ------ --- ----- ----- Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 5 08/21/17 GIRT LAYOUT: ------------ Bay Bay -Offset .--Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00. D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ' ----- ------ ------ -------- -------- 1 0.00 14.14 Rod WR0800 0.500 ------------ 16-B-11185 FRAMING SUMMARY: Right Endwall 8/21/17 2:29am ---------------------------------------------------- RAFTER: Surf Id Id Part Length Rafl 2 1OF35C12 20.07 Raft 3 1OF35C12 20.07 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 7.50 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base_ Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Coll 0.67 A 8F25C14 12.53 0.00 Co12 20.00 B 8F35C13 14.14 0.00 Co13 39.33 C 8F25C14 12.53 0.00 BASE PLATE: ----------Plate-------- ----- Anchor -Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 S3 7:00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: 6 08/21/17 -----Bolts----- Id No. Type Dia ------ --- ----- ----- Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYCUT: ------------ Bay Id Locate Type Part --- ------ ---- -------- 1 7.50 ZF 8X25Z14 11.00 ZF 8X25Z16 --- ------ ---- -------- 2 7.50 ZF 8X25Z14 11..00 ZF 8X25Z16 GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 0 Bay_Offset --Support- ----Lap---- Flg Start End Left Right Left Right Rot ----- ----- ---- ----- ----- ----- --- 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D ----- ----- ---- ----- ----- ----- --- 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 14.14 Rod WR0800 0.500 16-B-11185 FRAMING SUMMARY: Front Sidewall 8/21/17 2:29am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening _Size ------ Id Id Offset Width Height Sill Note ---- ---- ------- ------- ------- ------- ------------- 1 2 1.50 12.00 12.00 0.00 OPENING JAMB/HEADER/SILL: Open Bay Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 2 Jamb -L 1.50 0.00 8F35C14 12.00 Jamb -R 13.50 0.00 8F35C14 12.00 GIRT LAYOUT: ------------ Bay Id Locate Type Part 1 7.50 ZB 8X25Z13 --- ------ ---- -------- 2 7.50 ZO 8X25Z16 12.00 CO 8X35C14 --- ------ ---- -------- 3 7.50 ZB 8X25Z16 --- ------ ------------ Bay_Offset --Support- ----Lap---- Flg Start End Left Right Left Right Rot ----- ----- ---- ----- ----- ----- --- 0.00 20.00 Col Jamb 0.00 0.00 D ----- ----- ---- ----- ----- ----- --- 13.50 20.00 Jamb Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 U ----- ----- ---- ----- ----- ----- --- 0.00 20.00 Col Col 0.00 1.33 D ----- ----- ---- ----- ----- ----- --- 7 08/21/17 4 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D r . GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 4 0.00 14.00 Rod WR0800 0.500 16-B-11185 FRAMING SUMMARY: Back Sidewall 8/21/17 2:29am GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D „ GIRT INSIDE FLANGE BRACE: _ ------------------------- No._Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 14.00 Rod WR0800 0.500 16-B-11185 FRAMING SUMMARY: Rigid Frame 1 8/21/17 2:29am LAYOUT: Type RF No. Line 2 Frame Line Id 2 3 Grid Line Id 2 3 MEMBER: Surf Mem Seg Flange Flange -Web Depth- -Plate_Thickness- Id Id Id Part Length Width Start End Web O-flg I-flg ---- --- ----------- ------ ------ ----- ----- ----- ----- ----- 1 1 1 13.35 5.00 9.00 13.00 0.134 0.250 0.250 8 08/21/17 2 2 2 8.35 5.00 11.00 11.00 0.134 0.250 0.250 2 2 3 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 4 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 5 8.35 5.00 11.00 11.00 0.134 0.250 0.250 4 4 6 13.35 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- Mem ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 --- 2 ----- 4.00 --- 2 ----- 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 16-B-11185 FRAMING SUMMARY: Rigid Frame 2 8/21/17 2:29am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Type RF No. Line 1 Frame Line Id 4 Grid Line Id 4 Surf Mem ---Plate--- -----------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- Lt Column ---- P ----- ------ 6.00 0.375 ----- ----- ----- ---- GR36 0.750 4.00 2 ----- 0.00 Rt Column P ----------- 1 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ----- ----- ----- 0.134 0.250 0.250 2 2 2 ------------- Surf 5.00 No. 11.00 0.134 0.250 0.250 Id Locate Side Part Clip ---- ------ 1 1 ---- 1 -------- L2X2X14G ------ 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 16-B-11185 FRAMING SUMMARY: Rigid Frame 2 8/21/17 2:29am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Type RF No. Line 1 Frame Line Id 4 Grid Line Id 4 Surf Mem Seg Flange Flange -Web_Depth- -Plate_ Thickness - Id Id Id Part Length Width Start End Web O-flg I-flg ---- 1 --- 1 ----------- 1 ------ 13.35 ------ 5.00 ----- 9.00 ----- 13.00 ----- ----- ----- 0.134 0.250 0.250 2 2 2 8.35 5.00 11.00 11.00 0.134 0.250 0.250 9 08121/17 2 2 3 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 4 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 5 8.35 5.00 11.00 11.00 0.134 0.250 0.250 4 4 6 13.35 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- .---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type• Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----= ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4:00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G 2 1 1 L2X2X14G , 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 ' L2X2X14G 3 1 1 L2X2Xl4G 3 2 1 L2X2X14G . 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 10 08/21/17 SUM RATE a BOLT TABLE - MA 2 Bd H TA, doELAN 7" Wal _ S` 4 1 0 A35S 1 2 6 -8 7 S-2 4 4 0 A725 1' 2' li 'a s B i 4' : A ■ ■ SRTMR TABLE SMI RA■ SII. M.IY■t MA TNe! F62-8 F07-1 St- 1 2 1/2 1 P ,Y BASE RATE TABLE &ILRuh Sm g� J41� Lr TM*�• � r W NMED) 3 er '-4' -0 3 0' 0 121 it mv,�q 1 FBg�(� ra�� I � I I I I I I • I I I , I I � B ,/ -Uf I C RULWANM +- A FRAME CROSS SECTION: FRAME LINE 4 GENERAL NOTES: ,. ALL JOIRS EBN AM -W „ BODS � T ML AM LsvE WE DawnBf a2,,, Alaamuclnl ON MN metallic building company M A O, MO 6 WrS USW A01A3 N AO10mVLCE 111N TIE��, t2pap{ fdl IBf 40338 X777041 � MEMO" p110 N BAS L9m 19011E MEF6-Mrt L[Ilm OF 466-TMP.0. ZIP 77041 77240 7p E0 GY600CD E(�p� iR6I OFF WE MOM 000ROL BOLTS OR DW TWO MMTItI As MOFPfAB1E O 11E DOW= AMC A10 SAM PRUP. 1011190 f6fAl1A0N 164CIO1 L1fALtElEf115 FDR RE-Tk1B01ED JOIBS Idt 503RBiAL Ao1Bs socLCR Ra usMB nfa-0P�RR LEnco OEM of= 0081WCIIILI 00M 101 N90 SUIEESIFA ilE WIECI016 01116 LIE NBI SP WIIfAi. ID000k OfOMAIDI PtmB 2 ALL RID COIRI OR OF SDWW FMIG M E W= 6M A325 BOSS i LME SOLE MASE SUM 0 >a MfEFA 9ER N1®t 64E 1 MUL ASL MANGE W= ON MUM AW WO MN :/" KU� 1 A % -11186 E8 'JA 12 08/21/17 Ref # ED00001 X Date Rev May '17 00 Double Sub -Jamb for DBCI door Job Number 16-B-11185 Mounting Plat (Not by Metal Bldg. Mfr.) , I I 4® I Sub Jambs � I I � , I � I I � I I � I I � I I r+ ri J,, 'h I u _111w,.......,�a�,� Mounting Bracket/ (Not by Metal Bldg. Mfr.) Bolt (Not b Metal Bldg. Mfr.) eader amb 13 08/21/17 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 16-B-11185 Bracing Reactions Report: 8/21/17 2:29am BUILDING BRACING REACTIONS: --------------------------- Col ----Dead--- Collateral ------Reactions(k )------- Floor ---Wall-- Col Line ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Horz Vert Horz Vert Wind Seismic Notes ---- L-EW ---- 1 ------- C ,B ----- ----- 1.28 0.94 ----- 0.61 ----- ------------- ----- 0.45 F SW A 4 ,5 2.52 1.53 2.13 1.29 R EW 5 B C 1.28 0.94 0.61 0.45 B SW C 5 ,4 2.52 1.53 2.13 1.29 Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 16-B-11185 Additional Reactions Report: 8/21/17 2:29am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Floor Live ----Snow--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 2* ------ C ----- 0.4 ----- 1.2 ----- 0.5 ----- 1.2 ----- 1.9 ----- 4.8 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 2* A -0.4 1.2 -0.5 1.2 -1.9 4.8 0.0 0.0 0.0 0.0 4 C 0.4 1.2 0.5 1.2 1.9 4.8 0.0 0.0 0.0 0.0 4 A -0.4 1.2 -0.5 1.2 -1.9 4.8 0.0 0.0 0.0 0.0 Frame Col -Snow Drift Slide Snow Wind_Leftl Wind Rightl Wind Left2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 2* ------ C ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- -4.4 ----- -7.9 ----- 0.3 ----- -4.8 ----- -4.4 ----- -4.7 2* A 0.0 0.0 0.0 0.0 -0.3 -4.8 4.4 -7.9 -0.4 -1.5 4 C 0.0 0.0 0.0 0.0 -4.6 -8.1 0.4 -4.7 -4.5 -4.8 4 A 0.0 0.0 0.0 0.0 -0.9 -4.6 4.7 -8.0 -0.5 -1.5 Frame Col Wind_Right2 -Wind Press -Wind_Suct- Wind_Longl Wind_Long2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 2* ------ C ----- 0.4 ----- -1.5 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- -0.5 ----- -7.0 ----- -0.8 ----- -5.7 2* A 4.4 -4.7 0.0 0.0 0.0 0.0 0.8 -5.7 0.5 -7.0 4 C 0.7 -1.3 0.0 0.0 0.0 0.0 -0.8 -8.7 -1.0 -7.4 4 A 5.2 -4.9 0.0 0.0 0.0 0.0 0.0 -7.0 -0.2 -8.4 Frame Col -Seis_Left- -Seis_Right -Seis_Long- ----Temp--- ----Rain--- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- 2* ------ C ----- -0.7 ----- -0.5 ----- 0.7 ----- 0.5 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 2* A -0.7 0.5 0.7 -0.5 0.0 0.0 0.0 0.0 0.0 0.0 4 C -0.7 -0.5 0.7 0.5 0.0 -1.7 0.0 0.0 0.0 0.0 4 A -0.7 0.5 0.7 -0.5 0.0 -1.7 0.0 0.0 0.0 0.0 A ------------------------------------------------------------------------------ 15 08/21/17 2* Frame Lines:2 3 Endwall Column Reactions(k ) ----------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.3 0.2 1.6 1.3 -3.0 0.0 -0.1 1.3 -3.0 1 B 0.7 0.7 4.9 0.0 -3.8 1.3 -5.8 0.0 -3.8 1 A 0.3 0.2 1.6 0.0 -1.1 0.0 -2.1 0.0 -1.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.0 -0.1 0.0 0.0 0.0 -2.0 0.2 -1.2 1 B 1.3 -5.8 -2.7 2.9 0.2 -5.0 0.0 -4.7 1 A 0.0 -2.1 0.0 0.0 0.0 -1.0 0.0 -2.1 Frame Col Seismic -Left Seismic -Right Line Line Horz Vert Horz Vert - ----- ---- ----- ----- ----- ----- 1 C 0.8 -0.6 0.0 0.6 1 B 0.0 0.6 0.8 -0.6 1 A 0.0 0.0 0.0 0.0 ----------------------------------------------------------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 5 A 0.3 0.2 1.6 0.0 -2.1 ' 0.0 -1.1 0.0 -2.1 5 B 0.7 0.7 4.9 1.3 -5.8 0.0 -3.8 1.3 -5.8 5 C 0.3 0.2 1.6 0.0 -0.1 1.3 -3.0 0.0 -0.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 5 A 0.0 -1.1 0.0 0.0 0.0 =2.1 0.0 -1.0 5 B 0.0 -3.8 -2.7 2.9 0.0 -4.7 0.2 -5.0 5 C 1.3 -3.0 0.0 0.0 0.2 -1.2 0.0 -2.0 Frame Col Seismic Left Seismic_Right Line Line Horz Vert Horz Vert 5 'A 0.0 0.0 0.0 0.0 5 B 0.8 -0.6 0.0 0.6 5 C 0.0 0.6 0.8 -0.6 ------------------------------------------------------------------------------ 16-B-11185 Seismic Design Report: 8/21/17 2:29am Building Data ------------- Code =IBC 15 Length = 80.00 Width = 40.00 Left Eave Height = 14.00 16 08/21/17 Right Eave Height = 14.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(.noment Frame) 0.231 T(Braced Frame) 0.145 Shear Force, E Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em Omega*V (Wall diagonal bracing, splice at rigid frame,& wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss 0.802 R = 3.25,•Rho= 1.30 Zone/Design Category= D 0.1646 W = 23.59 (k ) Ie 1.000 3.88 (k ) Force, E = 5.05 (k ) S1 0.272 Front R = 3.25; Rho= 1.30, Omega= 2.00 Shc 0.337 W = 12.91 (k ) Force, Sds 0.535 Force, Em = 4.25 (k ) Force, Seismic Dead Load, W 2.76°(k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 -------------------- Frame Dead 2.00 (psf ) W = 12.91 (k ) Force, Roof Dead 2..00 (psf ) Em = 4.25 (k ) Force, Collateral 3.00 (psf ) Roof Total 7.00 (psf ) Weight= 22.40 (k ) L_EW Dead 2.00 (psf ) Weight= 0.59 (k ) F_SW Dead 2.00 (psf ) Weight= 1.12 (k ) R_EW Dead 2.00 (psf ) Weight= 0.59 (k ) B SW Dead 2.00 (psf ) Weight= 1.12 (k ) Total = 25.83 (k ) Seismic Forces -------------- Roof Bracing R = 3.25,•Rho= 1.30 Cs = 0.1646 W = 23.59 (k ) Force, V = 3.88 (k ) Force, E = 5.05 (k ) Sidewall Bracing Front R = 3.25; Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 12.91 (k ) Force, V = 2.13 (k ) Force, Em = 4.25 (k ) Force, E = 2.76°(k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 12.91 (k ) Force, V = 2.13 (k ) Force, Em = 4.25 (k ) Force, E = 2.76 (k ) 17 08/21/17 Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 3.71 (k ) Force, V = 0.61 (k ) Force, Em = 1.22 (k ) Force, E = 0.79 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 3.71 (k ) Force, V = 0.61 (k ) Force, Em = 1.22 (k ) Force, E = 0.79 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1646 Frame 1 W = 6.17 (k ) Force, V = 1.02 (k ) Force, E = 1.32 (k ) Frame 2 W = 6.17 (k ) Force, V = 1.02 (k ) Force, E = 1.32 (k ) End Plates Frame R = 3.25, Omega= 2.50 Total Base Shear Longitudinal Force, V = 4.25 (k ) Transverse Force, V = 4.27 (k ) 18 08/21/17 TABLE OF CONTENTS Original Design Completed thru Change Order # 01 Revision History PERMIT # BUTTE CpUNTY DEVrLOPMEIVT SERVICES REVIEW FOR CODE 0 �1 IANCE DATE BYE Rev # Reactote Page LOC 1 Design Criteria 2 Building Sketch 3 Design Summary 4-12 Special Detail 13-14 Design Reactions 15-16 Seismic Desi 16-18 Original Design Completed thru Change Order # 01 Revision History PERMIT # BUTTE CpUNTY DEVrLOPMEIVT SERVICES REVIEW FOR CODE 0 �1 IANCE DATE BYE Rev # Reactote Reason for Revision Pages Revised Rebated Eng. Project Engineer: Meeram Jeelani (Fairview) Checking Engineer: Akula Sai Krishna Signing Engineer: Ronald Bennett, RE B1.7-2710 RC'2/B-4 040-260-0,56 JANUARY 5, 201 H STORAGE, Bf.DG/NO EL1 C: �of ESS/o,� 0.0 50732 rn m SCA Iz Zo- BUILDING COMPANY An NCI Company December 19, 2017 SUPERIOR CONSTRUCTION 4241 EAST BRUNDAGE LANE BAKERSFIELD, CA 93307 16-B-11185 TOM HUSING DURHAM, CA 40'-0" x 80'-0" x 14'-0" To Whom It May Concern: ACCREDITED' AC 472 Please note these drawings and/or calculations are not signed by the original NCI supervising engineer: In keeping with the engineering ethics statutes please notify all state and/or local officials of this change. Thank you for your patience in this matter. This is a rare, but sometimes unavoidable occurrence in our industry and we assure you that we are handling in an ,ethical manner. I This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the,engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Ronald W. Bennett, P.E. Chief Design Engineer 16-B-11185 12/20/17 eRpFEss/0�, F � 6- No.0050732 CIV VJ TFOF CAl METALLIC BUILDING COMPANY Job Number: 16-B-11185 Jobsite: DURHAM,CA 95938 Designer: MJL Checker: PNR Revision: A Date: 8/21/17 By: Pages Revised: Building Code ....................... CBC 16 Risk Category ........................ II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral ....................... 3.000 psf Roof Live Load ....................... 20.00 psf (Reducible) Snow Ground Snow Load (Pg)........... 0.00 psf Snow Load Importance Factor (Is) 1.00 Flat Roof Snow Load (Pf)........ 0.00 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Serviceability Wind Speed ......72 mph Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.171 psf pressure -32.167 psf suction Other Areas 24.171 psf pressure -26.185 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss .............................. 0.6120 g Sds ..... 0.5346 g 51 .............................. 0.2720 g Shc ..... 0.3366 g Analysis Procedure .............. Equivalent.Lateral Force Column Line 2 TO 4 1&5 SWA&SWC Basic Force Resisting. System C4 B3 . B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.165 0.165 0.165 Design Base Shear in kips (V) Transverse 4.27 Longitudinal 4.25 Basic Structural System (from ASCE 7-10 Table 12.2-1) C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system." 2 08/21/17 Provide 2X2X1/8" FB w/o back up plate @ indicated O O locations IN EO 101 ----------- t --------- -1-t ----------- - V - - — — — — — Ns, N 0 0 191 0 IN 16-B-11185 Framinq Layout 8/21/17 3 08/21/17 16-B-11185 FRAMING SUMMARY: Roof 8/21/17 2:29am PURLIN LAYOUT: -------------- Surface Purlin Surf -Ext Stub-Purlin Total Peak-Set_Space- Id Type Left Right Left ------- ------ Right Rows Space Space Row ----- 2 ZB 0.00 ----- ---- 0.00 N ----- ----- N 4 ----- ----- 1.33 4.68 --- 4 3 ZB 0.00 0.00 N N 4 1.33 4.68 4 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset ------ ------ ------ Space ----- 2 1 4.68 4.68 - 2 9.37 4.68 3 14.05 4.68 4 18.74 4.68 20.07 1.33 3 1. 1.33 1.33 2. 6.02 4.68 3 10.70 4.68 4 15.39 4.68 20.07 4.68 PURLIN & EAVE STRUT: -------------------- Surface Bay -Purlin Lap- IS_Flg Eave Id Id Part Left Right Strap Strut 2 1 8X25216 2.33 0 8ES1L14 2' _8X25Z16 2.33 1.33 0 8ES11,14 3 8X25Z16 1'.33 2.33 0 8ES11,14 4 8X25Z16 2.33 0 8ES11,14 3 1 8X25Z16 2.33 0 8ES1L14 2 8X25Z16 2.33 1.33 0 8ES11,14 3 8X25216 1.33 2.33 0 8ESIL14 4 8X25Z16 2.33 0 8ES1L14 ROOF BRACING: ------------- Bay Attach Locate Id Start End Type Part Dia 4 0.00 20.00 Rod WR0800 0.500 20.00 '40.00 Rod WRO800 0.500 BOLT AT EAVE STRUT: , ------------------- Wall Frame _Line Lap ------- Bolt ------ Id Id Type Plate No. Type -Size Dia Washer ---- -- ---- ----- 2 1 EW - --- ----- 2 A325 ----- ------ 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 RF N 2 A325 0.500 0 2 4 RF N 2 A325 0.500 0 4 08/21/17 2 .5 EW - 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0 4 2 RF N '2 A325 0.500 0 4 3 RFN 2 A325 0.500 0 4 4' RF N 2 A325 0.500 0 4 5 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- Surf Line Ds_ARoll No. Id Id ---- ---- AntiRoll Type Id Purlin Purlin Id --------------------- ------ -------------------- 2 L_EW Clip w/gusset @001 1' 4 2 RF Clip w/gusset @004 1 4 2 R_EW Clip w/gusset @001 1 4 3 L_EW Clip w/gusset @001 1' 1 3 RF Clip w/gusset @004 1 1 3 R_EW Clip w/gusset @001 1 1 16-B-11185 FRAMING SUMMARY: Left Endwall _____________ _________________________________________ , 8/21/17 2:29am RAFTER: Surf. Id ------ Id Part Length ------------ ------ Rafl 2 10F35C12 20.07 Raf2 3 10F35C12 20.07 RAFTER SPLICE: -------------- -Surface- --Plate---• Bolt Bolt Bolt ---Top--- --Bottom- Id Locate -- ------ Type Width Thick Type Dia Gage Row ---- ----- ----- ----- ----- ----- --- Space Row Space 3 0.00 M 7.50 0.375 A325 0.625 3.50 2 ----- --- ----- 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev Coll 0.67 C 8F25C14 12.53 0.00 Co12 20.00 B 8F35C13 14.14. 0.00 Co13 39.33 A 8F25C14 12.53 0.00 BASE PLATE: ----------Plate-------- ----- Anchor—Bolt ----- Base_Clip_Bolts Id ------ Type Width Length Thick Type Dia Gage Row ---- ----- ------ No. Type Dia.. Coll ----- ----- ----- ----- --- S3 7.00 8.00 0.250 GR36 0.625 3.00 1 --- ----- ----- 0 Co12 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: -----Bolts----- Id No. Type Dia Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 5 08/21/17 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- -Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.50 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D .,2 7.50 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D , GIRT INSIDE FLANGE BRACE:' ------------------------- No. Brace/Bay 1- 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top• Type Part Dia 1 0.00 14.14 Rod WRO800 0.500 16-B-11185 FRAMING SUMMARY: Right Endwall ------------ 8/21/17 2:29am RAFTER: Surf ' Id Id Part Length ------ ------------------• Rafl -2 10F35C12 20.07 Raft 3 ,10F35C12 20.07 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type -- ------ ---- ----- ----- ----- Dia Gage Row ----- ----- --- Space ------ Row Space 3 0.00 M 7.50 0.375 A325 0.625 3.50 2 4.00 --- 2 ----- 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev Coll 0.67 A 8F25C14 12.53 0.00 Co12 20.00 B 8F35C13 14.14 0.00 Co13 39.33 C 8F25C14 12.53 0.00 BASE PLATE: ----------Plate-------- -----Anchor Bolt----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 '3.00 1 0 CAP PLATE: -----Bolts----- Id No. Type Dia Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYOUT: Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZF 8X25Z14 .0.00 20.00 Col Col 0.00 0.00 D 11.00 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia 2 0.00 14.14 Rod WRO800 0.500 16-B-11185 FRAMING SUMMARY: Front Sidewall 8/21/17 2:29am OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening _Size ------ Id Id Offset Width Height Sill Note ---- ---- ------- ------- ------- ------- ------------- 1 2 1.50 12.00 12.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length ---- --- ------ -----= ------ -------- ------- 1 2 Jamb -L 1.50 0.00 8F35C14 12.00 Jamb -R 13.50 0.00 8F35C14 12.00 GIRT LAYOUT: Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ --=--------- ----- ----- ---- ----- ----- ----- --- 1 7.50 ZB 8X25Z13 0.00 20.00 Col Jamb 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZO 8X25Z16 13.50 20.00 Jamb Col 0.00 0.00 D 12.00 CO 8X35C14 0.00 20.00 Col Col 0.00 0.00 U --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D . --- ------ ------------ ----= ----- ---- ----- ----- ----- --- 7 08/21/17 4 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 .0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING:- ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 4 0.00 14.00 Rod WR0800 0.500 16-B-11185 FRAMING SUMMARY: Back Sidewall 8/21/17 2:29am GIRT LAYOUT: Bay Pay -Offset --Support- ----Lap----- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----= ---- ----- ----- ----- --- 1 ,7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D 2 7.50 ZB •8X25Z16 0.00 20.00 Col Col 1.33 1.33 D 3 7.50 ZB BX25Z16 0.00 20.00 Col Col 1.33 1.33 D --- ------ ---- ------ ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB BX25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No.Brace/Bay 1 2 3 4 0 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia 1 0.00 14.00 Rod WR0800 0.500 ------------ 16-B-11185 FRAMING SUMMARY: Rigid Frame 1 8/21/17 2:29am LAYOUT: Type -RF No. Line 2 Frame Line Id 2 3 Grid Line Id 2 3 MEMBER: Surf Mem Seg Flange Flange-Web_Depth- -Plate Thickness - Id Id Id Part Length Width Start End Web 0-flg I-flg ---- --- --- ------ ------ ------ ----- ----- ----- ----- ----- 1• 1 1 13.35 5.00 9.00 13.00 0.134 0.250 0.250 8 08/21/17 2 2 2 8.35 5.00. 11.00 11.00 0.134 0.250 0.250 2 2 3 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 4 10.00' 5.00 11.00 11.00 0.134 0.250 0.250- 3 .2503 3 5 8.35 5.00 11.00 11.00 0.134 0.250 0.250 4 4 6 13.35 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom-, Id Locate Type Width Thick Type Dia 'Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column. P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G } 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 9 1 L2X2X14G 3 1 1 L2X2Xl4G 3 2 -1 L2X2X14G 3 3 1 L2X2X14G 3 91 L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 16-B=11185 FRAMING SUMMARY: Rigid Frame 2 8/21/17 2:29am LAYOUT: Type RF No. Line 1 Frame Line Id 4 Grid Line Id 4 MEMBER:. Surf Mem Seg Flange Flange-Web_Depth- -Plate_ Thickness - Id Id Id Part Length Width Start End, Web O-flg I-flg ---- --- --- ------ ------ ------ ----- ----- ----- ----- ----- 1 1 1 13.35 5.00 9.00 13.00 0.134 0.250 0.250 2 +2 2 8.35 5.00 11.00 11.00 0.134 0.250 0.250 9 08/21/17 2' 2- 3 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 4 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 5 8.35 5.00 11.00 11.00 0.134 0.250 0.250,-- 4 4 6 13.35 5.00 13.00 9.00 0.134 0.250 0.250 SPLICE:• -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom-- Id Locate Type. Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6:00 0.375 A325 0.750 3.00 2 9.00 2 4.00 4 -0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base .Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE:" Surf No. Id Locate Side Part Clip ---- ------ ------------ ----- 1 1 1 L2X2X14G" 2 1 1 L2X2X14G 2 2 .1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 9 1 L2X2X14G 4 1 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column .2.50 0.250 Rt Column 2.50 0.250 10 08/21/17 -__________________- a& 0 I NIS YE IEE Basi n N r OD r Cl �T • •\ V d iii R 'a I got, E- -__________________- a& 0 I NIS YE IEE Basi n N r OD r Cl �T -__________________- a& 0 I NIS YE IEE Basi n N r OD r Cl 12 08/21/17 I I oil - _ A ,/r C ow FRAME CROSS SECTION: FRAME UNE 4 ML MM �` 4I/ MW of °`° building MM ASM- , M I � �, �, � FW metallic company S� ASIGIY 0 Awmawlg L[ �p� 7101 iN[JE . IgU51pi T= PAM CM FRUD000C OMI E ACCOIHBm of IBC M N7FOfa11f IEilm Of Wp�pp pIH10m i��ppL� 1M67 0 f M MM 000001 SOLA M Nw M NFWU Al rC HC6T lOM MBC 7p 7A11 W -no EP "M0 WO 1d'AI AS AO m M w as= P�__16wluw C9B1oI It 1Mrs Na-mm� hum 6�>I ap alMenw +oro saml IBo nwoaur IOIm amore emmll manuanl aaoe uI aBM swrarm M oaMgrclr w ne rS ICr SIr OCCM. IOOCOL wawa LC3 I NL FM O0 RMS V SMMW IMICC WU BE MM IM AM 008 OC aA >xMc PIRg MOro D � r� 9LLT MIIHM CiE s rmu Au nra a wLw No rnm As slot = rfs , A 16-8-11186 E8 A _ 1701 12 08/21/17 Ref # Job Number ED00001x Date Rev Double Sub -Jamb for DBCI door May'17 00 16-B-11185 Mounting Plat (Not by Metal Bldg. 'Mfr.) �— i i Sub Jambs tl i r+ r I I Mounting Bracket ;�� (Not by' Metal Bldg. Mfr.) eader Bolt (Not b Metal Bldg. Mfr.) Jamb K d sa .xF�.. "d.+?t Y Cis sr'R b,+tat -1"1� .,� �'4 f Y�' Ib�► xy �2 .. <tY? y 4 A� 1 j F to t SAW { a} } s.. c ... t 1 Yt• .�.s jSjjj","",ry��: icA p �� •O�i'.�� [ I�I i�11 4Y+ -.... -.� - � P'n a F % [ 'ja �Y .. '. 4 �. ..,._...._ t+ .:......'... ;: 1 } .fit^ Y-� � x + t, low: hot TON -G'>. to 2x2xl/8" FBs in both EWs i �in C - s �} ♦sf,p �"..=) 14 08/21/17 ------------------------------------------------------------------------------- 16-B-11185 ------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Col ----Dead--- Bracing Reactions Report: - 8/21/17 2:29am BUILDING BRACING REACTIONS: Line ----- Line Horz Vert Horz --------------------------- Horz Vert ------Reactions(k )------- Horz Vert ---Wall-- Col ----- 0.4 ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line ----- 0.0 Horz Vert Horz Vert Wind Seismic Notes ---- ---- L-EW 1 ------- C• ,B ----- 1.28 ----- 0.94 ----- 0.61 ----- 0.45 ------------- ----- , F SW A 4 ,5 2.52 1.53 2.13 1.29 1.2 R EW 5 B ,C 1.28 0.94 0.61 0.45 A B_SW C 5 ,4 2.52 1.53 2.13 1.29 0.0 ---- ----------- ----- ----- ----- ----- ------------- ----- Reaction values shown are unfactored. Maximum'load combination factors are: Wind 0.60 Seismic: 0.70 ------------=------------------------------------------------------------------ ------------------------------------------------------------------------------- 16-B-11185 Additional Reactions Report: 8/21/17 2:29am ------------------------------------------------------------------------------- Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Floor Live ----Snow--- Line ----- Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* ------ C ----- 0.4 ----- 1.2 ----- 0.5 ----- 1.2 ----- 1.9 ----- 4.8 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 2* A -0.4 1.2 -0.5 1.2 -1.9 4.8 0.0 0.0 0.0 0.0 4 C 0.4 1.2 0.5 1.2 1.9 4.8 0.0 0.0 0.0 0.0 4 A -0.4 1.2 -0.5 1.2 -1.9 4.8 0.0 0.0 0.0 0.0 Frame Col -Snow -Drift Slide -Snow Wind_Leftl Wind_Rightl Wind_Left2 Line ----- Line ------ Horz ----- ,Vert ----- Horz ----- Vert Horz Vert Horz Vert Horz Vert 2* C 0.0 0.0 0.0 ----- 0.0 ----- -4.4 ----- -7.9 ----- 0.3 ----- -4.8 ----- -4.4 ----- -4.7 2* A 0.0 0.0 0.0 0.0 -0.3 -4.8 4.4 -7.9 -0.4 -1.5 4 C 0.0 0.0 0.0 0.0 -4.6 -8.1 0.4 -4.7 -4.5 -4.8 4 A 0.0 0.,0 0.0 0.0 -0.9 -4.6 4.7 -8.0 -0.5 -1.5 Frame Col Wind_Right2 -Wind Press -Wind_Suct- Wind_Longl Wind_Long2 Line ----- Line ------ Horz ------ Vert ----- Horz ----- Vert ----- Horz ----- Vert Horz Vert Horz Vert 2* C 0.4 -1.5 0.0 0.0 0.0 ----- 0.0 ----- -0.5 ----- -7.0 ----- -0.8 ----- -5.7 2* A 4.4 -4.7 0.0 0.0 0.0 0.0 0.8 -5.7 0.5 -7.0 4 C 0.7 -1.3 0.0 0.0 0.0 0.0 -0.8 -8.7 -1.0 -7.4 4 A 5.2 -4.9 0.0 0.0 0.0 0.0 0.0 -7.0 -0.2 -8.4 Frame Col -Seis_Left- -Seis_Right -Seis_Long- ----Temp--- ----Rain— Line ----- Line ------ Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* C ----- -0.7, ----- -0.5 ----- 0.7 ----- 0.5 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 ----- 0.0 2* A -0.7 0.5 0.7 -0.5 0.0 0.0 0.0 0.0 0.0 0.0 4 C -0.7 -0.5 0.7 0.5 0.0 -1.7 0.0 0.0 0.0 0.0 4 A -0.7• 0.5 0.7 -0.5 0.0 -1.7 0.0 0.0 0.0 0.0 ----------------------------=------------------------------------------------- 15 08/21/17 2* Frame Lines:2 3 Endwall Column Reactions(k ) =---------------------------- Frame Col- Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 C -0.3 0.2 1.6 1.3 -3.0 0.0 -0.1 1.3 -3.0 1 B 0.7 0.7 4.9 0.0 -3.8 1.3 -5.8 0.0 -3.8 1 A 0.3 0.2 1.6 0.0 -1.1 0.0 -2.1 0.0 -1.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.0 -0.1 0.0 0.0 0.0 -2.0 0.2 -1.2 1 B 1.3 -5.8 -2.7 2.9 0.2 -5.0 0.0 -4.7 1 A' 0.0 -2.1 0.0 0.0 0.0 -1.0 0.0 -2.1 Frame Col Seismic _Left Seismic Right Line Line Horz Vert Horz Vert ----- ----i ----- ----- ----- ----- 1 C 0.8 -0.6 0.0 0.6 1 B 0.0 0.6 0.8 -0.6 1 A 0.0 0.0 0.0 0.0 ------------------------------------------------------------------------------ Frame Col - Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line. Line Vert Vert Vert. Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 5 A 0.3 '0.2 1.6 0.0 -2.1 0.0 -1.1 _ 0.0 -2.1 5 B 0.7 0.7- 4.9 1.3 -5.8 0.0 -3.8 1.3 -5.8 5 C 0.3 0.2 1.6 0.0 -0.1 1.3 -3.0 0.0 -0.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 5 A 0.0 -1.1 0.0 0.0 0.0 -2.1 0.0 -1.0 5 B 0.0 -3.8 -2.7 2.9 0.0 -4.7 0.2 -5.0 5 C 1.3 -3.0. 0.0 0.0 0.2 -1.2 0.0 -2.0 Frame Col Seismic.Left Seismic Right Line Line Horz Vert Horz Vert 5 A 0.0 0.0 0.0 0.0 5 B 0.8 -0.6 0.0 0.6 5 C 0.0 0.6 0.8 -0.6 -------------------------------------------------- --------------------------- ------------------------ 16-B-11185 Seismic Design Report: 8/21/17 2:29am -------------------------------------------------------------------------------- Building Data ------------- Code =IBC 15 Length = 80.00 Width = 40.00 Left Eave Height = 14.00 16 08/21/17 17 08/21/17 Right Eave Height = 14.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R)' T(Moment.Frame) = 0.231 T(Braced Frame) = 0.145 Shear Force, E = Rho*V (Rigid frame, endwall'frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V. (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.802 Zone/Design Category= D Ie = 1.000 S1 = 0.272 Shc = 0.337 Sds _. 0.535 Seismic Dead Load, W -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 2.00 (psf ) Collateral = 3.00 (psf ) Roof Total = 7.00 (psf ) Weight= 22.40 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.59 (k ) F_SW Dead = 2.00 (psf ) Weight= 1.12 (k ) R_EW Dead.. = 2.00 (psf ) Weight= 0.59 (k ) B_SW Dead = 2.00 (psf ) Weight= 1.12 (k ) Total = 25.83 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs"= 0.1646 W = 23.59 (k ) Force, V = 3.88 (k ) Force, E = 5.05 (k ) . Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 12.91 (k ) Force, V = 2.13 (k ) Force, Em = 4.25 (k ) Force, E = 2.76 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 12.91 (k ) Force, V = 2.13 (k ) Force, Em = 4.25 (k ) Force, E = 2.76 (k ) 17 08/21/17 l Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 ' W = 3.71 (k ) Force, V = 0.61 (k ) Force, Em = 1.22 (k ) Force, E = 0.79 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1646 W = 3.71 (k ) Force, V = 0.61 (k ) Force, Em = 1.22 (k ) Force, E _ • 0.79 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1646 Frame 1 W = 6.17 (k ) Force, V = 1.02 (k ) •Force, E = 1.32 (k ) Frame 2 W 6.17 (k ) Force, V = 1.02 (k ) Force, E _ 1.32 (k ) End Plates Frame R = 3.25, Omega= 2.50 Total Base Shear Longitudinal Force, V = 4.25 (k ) Transverse Force, V = 4.27 (k ) 18 08/21/17